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Appendices SEIR No. 339 City of Anaheim Response to Comments Appendix C. Supplemental Traffic Analysis ---PAGE BREAK--- Appendices The Planning Center October 2010 This page intentionally left blank. ---PAGE BREAK--- The oevised mlatinum Triangle bxpansion mroject pTATb efdetAv AkAivpfp obmloT mrepared for CfTv lc AkAebfj mrepared by lctober OMNM ---PAGE BREAK--- ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport i iist of Tables qable N-OW Caltrans creeway teaving eCj ilp Criteria P qable O-NW bxisting creeway oamp eCj ilp R qable O-OW bxisting creeway jainline eCj T qable O-PW bxisting creeway teaving meak eour eCj qable P-NW OMPM ko mroject creeway oamp eCj ilp qable P-OW OMPM ko mroject creeway jainline eCj ilp qable P-PW OMPM ko mroject creeway teaving meak eour eCj ilp qable P-4W OMPM tith mroject creeway oamp eCj ilp qable P-RW OMPM tith mroject creeway jainline eCj ilp qable P-SW OMPM tith mroject creeway teaving meak eour eCj ilp qable 4-NW OMPM tith mroject creeway oamp jitigation ptrategy and cair-phare qable 4-OW OMPM tith mroject creeway jainline jitigation ptrategy and cair-phare qable 4-PW OMPM tith mroject creeway teaving pection jitigation ptrategy and cair-phare ---PAGE BREAK--- This page is intentionally left blank in order to facilitate double sided printing ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 2 N.M As a result of meetings and conference calls with Caltrans this supplemental analysis to The oevised mlatinum Triangle Expansion mroject Traffic ptudy oeport has been prepared to address Caltrans comments and concernsK Caltrans recommended application of a revised methodology to apply to the ptate eighway pystemK qhis supplemental document has been prepared at the request of Caltrans to assist in their long-rang planning of state transporataion facilitiesK qhe revised analysis includes all project alternatives including bxistingI OMPM ko mroject and OMPM tith mroject conditionsI as well as the associated mitigation measures and fair shares for the freeway segments that are forecast to be deficient under the OMPM tith mroject scenarioK N.N jbTelalildv qhe traffic analysis methodology Eand structure of this supplemental reportF applied in this supplemental analysis is generally consistent with the criteria outlined in The oevised mlatinum Triangle Expansion mroject Traffic ptudy oeport. qhe basic premise of the refined methodology is to base levels of service on actual facility operating speeds through application of the speedLflowLdensity relationships outlined in the eighway Capacity janual EeCjFK qhe analysis evaluates constrained and unconstrained traffic volumes and the relational operating speedsK Analysis was performed for the following facilitiesW · meak hour freeway mainline analysis · meak hour freeway ramp analysis · meak hour freeway weaving analysis Caltrans creeway and oamp eCj Analysis qhe freeway mainline and freeway ramp criteria are based on peak hour eCj density analysisK qhe capacities are based on information contained in the eCj and the Caltrans oamp jeter aesign janualK qhe level of service EilpF for freeway ramps is determined by traffic density based on criteria outlined in the eCjK creeway mainline levels of service are defined based on segment densityK Table NJN presents the correlation between ilp and density in terms of passenger cars per mile per lane EpcLmiLlnF for both freeway ramps and basic freeway segmentsK ilp a Edensity not to exceed PRKM pcLmiLln for mainline segments and PRKM pcLmiLln for freeway rampsFI has been established by Caltrans aistrict NO as the operating standard for freeway mainline segments and freeway rampsK Caltrans has determined that freeway segments and ramps that operate below ilp a should be identified and improved to an acceptable ilp although specific criteria to identify project related impacts is not specified in the Caltrans qraffic fmpact ptudy duidelinesK fn general project related impacts to deficient facilities exist if the project adds NM peak hour trips to a deficient ramp and RM peak hour trips to a deficient mainline segmentK cuture year analysis is based on post- processed unconstrained traffic volumesK ff existing volumes reflect congested conditionsI refined existing unconstrained volumes were developed based on an assumed free-flow speed conditionK qhe difference between existing constrained and unconstrained volumes was applied to future constrained volumes to generate conservativeI and unconstrainedI conditionsK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport P Table NJNW Caltrans creeway jainline and oamp eCj ilp Criteria ilp creeway oamp aensity EpcLmiLlnF Basic creeway pegment aensity EpcLmiLlnF A ≤ NMKM M-NNKM B > NMKM and ≤ OMKM NNKM – NUKM C > OMKM and ≤ OUKM NUKM – OSKM a > OUKM and ≤ PRKM OSKM – PRKM b > PRKM PRKM – 4RKM c bxceeds Capacity >4RKM pourceW eCj OMMMI bxhibit OR-4I bxhibit OP-O Caltrans creeway teaving Analysis creeway weaving is defined as the crossing of two streams of traffic traveling in the same direction along a highway section without the aid of traffic control devicesK teaving analysis uses the most current version of the eCj and provides a density for the weaving area within the freeway segment and corresponding ilpK Table NJO specifies the ilp for associated freeway weaving densitiesK Table NJOW Caltrans creeway teaving eCj ilp Criteria ilp creeway teaving pegment aensity EpcLmiLlnF jultilane and CollectorJaistributor teaving pegments aensity EpcLmiLlnF A ≤ NMKM ≤ NOKM B > NMKM and ≤ OMKM > NOKM and ≤ O4KM C > OMKM and ≤ OUKM > O4KM and ≤ POKM a > OUKM and ≤ PRKM > POKM and ≤ PSKM b >PRKM and ≤ 4PKM >PSKM and ≤ 4MKM c >4PKM >4MKM pourceW eCj OMMM bxhibit O4-O qhe following sections present the traffic analysis results for the study freeway mainline sections and ramp merge-diverge locations reflecting existing conditionsI future forecast ko mroject scenario and tith mroject implementation of the mqjirm conditionsK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 4 O.M qhe existing conditions analysis establishes the framework for the future forecasts for the mroposed mrojectK qhe analysis is based on existing traffic data and existing operational speed on the study freeway facilitiesK Caltrans creeway oamp eCj Analysis Table OJN summarizes eCj analysis results for the study area ramps for the Aj and mj peak hoursK qhe eCj reports a density based on the existing freeway mainline segment and ramp mergeLdiverge volumesK aetailed eCj analysis worksheets are included in Appendix AJNK According to the analysisI the following freeway ramps are deficient under either the Aj or mj peak hoursW · f-R korthbound Connector from po-OO bastbound Emj meak eourF · f-R korthbound ln-oamp from Anaheim Boulevard Emj meak eourF · f-R pouthbound Connector to po-OO testbound Emj meak eourF · po-RT korthbound lff-oamp to Ball ooad Emj meak eourF · po-RT korthbound ln-oamp from Ball ooad testbound Emj meak eourF · po-RT pouthbound lff-oamp to hatella Avenue Emj meak eourF · po-OO bastbound ln-oamp from cairview ptreet Emj meak eourF · po-OO bastbound Connector to City ariveLBristol ptreet Emj meak eourF · po-OO bastbound CollectorLaistributor lff-oamp to qhe City arive Emj meak eourF Based on the existing conditions analysisI several ramps currently operate at a deficient level of service and as a result are expected to continue to operate at deficient conditions under future tith and tithout mroject conditionsK qhere are currently no plans to address each of the current deficiencies on the ptate eighway pystem and as a resultI these existing and cumulative impacts will carry forward into the futureK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport R Table OJNW bxisting creeway oamp eCj ilp fa oamp pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - N f-R kB Connector from po-OO bBG OTKS C > Capacity c o - O f-R kB lff-oamp to Chapman Avenue OPKO C PPKS a o - P f-R kB lff-oamp to ptate College Boulevard NMKN B OMKR C o - 4 f-R kB els lff-oamp to dene Autry tayLaisney tay SKR A NMKP B o - R f-R kB ln-oamp from ptate College Avenue NVKP B PMKM a o - S f-R kB lff-oamp to hatella AvenueGG ONKO C POKU a o - T f-R kB ln-oamp from lrangewood Avenue NVKV B OUKM C o - U f-R kB ln-oamp from hatella Avenue ONKN C PMKV a o - V f-R kB els ln-oamp from dene Autry tay N4KS B OOKS C o - NM f-R kB ln-oamp from Anaheim Boulevard OOKO C > Capacity c o - NN f-R kB lff-oamp to earbor Boulevard OPKN C PPKO a o - NO f-R kB ln-oamp from earbor Boulevard NVKS B POKO a o - NP f-R pB lff-oamp to earbor Boulevard ORKN C PMKT a o - N4 f-R pB ln-oamp from earbor Boulevard POK4 a P4KS a o - NR f-R pB lff-oamp to aisney tayLAnaheim Boulevard OSKS C PMKO a o - NS f-R pB lff-oamp to hatella AvenueLlrangewood AvenueGG OOKU C OUKP a o - NT f-R pB els lff-oamp to dene Autry tay NMKO B RKU A o - NU f-R pB ln-oamp from Anaheim Boulevard OPKO C PMKR a o - NV f-R pB ln-oamp from hatella Avenue O4KM C PNKN a o - OM f-R pB lff-oamp to ptate College Avenue ONKR C OUKP a o - ON f-R pB els ln-oamp from dene Autry tay OMKO C NPKN B o - OO f-R pB ln-oamp from lrangewood Avenue O4K4 C PMKT a o - OP f-R pB ln-oamp from ptate College Boulevard NUKT B OPKR C o - O4 f-R pB ln-oamp from Chapman Avenue NVKN B OPKT C o - OR f-R pB Connector to po-OO tB OSKU C PRKO b o - OS f-R pB Connector to po-OO bB VKU A N4KO B o - OT po-RT kB lff-oamp to Chapman Avenue OOKV C PMKO a o - OU po-RT kB ln-oamp from Chapman Avenue tB NTKS B OPKU C o - OV po-RT kB ln-oamp from Chapman Avenue bB NVKN B OTKN C o - PM po-RT kB lff-oamp to lrangewood Avenue ORKN C POKR a o - PN po-RT kB ln-oamp from lrangewood Avenue tB NUKV B OVKP a o - PO po-RT kB ln-oamp from lrangewood Avenue bB NVKN B OUKO a o - PP po-RT kB lff-oamp to hatella Avenue ONKV C PMKS a o - P4 po-RT kB ln-oamp from hatella Avenue tB NVKS B POKU a o - PR po-RT kB ln-oamp from hatella Avenue bB NVKU B PPKM a o - PS po-RT kB lff-oamp to Ball ooad ORKM C PUKV b o - PT po-RT kB ln-oamp from Ball ooad tB OMKR C > Capacity c o - PU po-RT kB ln-oamp from Ball ooad bB OMKP C P4KR a o - PV po-RT pB lff-oamp to Ball ooad PNKU a PNKO a o - 4M po-RT pB ln-oamp from Ball ooad tB OPKM C OVKT a o - 4N po-RT pB ln-oamp from Ball ooad bB OTK4 C POKP a ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport S Table OJNW bxisting creeway oamp eCj ilpI Continued fa oamp pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - 4O po-RT pB lff-oamp to hatella Avenue PPKM a PSKR b o - 4P po-RT pB ln-oamp from hatella Avenue tB O4KT C PNKN a o - 44 po-RT pB ln-oamp from hatella Avenue bB O4KV C PNKV a o - 4R po-RT pB lff-oamp to lrangewood Avenue OSK4 C PNKR a o - 4S po-RT pB ln-oamp from lrangewood Avenue NVKP B ORKU C o - 4T po-RT pB lff-oamp to Chapman Avenue O4K4 C PMK4 a o - 4U po-RT pB ln-oamp from Chapman Avenue NSKP B ONKV C o - 4V po-OO bB lff-oamp to cairview ptreet ORK4 C P4KT a o - RM po-OO bB ln-oamp from cairview ptreet OVKO a > Capacity c o - RN po-OO bB Connector to City ariveLBristol ptreetGG OPKV C > Capacity c o - RO po-OO bB CollectorLaistributor lff-oamp to qhe City arive OTK4 C PSKR b o - RP po-OO bB Connector from f-R pBLpo-RT pB NTK4 B OTKO C o - R4 po-OO tB Connector to f-R pBLpo-RT pB VKU A NSKU B o - RR po-OO tB ln-oamp from qhe City arive OPKO C PNKR a o - RS po-OO tB Connector from f-R pBLpo-RT pB OPKO C P4K4 a o - RT po-OO tB lff-oamp to easter ptreet NMKT B NTKS B o - RU po-OO tB ln-oamp from easter ptreet ORKM C P4KU a pourceW City of AnaheimI Caltrans Caltrans creeway jainline eCj Analysis Table OJO summarizes the analysis results for the densities and levels of service for study area mainline segments for the Aj and mj peak hoursK aetailed eCj mainline analysis worksheets are included in Appendix BJNK Consistent with the existing ramp analysisI several segments currently operate at deficient levels of serviceK According to the analysisI the following freeway mainline segments are deficient under either the Aj or mj peak hoursW · f-R korthbound between iincoln Avenue and earbor Boulevard Emj meak eourF · f-R korthbound between hatella Avenue and ptate College Boulevard Emj meak eourF · f-R pouthbound between po-OO and NTth ptreet EAj and mj meak eourF · f-R korthbound between NTth ptreet and drand Avenue Emj meak eourF · f-R pouthbound between NTth ptreet and drand Avenue EAj and mj meak eourF · f-R korthbound between drand Avenue and 4th ptreet Emj meak eourF · f-R pouthbound between drand Avenue and 4th ptreet EAj and mj meak eourF · f-R korthbound between 4th ptreet and po-RR Emj meak eourF · f-R pouthbound between 4th ptreet and po-RR EAj and mj meak eourF · po-RT bastbound between hatella Avenue and Ball ooad Emj meak eourF · po-RT testbound between hatella Avenue and Ball ooad EAj and mj meak eourF · po-RT bastbound between Ball ooad and iincoln Avenue Emj meak eourF · po-RT testbound between Ball ooad and iincoln Avenue EAj meak eourF · po-RT bastbound between po-VN and iincoln Avenue Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport T · po-OO bastbound between buclid ptreet and earbor Boulevard EAj and mj meak eourF · po-OO testbound between buclid ptreet and earbor Boulevard Emj meak eourF · po-OO bastbound between earbor Boulevard and cairview ptreet EAj and mj meak eourF · po-OO testbound between earbor Boulevard and easter ptreet Emj meak eourF · po-OO bastbound between cairview ptreet and qhe City ariveLf-R Emj meak eourF · po-OO testbound between easter ptreet and qhe City arive Emj meak eourF Table OJOW bxisting creeway jainline eCj ilp fa creeway pegment korthbound L bastbound pouthbound L testboun A.j. meak eour m.j. meak eour A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp c - N f-R between po-VN and Brookhurst ptreet NUKU C OVKO a OMK4 C ONKV C c - O f-R between Brookhurst ptreet and buclid ptreet OMKS C PNKS a ORKO C OSKT a c - P f-R between buclid ptreet and iincoln Avenue NVKN C POKO a POKV a P4KN a c - 4 f-R between iincoln Avenue and earbor Boulevard NVKS C PSKS b O4KT C OTKM a c - R f-R between earbor Boulevard and hatella Avenue NSKU B P4KR a OOKM C O4KV C c - S f-R between hatella Avenue and ptate College Boulevard NTKR B PVKT b ORKR C OTKM a c - T f-R between ptate College Boulevard and po-OO NSKO B P4KM a OSKR a O4KU C c - U f-R between po-OO and NTth ptreet OOKN C PPKV a PSKS b 4UKM c c - V f-R between NTth ptreet and drand Avenue OPKS C 4RKT c 4NKS b 44K4 b c - NM f-R between drand Avenue and 4th ptreet ORKT C ROK4 c PUKR b PVKV b c - NN f-R between 4th ptreet and po-RR O4KN C SMKO c PVKO b PTKV b c - NO po-RT between po-OO and lrangewood Avenue NSKM B ORKO C POKP a PPKU a c - NP po-RT between lrangewood Avenue and hatella Avenue NTK4 B OVKT a OUKU a PPKM a c - N4 po-RT between hatella Avenue and Ball ooad ONKU C 4SKO c 4TKS c 4NKU b c - NR po-RT between Ball ooad and iincoln Avenue OOK4 C RTK4 c 4NK4 b OTKV a c - NS po-RT between po-VN and iincoln Avenue NVKN C RTKU c PMKO a OOKO C c - NT po-OO between Brookhurst ptreet and buclid ptreet ONKT C OVKO a OOKP C OVKN a c - NU po-OO between buclid ptreet and earbor Boulevard PRKR b PRKO b OOKO C PTK4 b c - NV po-OO between earbor Boulevard and cairview ptreetLeaster ptreet PRKS b 4RKO c OPKT C PUKV b c - OM po-OO between cairview ptreetLeaster ptreet and qhe City ariveLf-R OSKN a PSKS b ONKU C PTKO b c - ON po-OO between f-R and jain ptreet NSKO B OSKT a NRKS B PNKN a c - OO po-OO between jain ptreet and dlassell ptreet NSKR B POKP a NUKM C OMKT C c - OP po-OO between dlassell ptreet and po-RR VKP A NTKO B NSKM B NUK4 C ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 8 Caltrans creeway teaving eCj Analysis Table OJP summarizes eCp analysis results for the weaving areas for the study area freeways for the Aj and mj peak hoursK aetailed eCj weaving analysis worksheets are included in Appendix CJN. rnder the existing conditions scenarioI there are several deficient freeway segments identified in the weaving analysisK qhe segments identified as followsW · f-R korthbound between aisneyland arive ln-oamp and iincoln Avenue lff-oamp Emj meak eourF · f-R korthbound between Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp Emj meak eourF · f-R korthbound between ptate College Boulevard ln-oamp and hatella Avenue lff-oamp Emj meak eourF · f-R korthbound between po-OO Connector and Chapman Avenue lff-oamp Emj meak eourF · f-R korthbound between jain ptreet ln-oamp and po-OO tB Connector Emj meak eourF · f-R korthbound between NTth ptreet ln-oamp and jain ptreet lff-oamp Emj meak eourF · f-R pouthbound between jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp EAj and mj meak eourF · f-R korthbound between drand Avenue ln-oamp and NTth ptreet lff-oamp Emj meak eourF · f-R pouthbound between menn tay ln-oamp and panta Ana Boulevard lff-oamp EAj and mj meak eourF · f-R korthbound between courth ptreet ln-oamp and drand Avenue lff-oamp Emj meak eourF · f-R pouthbound between panta Ana Boulevard ln-oamp and courth ptreet lff-oamp EAj and mj meak eourF · f-R korthbound between po-RR Connector and cirst ptreet lff-oamp Emj meak eourF · f-R pouthbound between cirst ptreet ln-oamp and po-RR pB Connector EAj and mj meak eourF · po-RT pouthbound between lrangewood Avenue ln-oamp and Chapman Avenue lff- oamp Emj meak eourF · po-RT pouthbound between hatella Avenue ln-oamp and lrangewood Avenue lff-oamp Emj meak eourF · po-RT korthbound between hatella Avenue ln-oamp and Ball ooad lff-oamp Emj meak eourF · po-RT pouthbound between Ball ooad ln-oamp and hatella Avenue lff-oamp EAj and mj meak eourF · po-RT korthbound between iincoln Avenue ln-oamp and po-VN bastbound Connector Emj meak eourF · po-RT pouthbound between po-VN testbound Connector and iincoln Avenue ln-oamp EAj meak eourF · po-OO testbound between earbor Boulevard ln-oamp and buclid ptreet lff oamp Emj meak eourF · po-OO bastbound between cairview ptreetLdarden drove Boulevard ln-oamp and Collector L aistributor qhe City arive lff-oamp EAj and mj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 9 · po-OO teastbound between jetropolitan arive ln-oamp and easter ptreet lff-oamp Emj meak eourF · po-OO bastbound Collector L aistributor between qhe City arive ln-oamp and Bristol ptreet lff-oamp EAj and mj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and jetropolitan arive lff-oamp Emj meak eourF · po-OO bastbound Collector L aistributor between Bristol ptreet ln-oamp and f-R pB Connector EAj and mj meak eourF · po-OO bastbound between po-RT pouthbound Connector and qown and Country ooad lff- oamp Emj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and f-RLpo-RT korthbound Connector Emj meak eourF · po-OO bastbound between qown and County ooad ln-oamp and dlassell ptreet lff-oamp Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 10 Table OJPW bxisting creeway teaving meak eour eCj ilp fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - N f-R kB bLw Brookhurst ptreet ln-oamp and po-VN bB lff-oamp kot Applicable f-R pB bLw po-VN Connector L jagnolia Avenue ln-oamp and Brookhurst ptreet lff-oamp t - O f-R kB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp f-R pB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp t - P f-R kB bLw iincoln Avenue ln-oamp and buclid ptreet lff-oamp NVKU B P4KN a t - 4 f-R kB bLw aisneyland arive ln-oamp and iincoln Avenue lff-oamp OMKP B PVKP b f-R pB bLw iincoln Avenue ln-oamp and aisneyland arive lff-oamp t - R f-R pB bLw aisneyland arive ln-oamp and earbor Boulevard lff-oamp OVKR C P4KR a t - S f-R kB bLw Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp NVKN B > Capacity c f-R pB bLw earbor Boulevard ln-oamp and aisney tay lff-oamp kot Applicable t - T f-R kB bLw ptate College Boulevard ln-oamp and hatella Avenue lff-oamp NUKP B > Capacity c f-R pB bLw hatella Avenue ln-oamp and ptate College Boulevard lff-oamp OTKV C POKN C t - U f-R kB bLw po-OO Connector and Chapman Avenue lff-oamp OMKU B > Capacity c f-R pB bLw ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector OVKS C POKM a t - V f-R kB bLw jain ptreet ln-oamp and po-OO tB Connector ORKM C PVKO b t - NM f-R kB bLw NTth ptreet ln-oamp and jain ptreet lff-oamp OUK4 C > Capacity c f-R pB bLw jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp > Capacity c > Capacity c t - NN f-R kB bLw drand Avenue ln-oamp and NTth ptreet lff-oamp OSKT C > Capacity c f-R pB bLw menn tay ln-oamp and panta Ana Boulevard lff-oamp > Capacity c > Capacity c t - NO f-R kB bLw courth ptreet ln-oamp and drand Avenue lff-oamp OUKU C > Capacity c f-R pB bLw panta Ana Boulevard ln-oamp and courth ptreet lff-oamp PTKS b > Capacity c t - NP f-R kB bLw po-RR Connector and cirst ptreet lff-oamp PNKV C > Capacity c f-R pB bLw cirst ptreet ln-oamp and po-RR pB Connector > Capacity c > Capacity c t - N4 po-RT kB bLw Chapman Avenue ln-oamp and lrangewood Avenue lff-oamp NTKR B OSKS C po-RT pB bLw lrangewood Avenue ln-oamp and Chapman Avenue lff-oamp P4KR a > Capacity c t - NR po-RT kB bLw lrangewood Avenue ln-oamp and hatella Avenue lff-oamp NUKT B PNKV C po-RT pB bLw hatella Avenue ln-oamp and lrangewood Avenue lff-oamp POKO a PUKS b t - NS po-RT kB bLw hatella Avenue ln-oamp and Ball ooad lff-oamp NUKR B > Capacity c po-RT pB bLw Ball ooad ln-oamp and hatella Avenue lff-oamp > Capacity c > Capacity c t - NT po-RT kB bLw Ball ooad ln-oamp and iincoln Avenue lff-oamp kot Applicable po-RT pB bLw iincoln Avenue ln-oamp and Ball ooad lff-oamp t - NU po-RT kB bLw iincoln Avenue ln-oamp and po-VN bB Connector OMKU B > Capacity c po-RT pB bLw po-VN tB Connector and iincoln Avenue lff-oamp PSKR b PPKT a t - NV po-OO bB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp kot Applicable po-OO tB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 11 Table OJPW bxisting creeway teaving meak eour eCj ilpI Continued fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - OM po-OO bB bLw buclid ptreet ln-oamp and earbor Boulevard lff-oamp kot Applicable po-OO tB bLw earbor Boulevard ln-oamp and buclid ptreet lff-oamp O4KS C > Capacity c t - ON po-OO bB bLw earbor Boulevard ln-oamp and cairview ptreet lff-oamp kot Applicable po-OO tB bLw easter ptreet L darden drove Boulevard ln-oamp and earbor Boulevard lff- oamp t - OO po-OO bB bLw cairview ptreet L darden drove Boulevard ln-oamp and CollectLaistributor qhe City arive lff-oamp > Capacity c > Capacity c po-OO tB bLw jetropolitan arive ln-oamp and easter ptreet lff-oamp OOKT B PUKT b t - OP po-OO bB CollectLaistributor bLw qhe City arive ln-oamp and Bristol ptreet lff-oamp > Capacity c > Capacity c po-OO tB bLw ia seta Avenue ln-oamp and jetropolitan arive lff-oamp OVKO C > Capacity c t - O4 po-OO bB CollectLaistributor bLw Bristol ptreet ln-oamp and f-R pB Connector > Capacity c > Capacity c t - OR po-OO bB bLw po-RT pB Connector and qown and Country ooad lff-oamp OOKP B PUKR b po-OO tB bLw ia seta Avenue ln-oamp and f-R L po-RT kB Connector OMK4 B > Capacity c t - OS po-OO bB bLw qown and Country ooad ln-oamp and dlassell ptreet lff-oamp OMKP B > Capacity c po-OO tB bLw dlassell ptreet ln-oamp and ia seta Avenue lff-oamp OOKT B OVKO C t - OT po-OO bB bLw dlassell ptreet ln-oamp and qustin ptreet lff-oamp kot Applicable po-OO tB bLw qustin ptreet ln-oamp and dlassell ptreet lff-oamp pourceW City of AnaheimI Caltrans pummary As noted in the analysis aboveI the local circulation system in the mlatinum qriangle generally operates at an acceptable ilpK qhe regional circulation ptate eighway pystem has several components that currently operate at a deficient ilpK iocations that are deficient under existing conditions will be considered when determining future project related impacts and mitigation measuresK teaving section and ramp levels of service are highly correlated with the corresponding activity on the freeway mainline and sections with deficient mainline densities typically result in corresponding weaving and ramp mergeLdiverge deficienciesK qhe existing conditions assessment for the base year OMMU existing conditions provides the framework for applying the deneral mlan future forecasts to both the ko mroject and tith mroject scenariosK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 12 P.M crTrob qhe analysis for the future forecast scenarios was performed through the application of the Anaheim qraffic Analysis jodel EAqAjF to develop future traffic forecast volumes throughout the mlatinum qriangle study areaK qhe forecasts that represent OMPM conditions are based on citywide land use data and regional socioeconomic growth projectionsK qhese forecasts incorporate the following future key project assumptionsW · Currently adopted mlatinum qriangle jaster iand rse mlan · City of lrange deneral mlan rpdate · oevisions to the Anaheim oesort ppecific mlanI including the Anaheim Convention Center bxpansion · aisneyland oesort ppecific mlan · AoqfC as is currently incorporated into the deneral mlan · oelocation of haiser mermanente hospital cuture trip activity was estimated and assigned to the circulation system based on the existing City of Anaheim deneral mlanK P.N OMPM kl Caltrans creeway oamp eCj Analysis Table PJN summarizes eCj analysis results for the study area ramps for the Aj and mj peak hoursK mer the Caltrans eighway aesign janualI a O-lane on or off-ramp should be provided where volumes exceed NIRMM vehicles per hour during either the Aj or mj peak hourK qhe pouthbound po-RT lff- oamp to Ball ooad forecast volume exceeds this criteria during the Aj peak hour under ko mroject conditions and should be monitored; however there is no difference between the ko mroject and tith mroject volumes at this locationI therefore the project has no responsibility for improvements at this locationK aetailed analysis worksheets are included in Appendix AJOK According to the analysisI the following freeway ramps are deficient under either the Aj or mj peak hour OMPM ko mroject conditionsW · f-R korthbound Connector from po-OO bastbound Emj meak eourF · f-R korthbound lff-oamp to Chapman Avenue Emj meak eourF · f-R korthbound lff-oamp to ptate College Boulevard Emj meak eourF · f-R korthbound ln-oamp from ptate College Avenue Emj meak eourF · f-R korthbound lff-oamp to hatella Avenue Emj meak eourF · f-R korthbound ln-oamp from lrangewood Avenue Emj meak eourF · f-R korthbound ln-oamp from hatella Avenue Emj meak eourF · f-R korthbound els ln-oamp from dene Autry tay Emj meak eourF · f-R korthbound ln-oamp from Anaheim Boulevard Emj meak eourF · f-R korthbound lff-oamp to earbor Boulevard Emj meak eourF · f-R korthbound ln-oamp from earbor Boulevard Emj meak eourF · f-R pouthbound ln-oamp from lrangewood Avenue Emj meak eourF · f-R pouthbound Connector to po-OO testbound Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 1P · po-RT korthbound lff-oamp to Ball ooad Emj meak eourF · po-RT korthbound ln-oamp from Ball ooad testbound Emj meak eourF · po-RT korthbound ln-oamp from Ball ooad bastbound Emj meak eourF · po-RT pouthbound lff-oamp to Ball ooad EAj meak eourF · po-RT pouthbound ln-oamp from Ball ooad testbound EAj meak eourF · po-RT pouthbound ln-oamp from Ball ooad bastbound EAj meak eourF · po-RT pouthbound lff-oamp to hatella Avenue EAj and mj meak eourF · po-RT pouthbound ln-oamp from hatella Avenue testbound EAj and mj meak eourF · po-RT pouthbound ln-oamp from hatella Avenue bastbound EAj and mj meak eourF · po-RT pouthbound lff-oamp to lrangewood Avenue EAj and mj meak eourF · po-RT pouthbound ln-oamp from lrangewood Avenue EAj and mj meak eourF · po-RT pouthbound lff-oamp to Chapman Avenue Emj meak eourF · po-OO bastbound lff-oamp to cairview ptreet EAj and mj meak eourF · po-OO bastbound ln-oamp from cairview ptreet EAj and mj meak eourF · po-OO bastbound Connector to City ariveLBristol ptreet Emj meak eourF · po-OO bastbound CollectorLaistributor lff-oamp to qhe City arive Emj meak eourF · po-OO bastbound Connector from f-R pBLpo-RT pB Emj meak eourF · po-OO testbound Connector to f-R pBLpo-RT pB Emj meak eourF · po-OO testbound Connector from f-R pBLpo-RT pB Emj meak eourF · po-OO testbound lff-oamp to easter ptreet Emj meak eourF · po-OO testbound ln-oamp from easter ptreet Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 14 Table PJNW OMPM ko mroject creeway oamp eCj ilp fa oamp pegment oamp # of iane A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - N f-R kB Connector from po-OO bBG O OUKV a > Capacity c o - O f-R kB lff-oamp to Chapman Avenue N ORKM C > Capacity c o - P f-R kB lff-oamp to ptate College Boulevard O NNKV B > Capacity c o - 4 f-R kB els lff-oamp to dene Autry tayLaisney tay N NOK4 B NTK4 B o - R f-R kB ln-oamp from ptate College Avenue N NUKV B > Capacity c o - S f-R kB lff-oamp to hatella AvenueGG O OOKR C > Capacity c o - T f-R kB ln-oamp from lrangewood Avenue N ONKP C > Capacity c o - U f-R kB ln-oamp from hatella Avenue N OOK4 C > Capacity c o - V f-R kB els ln-oamp from dene Autry tayGG N OOKV C PSKT b o - NM f-R kB ln-oamp from Anaheim Boulevard N O4KN C > Capacity c o - NN f-R kB lff-oamp to earbor Boulevard N O4KO C > Capacity c o - NO f-R kB ln-oamp from earbor Boulevard N ONKN C > Capacity c o - NP f-R pB lff-oamp to earbor Boulevard N OUKV a POKR a o - N4 f-R pB ln-oamp from earbor Boulevard N OVKN a OVKT a o - NR f-R pB lff-oamp to aisney tayLAnaheim Boulevard N PMKU a POKT a o - NS f-R pB lff-oamp to hatella AvenueLlrangewood Avenue O OSKN C PMKN a o - NT f-R pB els lff-oamp to dene Autry tay N O4KT C O4KN C o - NU f-R pB ln-oamp from Anaheim Boulevard N ORKT C PNKS a o - NV f-R pB ln-oamp from hatella Avenue N PMKV a P4KS a o - OM f-R pB lff-oamp to ptate College Avenue N OSK4 C PMKV a o - ON f-R pB els ln-oamp from dene Autry tay N ONKM C OPKM C o - OO f-R pB ln-oamp from lrangewood Avenue N PNKN a PRKM b o - OP f-R pB ln-oamp from ptate College Boulevard N OOK4 C OSKM C o - O4 f-R pB ln-oamp from Chapman Avenue N ONKV C ORKN C o - OR f-R pB Connector to po-OO tB N PNKU a PUKN b o - OS f-R pB Connector to po-OO bB O NPKO B NSKN B o - OT po-RT kB lff-oamp to Chapman Avenue N OPKO C OVKU a o - OU po-RT kB ln-oamp from Chapman Avenue tB N NTKS B ORKO C o - OV po-RT kB ln-oamp from Chapman Avenue bB N NVKM B OUKT a o - PM po-RT kB lff-oamp to lrangewood Avenue N ORKO C P4KP a o - PN po-RT kB ln-oamp from lrangewood Avenue tB N NVKO B P4KM a o - PO po-RT kB ln-oamp from lrangewood Avenue bB N NVKM B PMKN a o - PP po-RT kB lff-oamp to hatella Avenue N OPKO C PPKM a o - P4 po-RT kB ln-oamp from hatella Avenue tB N NSKS B OUKO a o - PR po-RT kB ln-oamp from hatella Avenue bB N NTKM B OSK4 C o - PS po-RT kB lff-oamp to Ball ooad N OOKM C > Capacity c o - PT po-RT kB ln-oamp from Ball ooad tB N NTKP B > Capacity c o - PU po-RT kB ln-oamp from Ball ooad bB N NSKT B > Capacity c ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 1R Table PJNW OMPM ko mroject creeway oamp eCj ilpI Continued fa oamp pegment oamp # of iane A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - PV po-RT pB lff-oamp to Ball ooad N > Capacity c POKS a o - 4M po-RT pB ln-oamp from Ball ooad tB N > Capacity c PMKP a o - 4N po-RT pB ln-oamp from Ball ooad bB N > Capacity c POKR a o - 4O po-RT pB lff-oamp to hatella Avenue N > Capacity c > Capacity c o - 4P po-RT pB ln-oamp from hatella Avenue tB N > Capacity c > Capacity c o - 44 po-RT pB ln-oamp from hatella Avenue bB N > Capacity c > Capacity c o - 4R po-RT pB lff-oamp to lrangewood Avenue N PRKR b PTKU b o - 4S po-RT pB ln-oamp from lrangewood Avenue N > Capacity c > Capacity c o - 4T po-RT pB lff-oamp to Chapman Avenue N PNKS a PSKN b o - 4U po-RT pB ln-oamp from Chapman Avenue N NTKN B ONKO C o - 4V po-OO bB lff-oamp to cairview ptreet N > Capacity c > Capacity c o - RM po-OO bB ln-oamp from cairview ptreet N > Capacity c > Capacity c o - RN po-OO bB Connector to City ariveLBristol ptreetGG P POKR a > Capacity c o - RO po-OO bB CollectorLaistributor lff-oamp to qhe City arive N OVKO a > Capacity c o - RP po-OO bB Connector from f-R pBLpo-RT pB O OUKT a > Capacity c o - R4 po-OO tB Connector to f-R pBLpo-RT pB O NPKU B > Capacity c o - RR po-OO tB ln-oamp from qhe City arive N OOKO C OSKV C o - RS po-OO tB Connector from f-R pBLpo-RT pB O O4KN C > Capacity c o - RT po-OO tB lff-oamp to easter ptreet O NNKT B > Capacity c o - RU po-OO tB ln-oamp from easter ptreet N OUKO a > Capacity c G jajor jerge Analysis rtilized to calculate density pcLmiLln - massenger Cars per jile per iane GGjajor aiverge Analysis rtilized to calculate density ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 1S Caltrans creeway jainline eCj Analysis Table PJO summarizes eCp analysis results for the densities and levels of service for study area mainline segments for the Aj and mj peak hoursK aetailed analysis worksheets are included in Appendix BJOK According to the analysis the following freeway mainline segments are deficient under either the Aj or mj peak hours of which eleven segments perform deficiently also under existing conditions Eindicated by GFW · f-R korthbound between buclid ptreet and iincoln Avenue Emj meak eourF · f-R pouthbound between buclid ptreet and iincoln Avenue Emj meak eourF · f-R korthbound between iincoln Avenue and earbor Boulevard Emj meak eourFG · f-R korthbound between earbor Boulevard and hatella Avenue Emj meak eourF · f-R korthbound between hatella Avenue and ptate College Boulevard Emj meak eourFG · f-R korthbound between ptate College Boulevard and po-OO Emj meak eourF · f-R korthbound between po-OO and NTth ptreet Emj meak eourF · f-R pouthbound between po-OO and NTth ptreet EAj and mj meak eourFG · f-R korthbound between NTth ptreet and drand Avenue Emj meak eourFG · f-R pouthbound between NTth ptreet and drand Avenue EAj and mj meak eourFG · f-R korthbound between drand Avenue and 4th ptreet Emj meak eourFG · f-R pouthbound between drand Avenue and 4th ptreet EAj and mj meak eourFG · f-R korthbound between 4th ptreet and po-RR Emj meak eourFG · f-R pouthbound between 4th ptreet and po-RR EAj and mj meak eourFG · po-RT korthbound between hatella Avenue and Ball ooad Emj meak eourFG · po-RT pouthbound between hatella Avenue and Ball ooad EAj and mj meak eourFG · po-RT korthbound between Ball ooad and iincoln Avenue Emj meak eourFG · po-RT pouthbound between Ball ooad and iincoln Avenue EAj meak eourFG · po-RT korthbound between po-VN and iincoln Avenue Emj meak eourFG · po-RT pouthbound between po-VN and iincoln Avenue EAj meak eourF · po-OO testbound between Brookhurst ptreet and buclid ptreet Emj meak eourF · po-OO bastbound between buclid ptreet and earbor Boulevard EAj and mj meak eourFG · po-OO testbound between buclid ptreet and earbor Boulevard Emj meak eourFG · po-OO bastbound between earbor Boulevard and cairview ptreetLeaster ptreet EAj and mj meak eourFG · po-OO testbound between earbor Boulevard and cairview ptreetLeaster ptreet Emj meak eourFG · po-OO bastbound between easter ptreet and qhe City ariveLf-R Emj meak eourFG · po-OO testbound between easter ptreet and qhe City ariveLf-R Emj meak eourFG · po-OO testbound between f-R and jain ptreet Emj meak eourF · po-OO bastbound between jain ptreet and dlassell ptreet Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 1T Table PJOW OMPM ko mroject creeway jainline eCj ilp fa creeway pegment korthbound L bastbound pouthbound L testboun A.j. meak eour m.j. meak eour A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp c - N f-R between po-VN and Brookhurst ptreet OMK4 C PMKV a O4KP C ONKT C c - O f-R between Brookhurst ptreet and buclid ptreet ONKP C P4KS a OTKT a OVKV a c - P f-R between buclid ptreet and iincoln Avenue ONKP C PRKV b PTKR b PTKR b c - 4 f-R between iincoln Avenue and earbor Boulevard ONKV C 4NKM b OSKP a OVKV a c - R f-R between earbor Boulevard and hatella Avenue NVKS C PVKN b OOKU C OSKP a c - S f-R between hatella Avenue and ptate College Boulevard NVKT C 4OKS b ORKU C OVKO a c - T f-R between ptate College Boulevard and po-OO NVKN C PUKR b OUKU a OUKM a c - U f-R between po-OO and NTth ptreet OPKO C 4MKN b 4NKU b RNKM c c - V f-R between NTth ptreet and drand Avenue O4K4 C 4VKN c 44KP b 4RKN c c - NM f-R between drand Avenue and 4th ptreet OSK4 a RRKT c 4MKV b 4MKN b c - NN f-R between 4th ptreet and po-RR OPKV C SPKO c 4NKP b PTKV b c - NO po-RT between po-OO and lrangewood Avenue NTK4 B OUKO a P4KU a PRKP b c - NP po-RT between lrangewood Avenue and hatella Avenue NTKT B PMKN a PNKV a P4K4 a c - N4 po-RT between hatella Avenue and Ball ooad NRKV B PUKR b ROKM c 4OKR b c - NR po-RT between Ball ooad and iincoln Avenue NTK4 B 4TKU c 4RKO c OTKR a c - NS po-RT between po-VN and iincoln Avenue NTKM B SMKN c PRKU b O4KO C c - NT po-OO between Brookhurst ptreet and buclid ptreet OTKU a PPKS a OPK4 C PRKS b c - NU po-OO between buclid ptreet and earbor Boulevard 4OKP b PVKT b ORKU C 4PKR b c - NV po-OO between earbor Boulevard and cairview ptreetLeaster ptreet PVKO b 4SKO c OSKP a 4PKS b c - OM po-OO between cairview ptreetLeaster ptreet and qhe City ariveLf-R OUK4 a PSKU b OPK4 C 4MKT b c - ON po-OO between f-R and jain ptreet OOKV C PNKM a NUKM C PTKM b c - OO po-OO between jain ptreet and dlassell ptreet ONKR C PSKS b OMKP C O4K4 C c - OP po-OO between dlassell ptreet and po-RR NNKM B NVKP C OMKV C OPKU C ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 18 Caltrans creeway teaving eCj Analysis Table PJP summarizes eCp analysis results for the weaving areas for the study area freeways for the Aj and mj peak hoursK rnder the OMPM ko mroject scenarioI there are several freeway weaves identified as being deficient in either the Aj or mj peak hoursK aetailed eCj weaving analysis worksheets for this alternative are included in Appendix CJO. qhe deficient segments are as followsW · f-R korthbound between iincoln Avenue ln-oamp and buclid ptreet lff-oamp Emj meak eourF · f-R korthbound between aisneyland arive ln-oamp and iincoln Avenue lff-oamp Emj meak eourF · f-R pouthbound between aisneyland arive ln-oamp and earbor Boulevard lff-oamp Emj meak eourF · f-R korthbound between Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp Emj meak eourF · f-R korthbound between ptate College Boulevard ln-oamp and hatella Avenue lff-oamp Emj meak eourF · f-R pouthbound between hatella Avenue ln-oamp and ptate College Boulevard lff-oamp Emj meak eourF · f-R korthbound between po-OO Connector and Chapman Avenue lff-oamp Emj meak eourF · f-R pouthbound between ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector Emj meak eourF · f-R korthbound between jain ptreet ln-oamp and po-OO testbound Connector Emj meak eourF · f-R korthbound between NTth ptreet ln-oamp and jain ptreet lff-oamp Emj meak eourF · f-R pouthbound between jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp EAj and mj meak eourF · f-R korthbound between drand Avenue ln-oamp and NTth ptreet lff-oamp Emj meak eourF · f-R pouthbound between menn tay ln-oamp and panta Ana Boulevard lff-oamp EAj and mj meak eourF · f-R korthbound between courth ptreet ln-oamp and drand Avenue lff-oamp Emj meak eourF · f-R pouthbound between panta Ana Boulevard ln-oamp and courth ptreet lff-oamp EAj and mj meak eourF · f-R korthbound between po-RR Connector and cirst ptreet lff-oamp Emj meak eourF · f-R pouthbound between cirst ptreet ln-oamp and po-RR pouthbound Connector EAj and mj meak eourF · po-RT pouthbound between lrangewood Avenue ln-oamp and Chapman Avenue lff- oamp EAj and mj meak eourF · po-RT pouthbound between hatella Avenue ln-oamp and lrangewood Avenue lff-oamp EAj and mj meak eourF · po-RT korthbound between hatella Avenue ln-oamp and Ball ooad lff-oamp Emj meak eourF · po-RT pouthbound between Ball ooad ln-oamp and hatella Avenue lff-oamp EAj and mj meak eourF · po-RT korthbound between iincoln Avenue ln-oamp and po-VN bastbound Connector Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 19 · po-RT pouthbound between po-VN testbound Connector and iincoln Avenue lff-oamp EAj and mj meak eourF · po-OO testbound between earbor Boulevard ln-oamp and buclid ptreet lff-oamp Emj meak eourF · po-OO bastbound between cairview ptreet L darden drove Boulevard ln-oamp and Collector L aistributor qhe City arive lff-oamp EAj and mj meak eourF · po-OO testbound between jetropolitan arive ln-oamp and easter ptreet lff-oamp Emj meak eourF · po-OO bastbound Collector L aistributor between qhe City arive ln-oamp and Bristol ptreet lff-oamp EAj and mj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and jetropolitan arive lff-oamp EAj and mj meak eourF · po-OO bastbound Collector L aistributor between Bristol ptreet ln-oamp and f-R pouthbound Connector EAj and mj meak eourF · po-OO bastbound between po-RT pouthbound Connector and qown and Country ooad lff- oamp EAj and mj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and f-R L po-RT korthbound Connector Emj meak eourF · po-OO bastbound between qown and Country ooad ln-oamp and dlassell ptreet lff-oamp Emj meak eourF · po-OO testbound between dlassell ptreet ln-oamp and ia seta Avenue lff-oamp Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 20 Table PJPW OMPM ko mroject creeway teaving meak eour eCj ilp fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - N f-R kB bLw Brookhurst ptreet ln-oamp and po-VN bB lff-oamp kot Applicable f-R pB bLw po-VN Connector L jagnolia Avenue ln-oamp and Brookhurst ptreet lff-oamp t - O f-R kB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp f-R pB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp t - P f-R kB bLw iincoln Avenue ln-oamp and buclid ptreet lff-oamp ONKV B PUKP b t - 4 f-R kB bLw aisneyland arive ln-oamp and iincoln Avenue lff-oamp OPKM B > Capacity c f-R pB bLw iincoln Avenue ln-oamp and aisneyland arive lff-oamp kot Applicable t - R f-R pB bLw aisneyland arive ln-oamp and earbor Boulevard lff-oamp POKU a PUKS b t - S f-R kB bLw Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp OOKR B > Capacity c f-R pB bLw earbor Boulevard ln-oamp and aisney tay lff-oamp kot Applicable t - T f-R kB bLw ptate College Boulevard ln-oamp and hatella Avenue lff-oamp OMKV B > Capacity c f-R pB bLw hatella Avenue ln-oamp and ptate College Boulevard lff-oamp PNK4 C PSKM b t - U f-R kB bLw po-OO Connector and Chapman Avenue lff-oamp O4KN C > Capacity c f-R pB bLw ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector PRKT C PSKN b t - V f-R kB bLw jain ptreet ln-oamp and po-OO tB Connector OTKU C > Capacity c t - NM f-R kB bLw NTth ptreet ln-oamp and jain ptreet lff-oamp P4KN a > Capacity c f-R pB bLw jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp > Capacity c > Capacity c t - NN f-R kB bLw drand Avenue ln-oamp and NTth ptreet lff-oamp OTKU C > Capacity c f-R pB bLw menn tay ln-oamp and panta Ana Boulevard lff-oamp > Capacity c > Capacity c t - NO f-R kB bLw courth ptreet ln-oamp and drand Avenue lff-oamp PMK4 C > Capacity c f-R pB bLw panta Ana Boulevard ln-oamp and courth ptreet lff-oamp > Capacity c > Capacity c t - NP f-R kB bLw po-RR Connector and cirst ptreet lff-oamp POKM a > Capacity c f-R pB bLw cirst ptreet ln-oamp and po-RR pB Connector > Capacity c > Capacity c t - N4 po-RT kB bLw Chapman Avenue ln-oamp and lrangewood Avenue lff-oamp NUKV B PMKM C po-RT pB bLw lrangewood Avenue ln-oamp and Chapman Avenue lff-oamp > Capacity c > Capacity c t - NR po-RT kB bLw lrangewood Avenue ln-oamp and hatella Avenue lff-oamp NVKT B P4KM a po-RT pB bLw hatella Avenue ln-oamp and lrangewood Avenue lff-oamp PUKV b > Capacity c t - NS po-RT kB bLw hatella Avenue ln-oamp and Ball ooad lff-oamp NTKM B > Capacity c po-RT pB bLw Ball ooad ln-oamp and hatella Avenue lff-oamp > Capacity c > Capacity c t - NT po-RT kB bLw Ball ooad ln-oamp and iincoln Avenue lff-oamp kot Applicable po-RT pB bLw iincoln Avenue ln-oamp and Ball ooad lff-oamp t - NU po-RT kB bLw iincoln Avenue ln-oamp and po-VN bB Connector NUKU B > Capacity c po-RT pB bLw po-VN tB Connector and iincoln Avenue lff-oamp > Capacity c PSKR b t - NV po-OO bB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp kot Applicable po-OO tB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport 21 Table PJPW OMPM ko mroject creeway teaving meak eour eCj ilpI Continued fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - OM po-OO bB bLw buclid ptreet ln-oamp and earbor Boulevard lff-oamp kot Applicable po-OO tB bLw earbor Boulevard ln-oamp and buclid ptreet lff-oamp OUKV C > Capacity c t - ON po-OO bB bLw earbor Boulevard ln-oamp and cairview ptreet lff-oamp kot Applicable po-OO tB bLw easter ptreet L darden drove Boulevard ln-oamp and earbor Boulevard lff- oamp t - OO po-OO bB bLw cairview ptreet L darden drove Boulevard ln-oamp and CollectLaistributor qhe City arive lff-oamp > Capacity c > Capacity c po-OO tB bLw jetropolitan arive ln-oamp and easter ptreet lff-oamp O4K4 B > Capacity c t - OP po-OO bB CollectLaistributor bLw qhe City arive ln-oamp and Bristol ptreet lff-oamp > Capacity c > Capacity c po-OO tB bLw ia seta Avenue ln-oamp and jetropolitan arive lff-oamp PVKS b > Capacity c t - O4 po-OO bB CollectLaistributor bLw Bristol ptreet ln-oamp and f-R pB Connector > Capacity c > Capacity c t - OR po-OO bB bLw po-RT pB Connector and qown and Country ooad lff-oamp PSKV b > Capacity c po-OO tB bLw ia seta Avenue ln-oamp and f-R L po-RT kB Connector ORKR C > Capacity c t - OS po-OO bB bLw qown and Country ooad ln-oamp and dlassell ptreet lff-oamp OUK4 C > Capacity c po-OO tB bLw dlassell ptreet ln-oamp and ia seta Avenue lff-oamp OTK4 C PTKR b t - OT po-OO bB bLw dlassell ptreet ln-oamp and qustin ptreet lff-oamp kot Applicable po-OO tB bLw qustin ptreet ln-oamp and dlassell ptreet lff-oamp pourceW City of AnaheimI Caltrans pummary As demonstrated in the traffic analysisI the circulation system performance throughout the mlatinum qriangle study area is forecast to deteriorate under OMPM ko mroject conditions when compared with existing conditionsK qhe following section analyzes the study under the OMPM buildout conditionsI with the application of the mroposed mrojectK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 22 P.O OMPM tfTe qhe analysis for the OMPM with project scenario was performed through the application of the Anaheim qraffic Analysis jodel EAqAjF to develop future traffic forecast volumes throughout the mlatinum qriangle and surrounding study area with the buildout land uses assumed from the full buildout of the mroposed mrojectK Based on the citywide land use data and regional socioeconomic growth projectionsI future trip activity with implementation of the mroposed mroject is estimated and assigned to the circulation systemK bxternal to the mlatinum qriangle throughout the City of AnaheimI adopted land uses are assumedK cor the City of lrangeI mroposed mroject land uses under the current deneral mlan rpdate Elctober OMMUF have been incorporated into AqAjK Caltrans creeway oamp eCj Analysis Table PJ4 summarizes eCj analysis results for the study area ramps for the Aj and mj peak hoursK mer the Caltrans eighway aesign janualI a O-lane on or off-ramp should be provided where volumes exceed NIRMM vehicles per hour during either the Aj or mj peak hourK qhe pouthbound po-RT lff- oamp to Ball ooad forecast volume exceeds this criteria during the Aj peak hour and should be monitored; however there is no difference between the ko mroject and tith mroject volumes at this locationI therefore the project has no responsibility for improvements at this locationK aetailed analysis worksheets are included in Appendix AJPK According to the analysis the following freeway ramps are deficient under either the Aj or mj peak hour OMPM tith mroject conditionsW · f-R korthbound Connector from po-OO bastbound Emj meak eourF · f-R korthbound lff-oamp to Chapman Avenue Emj meak eourF · f-R korthbound lff-oamp to ptate College Boulevard Emj meak eourF · f-R korthbound ln-oamp from ptate College Avenue Emj meak eourF · f-R korthbound lff-oamp to hatella Avenue Emj meak eourF · f-R korthbound ln-oamp from lrangewood Avenue Emj meak eourF · f-R korthbound ln-oamp from hatella Avenue Emj meak eourF · f-R korthbound els ln-oamp from dene Autry tay Emj meak eourF · f-R korthbound ln-oamp from Anaheim Boulevard Emj meak eourF · f-R korthbound lff-oamp to earbor Boulevard Emj meak eourF · f-R korthbound ln-oamp from earbor Boulevard Emj meak eourF · f-R pouthbound ln-oamp from hatella Avenue Emj meak eourF · f-R pouthbound ln-oamp from lrangewood Avenue Emj meak eourF · f-R pouthbound Connector to po-OO testbound Emj meak eourF · po-RT korthbound lff-oamp to Ball ooad Emj meak eourF · po-RT korthbound ln-oamp from Ball ooad testbound Emj meak eourF · po-RT korthbound ln-oamp from Ball ooad bastbound Emj meak eourF · po-RT pouthbound lff-oamp to Ball ooad EAj meak eourF · po-RT pouthbound ln-oamp from Ball ooad testbound EAj meak eourF · po-RT pouthbound ln-oamp from Ball ooad bastbound EAj meak eourF · po-RT pouthbound lff-oamp to hatella Avenue EAj and mj meak eourF · po-RT pouthbound ln-oamp from hatella Avenue testbound EAj and mj meak eourF · po-RT pouthbound ln-oamp from hatella Avenue bastbound EAj and mj meak eourF · po-RT pouthbound lff-oamp to lrangewood Avenue EAj and mj meak eourF · po-RT pouthbound ln-oamp from lrangewood Avenue EAj and mj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 2P · po-RT pouthbound lff-oamp to Chapman Avenue Emj meak eourF · po-OO bastbound lff-oamp to cairview ptreet EAj and mj meak eourF · po-OO bastbound ln-oamp from cairview ptreet EAj and mj meak eourF · po-OO bastbound Connector to City ariveLBristol ptreet Emj meak eourF · po-OO bastbound CollectorLaistributor lff-oamp to qhe City arive Emj meak eourF · po-OO bastbound Connector from f-R pBLpo-RT pB Emj meak eourF · po-OO testbound Connector to f-R pBLpo-RT pB Emj meak eourF · po-OO testbound Connector from f-R pBLpo-RT pB Emj meak eourF · po-OO testbound lff-oamp to easter ptreet Emj meak eourF · po-OO testbound ln-oamp from easter ptreet Emj meak eourF As compared to the ko mroject scenarioI there is one additional deficient ramp under the tith mroject scenarioI the pouthbound f-R ln-ramp from hatella Avenue under mj meak eour conditionsK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 24 Table PJ4W OMPM tith mroject creeway oamp eCj ilp fa oamp pegment oamp # of iane A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - N f-R kB Connector from po-OO bBG O PMKO a > Capacity c o - O f-R kB lff-oamp to Chapman Avenue N ORKM C > Capacity c o - P f-R kB lff-oamp to ptate College Boulevard O NPK4 B > Capacity c o - 4 f-R kB els lff-oamp to dene Autry tayLaisney tay N NPKR B NUKP B o - R f-R kB ln-oamp from ptate College Avenue N NUKV B > Capacity c o - S f-R kB lff-oamp to hatella AvenueGG O OOKR C > Capacity c o - T f-R kB ln-oamp from lrangewood Avenue N ONKP C > Capacity c o - U f-R kB ln-oamp from hatella Avenue N OOK4 C > Capacity c o - V f-R kB els ln-oamp from dene Autry tayGG N O4KS C PVKN b o - NM f-R kB ln-oamp from Anaheim Boulevard N O4KN C > Capacity c o - NN f-R kB lff-oamp to earbor Boulevard N O4KP C > Capacity c o - NO f-R kB ln-oamp from earbor Boulevard N ONKN C > Capacity c o - NP f-R pB lff-oamp to earbor Boulevard N OVK4 a POKS a o - N4 f-R pB ln-oamp from earbor Boulevard N OVKP a PMKM a o - NR f-R pB lff-oamp to aisney tayLAnaheim Boulevard N PNK4 a PPKN a o - NS f-R pB lff-oamp to hatella AvenueLlrangewood Avenue O OSKR C PMKN a o - NT f-R pB els lff-oamp to dene Autry tay N OSKN C O4KN C o - NU f-R pB ln-oamp from Anaheim Boulevard N ORKU C PNKU a o - NV f-R pB ln-oamp from hatella Avenue N PNK4 a > Capacity c o - OM f-R pB lff-oamp to ptate College Avenue N OSKR C PNKM a o - ON f-R pB els ln-oamp from dene Autry tay N OOKM C O4KP C o - OO f-R pB ln-oamp from lrangewood Avenue N PNKP a PRKS b o - OP f-R pB ln-oamp from ptate College Boulevard N OOKR C OSKO C o - O4 f-R pB ln-oamp from Chapman Avenue N ONKV C ORKO C o - OR f-R pB Connector to po-OO tB N POKO a PUKN b o - OS f-R pB Connector to po-OO bB O NPKO B NSKO B o - OT po-RT kB lff-oamp to Chapman Avenue N OPKT C PMKS a o - OU po-RT kB ln-oamp from Chapman Avenue tB N NTKS B ORKS C o - OV po-RT kB ln-oamp from Chapman Avenue bB N NVK4 B OVKN a o - PM po-RT kB lff-oamp to lrangewood Avenue N ORKU C P4KT a o - PN po-RT kB ln-oamp from lrangewood Avenue tB N NVKV B P4KT a o - PO po-RT kB ln-oamp from lrangewood Avenue bB N NVK4 B PMKU a o - PP po-RT kB lff-oamp to hatella Avenue N OPKO C PPKT a o - P4 po-RT kB ln-oamp from hatella Avenue tB N NSKU B OUKU a o - PR po-RT kB ln-oamp from hatella Avenue bB N NTKM B OTKM C o - PS po-RT kB lff-oamp to Ball ooad N OOKP C > Capacity c o - PT po-RT kB ln-oamp from Ball ooad tB N NUKO B > Capacity c o - PU po-RT kB ln-oamp from Ball ooad bB N NTKS B > Capacity c ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 2R Table PJ4W OMPM tith mroject creeway oamp eCj ilpI Continued fa oamp pegment oamp # of iane A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp o - PV po-RT pB lff-oamp to Ball ooad N > Capacity c POKV a o - 4M po-RT pB ln-oamp from Ball ooad tB N > Capacity c PMKR a o - 4N po-RT pB ln-oamp from Ball ooad bB N > Capacity c POKT a o - 4O po-RT pB lff-oamp to hatella Avenue N > Capacity c > Capacity c o - 4P po-RT pB ln-oamp from hatella Avenue tB N > Capacity c > Capacity c o - 44 po-RT pB ln-oamp from hatella Avenue bB N > Capacity c > Capacity c o - 4R po-RT pB lff-oamp to lrangewood Avenue N PRKR b PUKU b o - 4S po-RT pB ln-oamp from lrangewood Avenue N > Capacity c > Capacity c o - 4T po-RT pB lff-oamp to Chapman Avenue N PNKS a PSKT b o - 4U po-RT pB ln-oamp from Chapman Avenue N NTKP B OOKP C o - 4V po-OO bB lff-oamp to cairview ptreet N > Capacity c > Capacity c o - RM po-OO bB ln-oamp from cairview ptreet N > Capacity c > Capacity c o - RN po-OO bB Connector to City ariveLBristol ptreetGG P P4KN a > Capacity c o - RO po-OO bB CollectorLaistributor lff-oamp to qhe City arive N OVKO a > Capacity c o - RP po-OO bB Connector from f-R pBLpo-RT pB O OVKV a > Capacity c o - R4 po-OO tB Connector to f-R pBLpo-RT pB O N4KV B > Capacity c o - RR po-OO tB ln-oamp from qhe City arive N OOKO C OTKV C o - RS po-OO tB Connector from f-R pBLpo-RT pB O O4KP C > Capacity c o - RT po-OO tB lff-oamp to easter ptreet O NNKT B > Capacity c o - RU po-OO tB ln-oamp from easter ptreet N OUKO a > Capacity c G jajor jerge Analysis rtilized to calculate density pcLmiLln - massenger Cars per jile per iane GGjajor aiverge Analysis rtilized to calculate density ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 2S Caltrans creeway jainline eCj Analysis Table PJR summarizes OMPM Aj and mj peak hour tith mroject eCj analysis results for study area mainline segmentsK aetailed eCj worksheets for the OMPM tith mroject scenario are included in Appendix BJPK qhe following freeway mainline segments are deficient under either the Aj or mj peak hoursW · f-R korthbound between Brookhurst ptreet and buclid ptreet Emj meak eourF · f-R korthbound between buclid ptreet and iincoln Avenue Emj meak eourF · f-R pouthbound between buclid ptreet and iincoln Avenue Emj meak eourF · f-R korthbound between iincoln Avenue and earbor Boulevard Emj meak eourF · f-R korthbound between earbor Boulevard and hatella Avenue Emj meak eourF · f-R korthbound between hatella Avenue and ptate College Boulevard Emj meak eourF · f-R korthbound between ptate College Boulevard and po-OO Emj meak eourF · f-R korthbound between po-OO and NTth ptreet Emj meak eourF · f-R pouthbound between po-OO and NTth ptreet EAj and mj meak eourF · f-R korthbound between NTth ptreet and drand Avenue Emj meak eourF · f-R pouthbound between NTth ptreet and drand Avenue EAj and mj meak eourF · f-R korthbound between drand Avenue and 4th ptreet Emj meak eourF · f-R pouthbound between drand Avenue and 4th ptreet EAj and mj meak eourF · f-R korthbound between 4th ptreet and po-RR Emj meak eourF · f-R pouthbound between 4th ptreet and po-RR EAj and mj meak eourF · po-RT pouthbound between po-OO and lrangewood Avenue Emj meak eourF · po-RT pouthbound between lrangewood Avenue and hatella Avenue Emj meak eourF · po-RT korthbound between hatella Avenue and Ball ooad Emj meak eourF · po-RT pouthbound between hatella Avenue and Ball ooad EAj and mj meak eourF · po-RT korthbound between Ball ooad and iincoln Avenue Emj meak eourF · po-RT pouthbound between Ball ooad and iincoln Avenue EAj meak eourF · po-RT korthbound between po-VN and iincoln Avenue Emj meak eourF · po-RT pouthbound between po-VN and iincoln Avenue EAj meak eourF · po-OO testbound between Brookhurst ptreet and buclid ptreet Emj meak eourF · po-OO bastbound between buclid ptreet and earbor Boulevard EAj and mj meak eourF · po-OO testbound between buclid ptreet and earbor Boulevard Emj meak eourF · po-OO bastbound between earbor Boulevard and cairview ptreetLeaster ptreet EAj and mj meak eourF · po-OO testbound between earbor Boulevard and cairview ptreetLeaster ptreet Emj meak eourF · po-OO bastbound between easter ptreet and qhe City ariveLf-R Emj meak eourF · po-OO testbound between easter ptreet and qhe City ariveLf-R Emj meak eourF · po-OO testbound between f-R and jain ptreet Emj meak eourF · po-OO bastbound between jain ptreet and dlassell ptreet Emj meak eourF then comparing the ko mroject and tith mroject scenariosI there are two additional deficiencies under tith mroject conditionsI f-R korthbound between Brookhurst ptreet and buclid ptreet and po- RT pouthbound between lrangewood Avenue and hatella Avenue under mj meak eour conditionsK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 2T Table PJRW OMPM tith mroject creeway jainline eCj ilp fa creeway pegment korthbound L bastbound pouthbound L testboun A.j. meak eour m.j. meak eour A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp c - N f-R between po-VN and Brookhurst ptreet OMK4 C PNKS a ORKO C OOKS C c - O f-R between Brookhurst ptreet and buclid ptreet ONKP C PRKP b OUKT a OVKV a c - P f-R between buclid ptreet and iincoln Avenue ONKP C PSKT b PUKP b PTKR b c - 4 f-R between iincoln Avenue and earbor Boulevard ONKV C 4NKU b OSKS a OVKV a c - R f-R between earbor Boulevard and hatella Avenue NVKS C PVKU b OPKO C OSKP a c - S f-R between hatella Avenue and ptate College Boulevard NVKT C 4PKM b ORKU C OVKO a c - T f-R between ptate College Boulevard and po-OO NVKN C PVKM b OUKV a OUKM a c - U f-R between po-OO and NTth ptreet OPKS C 4MKS b 4NKU b ROKO c c - V f-R between NTth ptreet and drand Avenue O4KR C 4VKP c 44KP b 4SKN c c - NM f-R between drand Avenue and 4th ptreet OSK4 a RRKV c 4MKV b 4NKM b c - NN f-R between 4th ptreet and po-RR OPKV C SPKP c 4NKP b PUKT b c - NO po-RT between po-OO and lrangewood Avenue NTKV B OUK4 a P4KU a PSKN b c - NP po-RT between lrangewood Avenue and hatella Avenue NTKT B PMKS a PNKV a PRKM b c - N4 po-RT between hatella Avenue and Ball ooad NTKN B 4MKP b RPKS c 4OKR b c - NR po-RT between Ball ooad and iincoln Avenue NTK4 B 4VKN c 4SK4 c OTKR a c - NS po-RT between po-VN and iincoln Avenue NTKM B SNKN c PSKV b O4KO C c - NT po-OO between Brookhurst ptreet and buclid ptreet OUKR a PPKS a OPK4 C PSKO b c - NU po-OO between buclid ptreet and earbor Boulevard 4PKO b PVKT b ORKU C 44K4 b c - NV po-OO between earbor Boulevard and cairview ptreetLeaster ptreet PVKU b 4SKO c OSKP a 44KR b c - OM po-OO between cairview ptreetLeaster ptreet and qhe City ariveLf-R OVKU a PUKS b OPK4 C 4NKP b c - ON po-OO between f-R and jain ptreet OPKR C PNKM a NUKR C PTKS b c - OO po-OO between jain ptreet and dlassell ptreet ONKU C PSKS b ONKN C O4K4 C c - OP po-OO between dlassell ptreet and po-RR NNKS B OMKP C OMKV C OPKV C ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 28 Caltrans creeway teaving eCj Analysis Table PJS summarizes eCj analysis results for the weaving areas for the study area freeways for the Aj and mj peak hoursK rnder the OMPM tith mroject scenarioI there are several freeway weaves identified as being deficient in either the Aj or mj peak hoursK Coordination with Caltrans will be required for proposed capacity or operational improvements to the freeway mainline segments or rampsI which may improve the weaving ilpK aetailed eCj weaving analysis worksheets for the OMPM tith mroject scenario are included in Appendix CJP. qhe deficient weaving segments are as followsW · f-R korthbound between iincoln Avenue ln-oamp and buclid ptreet lff-oamp Emj meak eourF · f-R korthbound between aisneyland arive ln-oamp and iincoln Avenue lff-oamp Emj meak eourF · f-R pouthbound between aisneyland arive ln-oamp and earbor Boulevard lff-oamp Emj meak eourF · f-R korthbound between Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp Emj meak eourF · f-R korthbound between ptate College Boulevard ln-oamp and hatella Avenue lff-oamp Emj meak eourF · f-R pouthbound between hatella Avenue ln-oamp and ptate College Boulevard lff-oamp Emj meak eourF · f-R korthbound between po-OO Connector and Chapman Avenue lff-oamp Emj meak eourF · f-R pouthbound between ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector Emj meak eourF · f-R korthbound between jain ptreet ln-oamp and po-OO testbound Connector Emj meak eourF · f-R korthbound between NTth ptreet ln-oamp and jain ptreet lff-oamp Emj meak eourF · f-R pouthbound between jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp EAj and mj meak eourF · f-R korthbound between drand Avenue ln-oamp and NTth ptreet lff-oamp Emj meak eourF · f-R pouthbound between menn tay ln-oamp and panta Ana Boulevard lff-oamp EAj and mj meak eourF · f-R korthbound between courth ptreet ln-oamp and drand Avenue lff-oamp Emj meak eourF · f-R pouthbound between panta Ana Boulevard ln-oamp and courth ptreet lff-oamp EAj and mj meak eourF · f-R korthbound between po-RR Connector and cirst ptreet lff-oamp Emj meak eourF · f-R pouthbound between cirst ptreet ln-oamp and po-RR pouthbound Connector EAj and mj meak eourF · po-RT pouthbound between lrangewood Avenue ln-oamp and Chapman Avenue lff- oamp EAj and mj meak eourF · po-RT pouthbound between hatella Avenue ln-oamp and lrangewood Avenue lff-oamp EAj and mj meak eourF · po-RT korthbound between hatella Avenue ln-oamp and Ball ooad lff-oamp Emj meak eourF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 29 · po-RT pouthbound between Ball ooad ln-oamp and hatella Avenue lff-oamp EAj and mj meak eourF · po-RT korthbound between iincoln Avenue ln-oamp and po-VN bastbound Connector Emj meak eourF · po-RT pouthbound between po-VN testbound Connector and iincoln Avenue lff-oamp EAj and mj meak eourF · po-OO testbound between earbor Boulevard ln-oamp and buclid ptreet lff-oamp Emj meak eourF · po-OO bastbound between cairview ptreet L darden drove Boulevard ln-oamp and Collector L aistributor qhe City arive lff-oamp EAj and mj meak eourF · po-OO testbound between jetropolitan arive ln-oamp and easter ptreet lff-oamp Emj meak eourF · po-OO bastbound Collector L aistributor between qhe City arive ln-oamp and Bristol ptreet lff-oamp EAj and mj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and jetropolitan arive lff-oamp EAj and mj meak eourF · po-OO bastbound Collector L aistributor between Bristol ptreet ln-oamp and f-R pouthbound Connector EAj and mj meak eourF · po-OO bastbound between po-RT pouthbound Connector and qown and Country ooad lff- oamp EAj and mj meak eourF · po-OO testbound between ia seta Avenue ln-oamp and f-R L po-RT korthbound Connector Emj meak eourF · po-OO bastbound between qown and Country ooad ln-oamp and dlassell ptreet lff-oamp Emj meak eourF tithin the deficient weaving segments identified aboveI none of the freeway weaving segments becomes deficient under the tith mroject scenario and are not deficient under the ko mroject scenarioK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P0 Table PJSW OMPM tith mroject creeway teaving meak eour eCj ilp fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - N f-R kB bLw Brookhurst ptreet ln-oamp and po-VN bB lff-oamp kot Applicable f-R pB bLw po-VN Connector L jagnolia Avenue ln-oamp and Brookhurst ptreet lff-oamp t - O f-R kB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp f-R pB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp t - P f-R kB bLw iincoln Avenue ln-oamp and buclid ptreet lff-oamp ONKV B PVKN b t - 4 f-R kB bLw aisneyland arive ln-oamp and iincoln Avenue lff-oamp OPKM B > Capacity c f-R pB bLw iincoln Avenue ln-oamp and aisneyland arive lff-oamp kot Applicable t - R f-R pB bLw aisneyland arive ln-oamp and earbor Boulevard lff-oamp POKV a PUKT b t - S f-R kB bLw Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp OOKS B > Capacity c f-R pB bLw earbor Boulevard ln-oamp and aisney tay lff-oamp kot Applicable t - T f-R kB bLw ptate College Boulevard ln-oamp and hatella Avenue lff-oamp ONKN B > Capacity c f-R pB bLw hatella Avenue ln-oamp and ptate College Boulevard lff-oamp PNKT C PSKT b t - U f-R kB bLw po-OO Connector and Chapman Avenue lff-oamp O4KS C > Capacity c f-R pB bLw ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector PSKM b PSKN b t - V f-R kB bLw jain ptreet ln-oamp and po-OO tB Connector OUKM C > Capacity c t - NM f-R kB bLw NTth ptreet ln-oamp and jain ptreet lff-oamp PPKS a > Capacity c f-R pB bLw jain ptreet ln-oamp and NTth ptreet L menn tay lff-oamp > Capacity c > Capacity c t - NN f-R kB bLw drand Avenue ln-oamp and NTth ptreet lff-oamp OTKU C > Capacity c f-R pB bLw menn tay ln-oamp and panta Ana Boulevard lff-oamp > Capacity c > Capacity c t - NO f-R kB bLw courth ptreet ln-oamp and drand Avenue lff-oamp PMKR C > Capacity c f-R pB bLw panta Ana Boulevard ln-oamp and courth ptreet lff-oamp > Capacity c > Capacity c t - NP f-R kB bLw po-RR Connector and cirst ptreet lff-oamp PNKV C > Capacity c f-R pB bLw cirst ptreet ln-oamp and po-RR pB Connector > Capacity c > Capacity c t - N4 po-RT kB bLw Chapman Avenue ln-oamp and lrangewood Avenue lff-oamp NVK4 B PMKP C po-RT pB bLw lrangewood Avenue ln-oamp and Chapman Avenue lff-oamp > Capacity c > Capacity c t - NR po-RT kB bLw lrangewood Avenue ln-oamp and hatella Avenue lff-oamp OMKM B P4KU a po-RT pB bLw hatella Avenue ln-oamp and lrangewood Avenue lff-oamp PUKV b > Capacity c t - NS po-RT kB bLw hatella Avenue ln-oamp and Ball ooad lff-oamp NUKP B > Capacity c po-RT pB bLw Ball ooad ln-oamp and hatella Avenue lff-oamp > Capacity c > Capacity c t - NT po-RT kB bLw Ball ooad ln-oamp and iincoln Avenue lff-oamp kot Applicable po-RT pB bLw iincoln Avenue ln-oamp and Ball ooad lff-oamp t - NU po-RT kB bLw iincoln Avenue ln-oamp and po-VN bB Connector NUKU B > Capacity c po-RT pB bLw po-VN tB Connector and iincoln Avenue lff-oamp > Capacity c PSKR b t - NV po-OO bB bLw Brookhurst ptreet ln-oamp and buclid ptreet lff-oamp kot Applicable po-OO tB bLw buclid ptreet ln-oamp and Brookhurst ptreet lff-oamp ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P1 Table PJSW OMPM tith mroject creeway teaving meak eour eCj ilpI Continued fa teaving pegment A.j. meak eour m.j. meak eour aensity EpcLmiLlnF ilp aensity EpcLmiLlnF ilp t - OM po-OO bB bLw buclid ptreet ln-oamp and earbor Boulevard lff-oamp kot Applicable po-OO tB bLw earbor Boulevard ln-oamp and buclid ptreet lff-oamp OUKS C > Capacity c t - ON po-OO bB bLw earbor Boulevard ln-oamp and cairview ptreet lff-oamp kot Applicable po-OO tB bLw easter ptreet L darden drove Boulevard ln-oamp and earbor Boulevard lff- oamp t - OO po-OO bB bLw cairview ptreet L darden drove Boulevard ln-oamp and CollectLaistributor qhe City arive lff-oamp > Capacity c > Capacity c po-OO tB bLw jetropolitan arive ln-oamp and easter ptreet lff-oamp O4KR C > Capacity c t - OP po-OO bB CollectLaistributor bLw qhe City arive ln-oamp and Bristol ptreet lff-oamp > Capacity b > Capacity c po-OO tB bLw ia seta Avenue ln-oamp and jetropolitan arive lff-oamp > Capacity c > Capacity c t - O4 po-OO bB CollectLaistributor bLw Bristol ptreet ln-oamp and f-R pB Connector > Capacity c > Capacity c t - OR po-OO bB bLw po-RT pB Connector and qown and Country ooad lff-oamp PTKT b > Capacity c po-OO tB bLw ia seta Avenue ln-oamp and f-R L po-RT kB Connector OSKR C > Capacity c t - OS po-OO bB bLw qown and Country ooad ln-oamp and dlassell ptreet lff-oamp OUKT C > Capacity c po-OO tB bLw dlassell ptreet ln-oamp and ia seta Avenue lff-oamp POK4 C PRKR a t - OT po-OO bB bLw dlassell ptreet ln-oamp and qustin ptreet lff-oamp kot Applicable po-OO tB bLw qustin ptreet ln-oamp and dlassell ptreet lff-oamp pourceW City of AnaheimI Caltrans pummary As demonstrated in the traffic analysisI the circulation system in the mlatinum qriangle study area is forecast to deteriorate under both the OMPM buildout ko mroject and tith mroject scenariosK qhe increased intensities of the buildout of the mroposed mroject contribute to deficiencies when compared to the current deneral mlan buildoutK jitigation measures that would improve levels of service would be required throughout the ptate eighway pystemK qhe following chapter identifies project related impacts and the proposed improvementsK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P2 4.M Aka 4.N fjmACT creeway oamps Based on the analysisI one ramp becomes deficient under the tith mroject scenarioW · f-R pouthbound ln-oamp from hatella Avenue Emj meak eourF qhe freeway ramp analysis evaluates the ramp imfluence areaI which means that the area of deficiency is at the merge areaK pince this ramp merge influence area is part of a weaving segmentI the weaving segment analysis governs this locationI and mitigation is governed by the weaving segment analysisK K fn additionI freeway ramp performance is directly related to the performance of the mainline segments for freewaysI and as suchI mitigation to increase ramp capacity likely would not mitigate cumulative traffic deficienciesI as the mainline volumes would still result in deficient operationsK creeway jainline qhere are two freeway segments that are forecast to be deficient under OMPM tith mroject conditions but were not deficient under OMPM ko mroject conditionsW · f-R korthbound between Brookhurst ptreet and buclid ptreet Emj meak eourF · po-RT pouthbound between lrangewood Avenue and hatella Avenue Emj meak eourF Caltrans currently does not have any additional improvements identified or planned for the identified deficient segments on the f-RI po-RTI and po-OO freewaysK According to the most current ooute Concept oeports for f-R and po-OOI and consistent with the future proposed improvements to po-RTI improvements to these facilities are contingent on the availability of revenue from regionalI stateI and federal transportation funding sourcesK fn additionI the City does not have jurisdiction over the ptate eighway pystem andI thereforeI cannot directly implement mitigation measures associated with project related impacts on mainline segmentsK qhe next section will discuss mitigation strategies in further detail and the potential for inclusion of a ptatement of lverriding Considerations in the bnvironmental aocument for ptate eighway pystem impactsK ft should be noted that the po-RT segment is a weaving segmentI and as a weaving segment the weaving segment analysis governs this locationI and mitigation at this location shall be based on the weaving analysisK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport PP creeway teaving pegments aue to the high forecast mainline traffic activityI most freeway weaving segments are deficient under the OMPM ko mroject scenarioK qhere is no additional freeway weaving segment deficient under OMPM tith mroject conditions that were not forecast to be deficient under OMPM ko mroject conditionsK ft should be noted that one weaving segment improves to acceptable levels under OMPM tith mroject conditionsK pince freeway weaving segment operations are dependent upon mainline and ramp capacitiesI reducing congestion on these facilities contributes to higher weaving speeds and could lead to an improved weaving ilpK fmproving weaving facilities through the addition of auxiliary lanes within the weaving area could provide additional capacity and reduce the weaving densityK lperational improvements through improved signage or other fqp measures may also be developed in consultation with Caltrans in order to improve the weaving ilpK 4.O pToATbdv Aka cAfoJpeAob qhe City of Anaheim has historically utilized a variety of strategies to provide improvements to the citywide circulation systemK qhe City currently has a traffic fee program in place to fund deneral mlan improvements assumed under buildout ko mroject and tith mroject conditionsK qhe City has a long-standing policy that as development occurs throughout the CityI traffic studies are prepared to demonstrate the need for implementation of the improvements identified in the deneral mlanI and developer fees and other local dedicated taxes will contribute to those improvements as neededK qhe feeI initially developed in NVVP and updated as needed to include new facilities and updated Capital fmprovement mrogramsI provides a proper nexus between increased development in the City and associated traffic impacts to the citywide circulation systemK aevelopers contribute fees to the CityI which uses the fund to implement circulation improvements in the City or as the City of Anaheim’s local match for leveraging funding from lCqA and Caltrans for circulation system improvementsK eenceI the general plan improvements assumed in the buildout of the mlatinum qriangleI prior to the approval of this planI are expected to be paid for and implemented through the City’s existing traffic impact fee programK AdditionallyI the City of Anaheim currently has a Community cacilities aistrict ECcaF in place associated with development in the mlatinum qriangleK All projectsI regardless of sizeI are required to contribute to the CcaK qhe Cca is expected to contribute funds to all infrastructure needs in the mlatinum qriangleI including transportationK kearly all of the mitigation measures in this study within the mlatinum qriangle and the City of lrange are already identified within the CcaK qhe Cca is programmed to provide funding for improvements in the mlatinum qriangle identified previously and this study has identified additional improvements that will need to funded on a fair-share basisK rnder this qraffic ptudy and bfoI the City will provide fair-share funding for all of the intersection improvements in the City of lrange and the additional deficient intersections within the City of Anaheim not currently identified within the CcaI as well as fair-share funding to implement appropriate Caltrans facility improvementsK ff the costs of identified improvements cannot be covered by the total funding allocation under the existing CcaI other fee programs or update of the existing fee programs may have to be implemented to complete the recommended improvementsK cor ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P4 locations within the City of Anaheim and lrangeI the fair-shares for improvements will dictate the fair-share costI prioritiesI and timeframe of the improvementsK cor intersections or arterial segments where the mlatinum qriangle bxpansion mroject contributes a higher share of traffic to the buildout of the areaI those improvements will be a higher priorityK qhe City of Anaheim has applied a fair-share methodology to evaluate the financial responsibility of mitigating mlatinum qriangle project impactsK qhe methodology is consistent with that outlined in the Caltrans duide for the mreparation of Traffic fmpact ptudiesI Appendix “B≤K qhe ptate of California aepartment of qransportation ECaltransF and the City of Anaheim have agreed to work in partnership to develop a Cooperative Agreement to mitigate the impacts toI and fund improvements onI ptate eighway facilities including freeway rampsI mainline segmentsI and weaving segmentsK qhis Cooperative Agreement will document proposed improvements and the City’s mitigation funding contributions to offset impacts to the ptate eighway pystem resulting from this development to a less than significant levelK qhe City will adopt a ptatement of lverriding Consideration in as much as the City of Anaheim does not have jurisdiction to make improvements on ptate owned facilitiesI and therefore cannot guarantee the implementation of necessary improvementsK As a resultI impacts may remain significantK qhe City of Anaheim and jitigation jeaures V-T and V-U of the apbfo identify the mechanism that will fund the Citys fair-share contributions to the Cooperative AgreementK 4.P cobbtAv cACfifTv As identified in the OMPM traffic analysisI there are several freeway mainline and ramp deficiencies under the OMPM ko mroject and OMPM tith mroject scenariosK cor the OMPM tith mroject scenarioI the traffic volume on all freeway segments within the study area increases when compared with bxisting ConditionsK qhe future mroposed mroject forecast volumes are generally consistent with the ko mroject scenario forecast volumesI with some segments and ramps experiencing a slight increase in the peak hourK fmprovements beyond the planned system improvements will be required to maintain an acceptable ilp for the ptate eighway pystemK motential improvement measures would include the addition of oneI twoI or three lanes to freeway mainline segmentsK eoweverI capacity improvements to the freeway mainline are not feasible improvement optionsK qhe rationale is that Caltrans has not identified any further improvements through a Corridor ptudy beyond those already assumed in the buildout analysis for f-RI po-RTI and po-OO and the City has no control over ptate facilitiesK Additional capacity improvements are infeasible due to physicalI right-of-wayI and other environmental constraintsK cor exampleI the expansion of the identified freeway segments would involve significant right-of- way acquisitionI which would involve either the acquisition of residences andLor businessesI or this would involve bringing the freeway facilities close to such residences and businessesK ft is not a legal prerogative and policy of the City to support further freeway widening when such widening would have negative impacts on adjacent businesses and residencesK ptate facilities located within the City have been significantly expanded over the past several years and City businesses and areas which were subject to an acquisition or which were located near acquisitions have not fully recovered from the acquisition activitiesK As an exampleI remnant residential and commercial parcels exist along f-R at the buclid ptreet exitK lther examples also existK fn additionI bringing ptate facilities closer to residences and businesses is also not a social or legal prerogative of the CityK cor exampleI many ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport PR standard tract homes are located adjacent to po-RT; the existence of such standardI suburban tract homes adjacent to a freeway creates incompatible land use and air quality impactsK qhe City does not desire to further exacerbate these land use and air quality incompatibility issues by encouraging the expansion of freeway facilities adjacent to suburban-style tract housesK iastlyI the mroposed mroject is consistent with recent ptate legislation EeKgKI pB PTRF to reduce the average vehicle miles traveled as the mroject is designed to co-locate urban-style housing and employment opportunitiesK As a result of these policy prerogatives and identified constraintsI the project is not expected to mitigate the freeway mainline segments to an acceptable ilpK As part of the mroposed mroject approval and certification of the bfoI the City will develop a ptatement of lverriding Considerations for the capacity improvements of freeway mainlines and freeway ramp facilitiesK keither the ptate or any other agencyI such as lCqAI currently has a program in place for construction of the mainlineI rampI and weaving segment improvements at the OMPM time horizon to satisfy baseline congested conditions; nor is there currently any mechanism in place that would ensure that funds contributed to Caltrans or to the ptate to ameliorate impacts on freeway mainlines will be used for their intended purposeK fn additionI the traffic on the ptate eighway pystem is regional in nature and the deficiencies are the result of expected regional growthK Caltrans has not entered into an agreement with the City and Caltrans has not adopted a program by which Caltrans can ensure that developer fair-share contributions will assist in the funding of potential capacity or operational improvements on the study area ptate eighway pystemK Because the f-R and po-OO are at their Conceptual BuildoutI and lCqA and ptate funding is committed to the planned widening of po- RTI there is no guarantee that impact fees from the mroposed mroject will be dedicated to the improvements of the study area ptate eighway pystemK cinallyI because the f-RI po-RTI and po-OO are exclusively controlled by the ptateI there is no mechanism by which the City can construct or guarantee the construction of any improvements to f-RI po-RTI and po-OOK mursuant to Caltrans’ duide for the mreparation of Traffic fmpact ptudies E2002)I consultation between the City of Anaheim and Caltrans will be necessary to reach consensus on any potential operational improvement measures that can be implemented in the study area to assist in mitigation of traffic increases related to implementation of the mroposed mrojectK f-R pouthbound ln-oamp from hatella Avenue is deficient under OMPM tith mroject conditions in the mj meak eour and operate at acceptable levels of service under OMPM ko mroject conditionsK fmpacts to freeway ramp facilities are the result of high forecast volumes on the ramps themselves coupled with high forecast volumes on the freeway mainline adjacent to the ramp facilitiesI thereforeI the traffic on the mainline must be reduced or the capacity of the mainline facility must be enhanced through the addition of an auxiliary lane to improve freeway ramp performanceK qhe above freeway ramp would operate at an acceptable level of service by adding an auxiliary lane to the upstream freeway mainline under OMPM tith mroject conditionsK ft should be noted that this ramp merge area is part of a weaving segmentI and therefore is governed by the weaving analysisK qhereforeI mitigation requirements shall be based on the weaving segment analysisK qhe weaving analysis revealed that several weaving areas operate at deficient levels of service under OMPM tith and ko mroject conditions as a result of high mainline forecast volumes and cumulative growthK qo address cumulative deficiencies associated with the freeway mainline and weaving segmentsI freeway capacity enhancements such as widening the facilities by one lane in each direction would require considerationK ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport PS Table 4JN through Table 4JP present mitigation measures for the deficient freeway facilities identified through analysis of the mroposed mroject traffic impacts and the associated fare-sharesK jitigation strategies have been recommended to reduce the level of impact to less than significant levelsK motential additional capacity enhancements include the implementation of mixed flow lanes within weaving areas to improve operations on the mergeLdiverge areas as well as the mainline and weaving areasK aetailed mitigation worksheets are included in Appendix aK tith the implementation of an additional mixed flow laneI two freeway mainline segments and one freeway ramp that are deficient under the tith mroject conditions would be improved to an acceptable level of serviceK All deficient freeway mainlineI mergeLdivergeI and weaving segments that are identified as cumulative impacts are forecast to operate at a better level of service under the tith mroject with mitigation conditions when compared to the ko mroject conditionsK qhe circulation system in the mlatinum qriangle study area is forecast to deteriorate under both the OMPM buildout ko mroject and tith mroject scenariosK As shown in Table 4JO and Table 4JPI the increased intensities of the buildout of the mroposed mroject contribute to deficiencies when compared to the current deneral mlan buildoutK qhe following improvements have been identified for the ptate eighway pystem in the traffic study along with their corresponding fair-share rangesW · f-R between Brookhurst and po-RR – widen by N lane each directionI fair-shares range from approximately N-NOB · po-RT korthbound between po-VN and hatella Avenue – widen by N laneI fair-shares range from approximately P-NPB · po-RT pouthbound between po-VN and po-OO – widen by N laneI fair-shares range from approximately R-TB · po-OO bastbound buclid ptreet and dlassell ptreet – widen by N laneI fair-shares range from approximately 4-NTB · po-OO testbound Brookhurst ptreet and jain ptreet – widen by N laneI fair-shares range from approximately P-UB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport PT Table 4JNW OMPM tith mroject creeway oamp jitigation ptrategy and cairJphare fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cairJ phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp o - N f-R kB Connector from po- OO bB PMKO a > Capacity c ORKV C > Capacity c Cumulative Add N mixed flow lane 4B o - O f-R kB lff-oamp to Chapman Avenue ORKM C > Capacity c OOKP C > Capacity c Cumulative Add N mixed flow lane MB o - P f-R kB lff-oamp to ptate College Boulevard NPK4 B > Capacity c NNKV B > Capacity c Cumulative Add N mixed flow lane NMB o - R f-R kB ln-oamp from ptate College Avenue NUKV B > Capacity c NTKO B OUKV a Cumulative Add N mixed flow lane NTB o - S f-R kB lff-oamp to hatella Avenue OOKR C > Capacity c NUKT B 4NKM b Cumulative Add N mixed flow lane OPB o - T f-R kB ln-oamp from lrangewood Avenue ONKP C > Capacity c NTKT B > Capacity c Cumulative Add N mixed flow lane OMB o - U f-R kB ln-oamp from hatella Avenue OOK4 C > Capacity c NUKN B > Capacity c Cumulative Add N mixed flow lane UB o - V f-R kB els ln-oamp from dene Autry tay O4KS C PVKN b N4KP B O4KP C Cumulative Add N mixed flow lane NPB o - NM f-R kB ln-oamp from Anaheim Boulevard O4KN C > Capacity c NVKR B > Capacity c Cumulative Add N mixed flow lane 4OB o - NN f-R kB lff-oamp to earbor Boulevard O4KP C > Capacity c ONKV C PTK4 b Cumulative Add N mixed flow lane MB o - NO f-R kB ln-oamp from earbor Boulevard ONKN C > Capacity c NTKP B > Capacity c Cumulative Add N mixed flow lane NVB o - NV f-R pB ln-oamp from hatella Avenue PNK4 a > Capacity c ORK4 C OTKT C mroject Add N mixed flow lane ORB o - OO f-R pB ln-oamp from lrangewood Avenue PNKP a PRKS b O4K4 C OTKU C Cumulative Add N mixed flow lane NSB o - OR f-R pB Connector to po-OO tB POKO a PUKN b OTKS C POKV a Cumulative Add N mixed flow lane MB o - PS po-RT kB lff-oamp to Ball ooad OOKP C > Capacity c OMKO C PTKT b Cumulative Add N mixed flow lane PVB o - PT po-RT kB ln-oamp from Ball ooad tB NUKO B > Capacity c NSKN B P4KU a Cumulative Add N mixed flow lane MB o - PU po-RT kB ln-oamp from Ball ooad bB NTKS B > Capacity c NRKU B PNKM a Cumulative Add N mixed flow lane MB o - PV po-RT pB lff-oamp to Ball ooad > Capacity c POKV a > Capacity c OUKR a Cumulative Add N mixed flow lane MB o - 4M po-RT pB ln-oamp from Ball ooad tB > Capacity c PMKR a > Capacity c OPKT C Cumulative Add N mixed flow lane MB o - 4N po-RT pB ln-oamp from Ball ooad bB > Capacity c POKT a > Capacity c ORKP C Cumulative Add N mixed flow lane MB o - 4O po-RT pB lff-oamp to hatella Avenue > Capacity c > Capacity c > Capacity c PTKN b Cumulative Add N mixed flow lane PRB o - 4P po-RT pB ln-oamp from hatella Avenue tB > Capacity c > Capacity c > Capacity c PMK4 a Cumulative Add N mixed flow lane OMB o - 44 po-RT pB ln-oamp from hatella Avenue bB > Capacity c > Capacity c > Capacity c POKN a Cumulative Add N mixed flow lane PPB o - 4R po-RT pB lff-oamp to lrangewood Avenue PRKR b PUKU b PMKP a PPKN a Cumulative Add N mixed flow lane PRB o - 4S po-RT pB ln-oamp from lrangewood Avenue > Capacity c > Capacity c OSKM C POKR a Cumulative Add N mixed flow lane 4MB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P8 Table 4JNW OMPM tith mroject creeway oamp jitigation ptrategy and cairJphareI Continued fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cair phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp o - 4T po-RT pB lff-oamp to Chapman Avenue PNKS a PSKT b OSKU C PNKO a Cumulative Add N mixed flow lane MB o - 4V po-OO bB lff-oamp to cairview ptreet > Capacity c > Capacity c POKO a > Capacity c Cumulative Add N mixed flow lane RMB o - RM po-OO bB ln-oamp from cairview ptreet > Capacity c > Capacity c PPKT a > Capacity c Cumulative Add N mixed flow lane MB o - RN po-OO bB Connector to f- City ariveLBristol ptreet P4KN a > Capacity c ORK4 C > Capacity c Cumulative Add N mixed flow lane MB o - RO po-OO bB CollectorLaistributor lff- oamp to qhe City arive OVKO a > Capacity c ONKU C OVKO a Cumulative Add N mixed flow lane MB o - RP po-OO bB Connector from f-R pBLpo-RT pB OVKV a > Capacity c O4KT C P4KV a Cumulative Add N mixed flow lane MB o - R4 po-OO tB Connector to f- R pBLpo-RT pB N4KV B > Capacity c NPKU B O4KT C Cumulative Add N mixed flow lane OPB o - RS po-OO tB Connector from f-R pBLpo-RT pB O4KP C > Capacity c OMK4 C PPK4 a Cumulative Add N mixed flow lane MB o - RT po-OO tB lff-oamp to easter ptreet NNKT B > Capacity c VKP A ONKR C Cumulative Add N mixed flow lane MB o - RU po-OO tB ln-oamp from easter ptreet OUKO a > Capacity c OOK4 C > Capacity c Cumulative Add N mixed flow lane NMB Table 4JOW OMPM tith mroject creeway jainline jitigation ptrategy and cairJphare fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cair phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp korthboundLbastbound c - O f-R between Brookhurst ptreet and buclid ptreet ONKP C PRKP b NTKU B OVK4 a mroject Add N mixed flow lane NMB c - P f-R between buclid ptreet and iincoln Avenue ONKP C PSKT b NTKU B PMKR a Cumulative Add N mixed flow lane NNB c - 4 f-R between iincoln Avenue and earbor Boulevard ONKV C 4NKU b NUKO C P4KU a Cumulative Add N mixed flow lane TB c - R f-R between earbor Boulevard and hatella Avenue NVKS C PVKU b NSKP B PPKN a Cumulative Add N mixed flow lane RB c - S f-R between hatella Avenue and ptate College Boulevard NVKT C 4PKM b NSK4 B PRKU b Cumulative Add N mixed flow lane OB c - T f-R between ptate College Boulevard and po-OO NVKN C PVKM b NSK4 B PPK4 a Cumulative Add N mixed flow lane 4B c - U f-R between po-OO and NTth ptreet OPKS C 4MKS b OMKO C P4KU a Cumulative Add N mixed flow lane 4B c - V f-R between NTth ptreet and drand Avenue O4KR C 4VKP c ONKM C 4OKP b Cumulative Add N mixed flow lane NB c - NM f-R between drand Avenue and 4th ptreet OSK4 a RRKV c OOKS C 4TKV c Cumulative Add N mixed flow lane NB c - NN f-R between 4th ptreet and po-RR OPKV C SPKP c OMKR C R4KO c Cumulative Add N mixed flow lane MB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport P9 Table 4JOW OMPM tith mroject creeway jainline jitigation ptrategy and cairJphareI Continued fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cair phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp c - N4 po-RT between hatella Avenue and Ball ooad NTKN B 4MKP b N4KP B PPKS a Cumulative Add N mixed flow lane NPB c - NR po-RT between Ball ooad and iincoln Avenue NTK4 B 4VKN c N4KR B 4MKV b Cumulative Add N mixed flow lane SB c - NS po-RT between po-VN and iincoln Avenue NTKM B SNKN c N4KO B RMKV c Cumulative Add N mixed flow lane PB c - NU po-OO between buclid ptreet and earbor Boulevard 4PKO b PVKT b P4KR a PNKT a Cumulative Add N mixed flow lane 4B c - NV po-OO between earbor Boulevard and cairview ptreetLeaster ptreet PVKU b 4SKO c PNKV a PSKV b Cumulative Add N mixed flow lane 4B c - OM po-OO between cairview ptreetLeaster ptreet and qhe City ariveLf-R OVKU a PUKS b O4KV C POKO a Cumulative Add N mixed flow lane NTB c - OO po-OO between jain ptreet and dlassell ptreet ONKU C PSKS b NTKR B OVKO a Cumulative Add N mixed flow lane MB pouthboundLtestbound c - P f-R between buclid ptreet and iincoln Avenue PUKP b PTKR b PMKS a PMKM a Cumulative Add N mixed flow lane TB c- U f-R between po-OO and NTth ptreet 4NKU b ROKO c PRKU b 44KT b Cumulative Add N mixed flow lane TB c - V f-R between NTth ptreet and drand Avenue 44KP b 4SKN c PTKV b PVKR b Cumulative Add N mixed flow lane TB c - NM f-R between drand Avenue and 4th ptreet 4MKV b 4NKM b PRKM b PRKO b Cumulative Add N mixed flow lane NOB c - NN f-R between 4th ptreet and po-RR 4NKP b PUKT b PRK4 b PPKN a Cumulative Add N mixed flow lane NMB c - NO po-RT between po-OO and lrangewood Avenue P4KU a PSKN b OVKM a PMKN a Cumulative Add N mixed flow lane SB c – NP po-RT between lrangewood Avenue and hatella Avenue PNKV a PRKM b OSKS a OVKO a mroject Add N mixed flow lane TB c - N4 po-RT between hatella Avenue and Ball ooad RPKS c 4OKR b 4OKV b P4KM a Cumulative Add N mixed flow lane SB c - NR po-RT between Ball ooad and iincoln Avenue 4SK4 c OTKR a PUKS b OOKV C Cumulative Add N mixed flow lane RB c - NS po-RT between po-VN and iincoln Avenue PSKV b O4KO C PNKS a OMKU C Cumulative Add N mixed flow lane SB c - NT po-OO between Brookhurst ptreet and buclid ptreet OPK4 C PSKO b NUKT C OUKV a Cumulative Add N mixed flow lane UB c - NU po-OO between earbor Boulevard and cairview ptreetLeaster ptreet ORKU C 44K4 b OMKS C PRKS b Cumulative Add N mixed flow lane TB c - NV po-OO between earbor Boulevard and cairview ptreetLeaster ptreet OSKP a 44KR b ONKM C PRKS b Cumulative Add N mixed flow lane TB c - OM po-OO between cairview ptreetLeaster ptreet and qhe City ariveLf-R OPK4 C 4NKP b NVKR C P4K4 a Cumulative Add N mixed flow lane RB c - ON po-OO between f-R and jain ptreet NUKR C PTKS b N4KU B PMKM a Cumulative Add N mixed flow lane PB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 40 Table 4JPW OMPM tith mroject creeway teaving pection jitigation ptrategy and cairJ phare fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cair phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp t - P f-R kB bLw iincoln Avenue ln-oamp and buclid ptreet lff-oamp ONKV B PVKN b NUKO B POK4 a Cumulative Add N mixed flow lane NNB t - 4 f-R kB bLw aisneyland arive ln-oamp and iincoln Avenue lff-oamp OPKM B > Capacity c NVKN B PUKN b Cumulative Add N mixed flow lane TB t - R f-R pB bLw aisneyland arive ln-oamp and earbor Boulevard lff-oamp POKV a PUKT b OTK4 C POKO C Cumulative Add N mixed flow lane MB t - S f-R kB bLw Anaheim Boulevard ln-oamp and earbor Boulevard lff-oamp OOKS B > Capacity c NUKV B > Capacity c Cumulative Add N mixed flow lane RB t - T f-R kB bLw ptate College Boulevard ln-oamp and hatella Avenue lff-oamp ONKN B > Capacity c NTKT B > Capacity c Cumulative Add N mixed flow lane OB f-R pB bLw hatella Avenue ln-oamp and ptate College Boulevard lff-oamp PNKT C PSKT b OSK4 B PMKS C Cumulative Add N mixed flow lane MB t - U f-R kB bLw po-OO Connector and Chapman Avenue lff- oamp O4KS C > Capacity c ONK4 B > Capacity c Cumulative Add N mixed flow lane 4B f-R pB bLw ptate College Boulevard L Chapman Avenue ln-oamp and po-OO Connector PSKM b PSKN b PMKO C PNKM C Cumulative Add N mixed flow lane MB t - V f-R kB bLw jain ptreet ln- oamp and po-OO tB Connector OUKM C > Capacity c O4KO C > Capacity c Cumulative Add N mixed flow lane 4B t - NM f-R kB bLw NTth ptreet ln- oamp and jain ptreet lff- oamp PPKS a > Capacity c OUKU C > Capacity c Cumulative Add N mixed flow lane PB f-R pB bLw jain ptreet ln- oamp and NTth ptreet L menn tay lff-oamp > Capacity c > Capacity c > Capacity c > Capacity c Cumulative Add N mixed flow lane TB t - NN f-R kB bLw drand Avenue ln-oamp and NTth ptreet lff-oamp OTKU C > Capacity c OPK4 B > Capacity c Cumulative Add N mixed flow lane NB f-R pB bLw menn tay ln- oamp and panta Ana Boulevard lff-oamp > Capacity c > Capacity c > Capacity c > Capacity c Cumulative Add N mixed flow lane TB t - NO f-R kB bLw courth ptreet ln- oamp and drand Avenue lff-oamp PMKR C > Capacity c ORKS B > Capacity c Cumulative Add N mixed flow lane NB f-R pB bLw panta Ana Boulevard ln-oamp and courth ptreet lff-oamp > Capacity c > Capacity c PSKU b PUKM b Cumulative Add N mixed flow lane NOB t - NP f-R kB bLw po-RR Connector and cirst ptreet lff-oamp PNKV C > Capacity c OTKV C > Capacity c Cumulative Add N mixed flow lane MB f-R pB bLw cirst ptreet ln- oamp and po-RR pB Connector > Capacity c > Capacity c > Capacity c > Capacity c Cumulative Add N mixed flow lane NMB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 41 Table 4JPW OMPM tith mroject creeway teaving pection jitigation ptrategy and cairJ phareI Continued fa creeway pegment OMPM tith mroject OMPM tith mroject tith jitigation ievel of fmpact jitigation ptrategy cair phare Aj meak eour mj meak eour Aj meak eour mj meak eour aensity ilp aensity ilp aensity ilp aensity ilp t-N4 po-RT pB bLw lrangewood Avenue ln-oamp and Chapman Avenue lff-oamp > Capacity c > Capacity c PSKP b > Capacity c mroject Add N mixed flow lane SB t-NR po-RT pB bLw hatella Avenue ln-oamp and lrangewood Avenue lff- oamp PUKV b > Capacity c PNKR C PSKP b mroject Add N mixed flow lane TB t - NS po-RT kB bLw hatella Avenue ln-oamp and Ball ooad lff-oamp NUKP B > Capacity c NRK4 B PTKM b Cumulative Add N mixed flow lane NPB po-RT pB bLw Ball ooad ln-oamp and hatella Avenue lff-oamp > Capacity c > Capacity c > Capacity c PSKT b Cumulative Add N mixed flow lane SB t - NU po-RT kB bLw iincoln Avenue ln-oamp and po- VN bB Connector NUKU B > Capacity c NRKU B > Capacity c Cumulative Add N mixed flow lane PB po-RT pB bLw po-VN tB Connector and iincoln Avenue lff-oamp > Capacity a PSKR b > Capacity c PNKV C Cumulative Add N mixed flow lane SB t - OM po-OO tB bLw earbor Boulevard ln-oamp and buclid ptreet lff-oamp OUKS C > Capacity c OOKO B > Capacity c Cumulative Add N mixed flow lane TB t - OO po-OO bB bLw cairview ptreet L darden drove Boulevard ln-oamp and CollectLaistributor qhe City arive lff-oamp > Capacity c > Capacity c > Capacity c > Capacity c Cumulative Add N mixed flow lane NTB po-OO tB bLw jetropolitan arive ln- oamp and easter ptreet lff- oamp O4KR C > Capacity c OMK4 B PTKP b Cumulative Add N mixed flow lane RB t - OP po-OO bB CollectLaistributor bLw qhe City arive ln-oamp and Bristol ptreet lff-oamp > Capacity b > Capacity c PRKV a > Capacity c Cumulative Add N mixed flow lane MB po-OO tB bLw ia seta Avenue ln-oamp and jetropolitan arive lff- oamp > Capacity c > Capacity c PMKU C > Capacity c Cumulative Add N mixed flow lane 4B t - O4 po-OO bB CollectLaistributor bLw Bristol ptreet ln-oamp and f-R pB Connector > Capacity c > Capacity c > Capacity c > Capacity c Cumulative Add N mixed flow lane OB t - OR po-OO bB bLw po-RT pB Connector and qown and Country ooad lff-oamp PTKT b > Capacity c OVKU C > Capacity c Cumulative Add N mixed flow lane SB po-OO tB bLw ia seta Avenue ln-oamp and f-R L po-RT kB Connector OSKR C > Capacity c OMKN B > Capacity c Cumulative Add N mixed flow lane PB t - OS po-OO bB bLw qown and Country ooad ln-oamp and dlassell ptreet lff-oamp OUKT C > Capacity c OOKN B > Capacity c Cumulative Add N mixed flow lane MB ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject araft Traffic ptudy oeport 42 R.M Aka prjjAov qhe freeway traffic analysis using the revised methodology provided by Caltrans staffs demonstrates that the circulation system in the mlatinum qriangle study area is forecast to deteriorate under both the OMPM buildout ko mroject and tith mroject scenariosK cor the OMPM tith mroject scenarioI there are two freeway mainline segments and one freeway ramp that become deficient that were not deficient under the OMPM ko mroject scenarioW · f-R pouthbound ln-oamp from hatella Avenue Emj meak eourF · f-R korthbound between Brookhurst ptreet and buclid ptreet Emj meak eourF · po-RT pouthbound between lrangewood Avenue and hatella Avenue Emj meak eourF tith the implementation of an auxiliary lane at mainline sectionI these deficient segments would no longer operate aue to the high forecasted mainline traffic activities under the OMPM conditionsI the proposed mitigation strategies identified in Table 4JN through Table 4JP may not improve the freeway performance to an acceptable level of service under the tith mroject scenarioK eoweverI the mitigation implementation under the tith mroject scenario would increase the capacity of the deficient freeway segments and improve its operation to a better level of service when compared to the ko mroject scenarioK qhe ptate of California aepartment of qransportation ECaltransF and the City of Anaheim have agreed to work in partnership to develop a Cooperative Agreement to mitigate the impacts toI and fund improvements onI ptate eighway facilities including freeway rampsI mainline segmentsI and weaving segmentsK qhis Cooperative Agreement will document proposed improvements and the City’s mitigation funding contributions to offset impacts to the ptate eighway pystem resulting from this development to a less than significant levelK qhe City will adopt a ptatement of lverriding Consideration in as much as the City of Anaheim does not have jurisdiction to make improvements on ptate owned facilitiesI and therefore cannot guarantee the implementation of necessary improvementsK As a resultI impacts may remain significantK ---PAGE BREAK--- ---PAGE BREAK--- The oevised mlatinum Triangle bxpansion mroject pTATb efdetAv AkAivpfp obmloT Technical Appendices Prepared for CfTv lc AkAebfj Prepared by lctober OMNM ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices iist of Appendices Appendix A-N eCp creeway oamp Analysis torksheets under bxisting Conditions Appendix A-O eCp creeway oamp Analysis torksheets under OMPM ko mroject Conditions Appendix A-P eCp creeway oamp Analysis torksheets under OMPM tith mroject Conditions Appendix B-N eCp creeway jainline Analysis torksheets under bxisting Conditions Appendix B-O eCp creeway jainline Analysis torksheets under OMPM ko mroject Conditions Appendix B-P eCp creeway jainline Analysis torksheets under OMPM tith mroject Conditions Appendix C-N eCp creeway teaving Analysis torksheets under bxisting Conditions Appendix C-O eCp creeway teaving Analysis torksheets under OMPM ko mroject Conditions Appendix C-P eCp creeway teaving Analysis torksheets under OMPM tith mroject Conditions Appendix a-N eCp creeway oamp Analysis torksheets under OMPM tith mroject Conditions EmitigatedF Appendix a-O eCp creeway jainline Analysis torksheets under OMPM tith mroject Conditions EmitigatedF Appendix a-P eCp creeway teaving Analysis torksheets under OMPM tith mroject Conditions EmitigatedF ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix A-N eCp creeway oamp Analysis torksheets under bxisting Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4570 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 1800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 270 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4570 1800 270 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1269 500 75 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5255 2060 309 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1098 pc/h 12 F FM Actual Maximum LOS F? v 7315 9600 No FO v v 2078 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2102 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2102 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.466 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 66.1 mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7250 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 370 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7250 2520 370 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2014 700 103 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8337 2884 423 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1742 pc/h 12 F FM Actual Maximum LOS F? v 11221 9600 Yes FO v v 3297 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3334 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3334 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 43.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 2.173 S Space mean speed in ramp influence area, S = 9.2 mph R Space mean speed in outer lanes, S = 62.3 mph 0 Space mean speed for all vehicles, S = 14.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 270 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6370 270 520 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1769 75 144 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7325 309 595 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2729 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5860 9600 No Fi F v = v - v 5551 9600 No FO F R v 309 2000 No R v v 1565 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2729 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2729 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.456 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 74.6 mph 0 Space mean speed for all vehicles, S = 65.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9770 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 370 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 410 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9770 370 410 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2571 97 108 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10644 401 445 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3939 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8516 9600 No Fi F v = v - v 8115 9600 No FO F R v 401 2000 No R v v 2288 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3939 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3939 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.464 S Space mean speed in ramp influence area, S = 57.0 mph R Space mean speed in outer lanes, S = 71.8 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6100 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 270 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6100 520 270 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1694 144 75 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7015 595 309 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 1899 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5612 9600 No Fi F v = v - v 5017 9600 No FO F R v 595 3800 No R v v 1856 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2244 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2244 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 10.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.482 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 65.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9400 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 370 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9400 410 370 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2611 114 103 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10810 469 423 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2596 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8648 9600 No Fi F v = v - v 8179 9600 No FO F R v 469 3800 No R v v 3026 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3459 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3459 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 20.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.470 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = 70.6 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 710 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 10 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 710 10 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 197 3 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 789 11 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 789 pc/h 12 R F R FD Actual Maximum LOS F? v = v 789 4800 No Fi F v = v - v 778 4800 No FO F R v 11 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 789 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 789 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 6.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.429 S Space mean speed in ramp influence area, S = 58.0 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 58.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1170 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 20 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1170 20 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 308 5 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1232 21 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 1232 pc/h 12 R F R FD Actual Maximum LOS F? v = v 1232 4800 No Fi F v = v - v 1211 4800 No FO F R v 21 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1232 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 1232 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 10.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.430 S Space mean speed in ramp influence area, S = 58.0 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 58.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5580 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 210 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5580 210 520 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1550 58 144 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6417 240 595 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 916 pc/h 12 F FM Actual Maximum LOS F? v 5117 9600 No FO v v 1980 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1950 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1950 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.321 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.5 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 410 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8990 380 410 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2497 106 114 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10338 435 469 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.163 Using Equation 4 FM v = v (P ) = 1281 pc/h 12 F FM Actual Maximum LOS F? v 8273 9600 No FO v v 3278 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3135 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3135 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.425 S Space mean speed in ramp influence area, S = 58.1 mph R Space mean speed in outer lanes, S = 63.2 mph 0 Space mean speed for all vehicles, S = 60.9 mph ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: Existing 2008 ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 5,190 6,026 0.9 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 21.2 0.957 Level of service, LOS C 1.00 Level 6,026 User Input Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: Existing 2008 ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 8,030 9,324 0.9 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 32.8 0.957 Level of service, LOS D 1.00 Level 9,324 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4480 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 710 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4480 230 710 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1244 64 197 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5202 263 813 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 962 pc/h 12 F FM Actual Maximum LOS F? v 5465 9600 No FO v v 2120 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2080 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2080 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.320 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.2 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6910 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1120 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6910 320 1120 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1818 84 295 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7601 347 1214 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.174 Using Equation 4 FM v = v (P ) = 1326 pc/h 12 F FM Actual Maximum LOS F? v 7948 9600 No FO v v 3137 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3040 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3040 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.0- pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.394 S Space mean speed in ramp influence area, S = 59.0 mph R Space mean speed in outer lanes, S = 63.6 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4710 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 200 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 230 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4710 200 230 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1308 56 64 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5469 229 263 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.189 Using Equation 4 FM v = v (P ) = 1035 pc/h 12 F FM Actual Maximum LOS F? v 5698 9600 No FO v v 2217 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2187 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2187 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.330 S Space mean speed in ramp influence area, S = 60.8 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 320 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7230 280 320 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2008 78 89 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8395 320 366 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.178 Using Equation 4 FM v = v (P ) = 1493 pc/h 12 F FM Actual Maximum LOS F? v 8715 9600 No FO v v 3451 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3358 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3358 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.440 S Space mean speed in ramp influence area, S = 57.7 mph R Space mean speed in outer lanes, S = 62.2 mph 0 Space mean speed for all vehicles, S = 60.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 10 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1400 10 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 389 3 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1556 11 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1556 pc/h 12 F FM Actual Maximum LOS F? v 1567 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1556 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1556 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 14.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.305 S Space mean speed in ramp influence area, S = 61.5 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2300 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 40 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2300 40 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 639 11 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2556 44 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2556 pc/h 12 F FM Actual Maximum LOS F? v 2600 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2556 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2556 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.339 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4910 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 200 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4910 320 200 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1364 89 56 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5701 366 229 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.172 Using Equation 4 FM v = v (P ) = 981 pc/h 12 F FM Actual Maximum LOS F? v 6067 9600 No FO v v 2360 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2280 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2280 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.334 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = 65.6 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7510 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 280 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7510 930 280 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2086 258 78 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8720 1064 320 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.085 Using Equation 4 FM v = v (P ) = 739 pc/h 12 F FM Actual Maximum LOS F? v 9784 9600 Yes FO v v 3990 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3488 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3488 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.649 S Space mean speed in ramp influence area, S = 51.8 mph R Space mean speed in outer lanes, S = 61.6 mph 0 Space mean speed for all vehicles, S = 56.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5160 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 760 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 230 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5160 760 230 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1433 211 64 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5991 870 263 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2711 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5093 9600 No Fi F v = v - v 4223 9600 No FO F R v 870 2000 No R v v 1191 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2711 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2711 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.506 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 76.0 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8120 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 530 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8120 930 530 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2256 258 147 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9428 1064 607 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3889 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7543 9600 No Fi F v = v - v 6479 9600 No FO F R v 1064 2000 No R v v 1827 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3889 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3889 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.524 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 73.6 mph 0 Space mean speed for all vehicles, S = 62.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 760 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4400 230 760 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1222 64 211 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5109 263 870 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 945 pc/h 12 F FM Actual Maximum LOS F? v 5372 9600 No FO v v 2082 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2043 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2043 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.318 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.3 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7190 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 930 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7190 530 930 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1997 147 258 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8348 607 1064 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.142 Using Equation 4 FM v = v (P ) = 1185 pc/h 12 F FM Actual Maximum LOS F? v 8955 9600 No FO v v 3581 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3339 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3339 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.481 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 62.2 mph 0 Space mean speed for all vehicles, S = 59.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6420 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 540 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1120 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6420 540 1120 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1783 150 311 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7454 618 1282 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2949 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5964 9600 No Fi F v = v - v 5346 9600 No FO F R v 618 2000 No R v v 1507 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2949 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2949 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.484 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 74.8 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7880 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 640 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 790 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7880 640 790 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2189 178 219 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9150 732 904 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3604 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7320 9600 No Fi F v = v - v 6588 9600 No FO F R v 732 2000 No R v v 1858 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3604 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3604 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.494 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 73.4 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5880 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1120 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 540 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5880 1120 540 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1633 311 150 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6827 1282 618 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.058 Using Equation 4 FM v = v (P ) = 393 pc/h 12 F FM Actual Maximum LOS F? v 8109 9600 No FO v v 3217 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2730 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2730 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.495 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 64.4 mph 0 Space mean speed for all vehicles, S = 60.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7240 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 790 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 640 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7240 790 640 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2011 219 178 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8406 904 732 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.105 Using Equation 4 FM v = v (P ) = 881 pc/h 12 F FM Actual Maximum LOS F? v 9310 9600 No FO v v 3762 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3362 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3362 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.557 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 62.1 mph 0 Space mean speed for all vehicles, S = 58.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 450 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 540 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7000 450 540 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1944 125 150 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8128 515 618 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3126 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6503 9600 No Fi F v = v - v 5988 9600 No FO F R v 515 2000 No R v v 1688 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3126 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3126 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.474 S Space mean speed in ramp influence area, S = 56.7 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8030 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 200 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8030 440 200 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2231 122 56 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9324 504 229 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3537 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7460 9600 No Fi F v = v - v 6956 9600 No FO F R v 504 2000 No R v v 1961 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3537 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3537 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.473 S Space mean speed in ramp influence area, S = 56.7 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 64.3 mph ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: Existing 2008 ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 5,590 6,491 0.9 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 22.8 0.957 Level of service, LOS C 1.00 Level 6,491 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: Existing 2008 ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 6,930 8,047 0.9 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 28.3 0.957 Level of service, LOS D 1.00 Level 8,047 User Input Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1090 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 70 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1090 70 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 303 19 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1211 78 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 1211 pc/h 12 R F R FD Actual Maximum LOS F? v = v 1211 4800 No Fi F v = v - v 1133 4800 No FO F R v 78 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1211 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 1211 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 10.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.435 S Space mean speed in ramp influence area, S = 57.8 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 630 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 20 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 630 20 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 175 6 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 700 22 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 700 pc/h 12 R F R FD Actual Maximum LOS F? v = v 700 4800 No Fi F v = v - v 678 4800 No FO F R v 22 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 700 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 700 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 5.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.430 S Space mean speed in ramp influence area, S = 58.0 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 58.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5050 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 540 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5050 380 540 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1403 106 150 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5864 435 618 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.163 Using Equation 4 FM v = v (P ) = 958 pc/h 12 F FM Actual Maximum LOS F? v 6299 9600 No FO v v 2453 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2345 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2345 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.342 S Space mean speed in ramp influence area, S = 60.4 mph R Space mean speed in outer lanes, S = 65.5 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6730 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 200 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6730 530 200 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1869 147 56 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7814 607 229 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.142 Using Equation 4 FM v = v (P ) = 1109 pc/h 12 F FM Actual Maximum LOS F? v 8421 9600 No FO v v 3352 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3125 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3125 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.442 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = 63.2 mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5430 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 310 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 380 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5430 310 380 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1508 86 106 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6305 355 435 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.173 Using Equation 4 FM v = v (P ) = 1093 pc/h 12 F FM Actual Maximum LOS F? v 6660 9600 No FO v v 2606 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2522 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2522 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.348 S Space mean speed in ramp influence area, S = 60.2 mph R Space mean speed in outer lanes, S = 65.0 mph 0 Space mean speed for all vehicles, S = 62.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7260 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 370 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 530 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7260 370 530 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2017 103 147 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8430 423 607 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.165 Using Equation 4 FM v = v (P ) = 1390 pc/h 12 F FM Actual Maximum LOS F? v 8853 9600 No FO v v 3520 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3372 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3372 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.452 S Space mean speed in ramp influence area, S = 57.3 mph R Space mean speed in outer lanes, S = 62.1 mph 0 Space mean speed for all vehicles, S = 60.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6060 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane 700 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 310 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6060 440 310 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1683 122 86 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7036 504 355 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 1836 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5629 9600 No Fi F v = v - v 5125 9600 No FO F R v 504 3800 No R v v 1896 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2251 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2251 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 4.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.473 S Space mean speed in ramp influence area, S = 56.7 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 66.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7720 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 620 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane 700 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 370 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7720 620 370 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2144 172 103 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8964 710 423 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2390 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7172 9600 No Fi F v = v - v 6462 9600 No FO F R v 710 3800 No R v v 2391 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2868 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2868 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 10.0+ pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.492 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 72.3 mph 0 Space mean speed for all vehicles, S = 64.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2040 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 20 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2040 20 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 567 6 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2267 22 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2267 pc/h 12 F FM Actual Maximum LOS F? v 2289 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2267 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2267 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 20.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.324 S Space mean speed in ramp influence area, S = 60.9 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1220 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 20 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1220 20 vph Peak-hour factor, PHF 0.90 0.90 Peak 15-min volume, v15 339 6 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1356 22 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1356 pc/h 12 F FM Actual Maximum LOS F? v 1378 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1356 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1356 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 13.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.301 S Space mean speed in ramp influence area, S = 61.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5620 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 170 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5620 280 170 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1561 78 47 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6525 320 195 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.178 Using Equation 4 FM v = v (P ) = 1160 pc/h 12 F FM Actual Maximum LOS F? v 6845 9600 No FO v v 2682 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2610 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2610 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.352 S Space mean speed in ramp influence area, S = 60.1 mph R Space mean speed in outer lanes, S = 64.8 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 390 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 290 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7100 390 290 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1972 108 81 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8244 446 332 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.162 Using Equation 4 FM v = v (P ) = 1336 pc/h 12 F FM Actual Maximum LOS F? v 8690 9600 No FO v v 3454 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3297 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3297 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.444 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = 62.4 mph 0 Space mean speed for all vehicles, S = 60.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 170 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 280 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5900 170 280 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1639 47 78 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6851 195 320 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.193 Using Equation 4 FM v = v (P ) = 968 pc/h 12 F FM Actual Maximum LOS F? v 5197 9600 No FO v v 2017 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2000 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2000 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.314 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 66.4 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 390 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7490 290 390 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2081 81 108 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8697 332 446 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.176 Using Equation 4 FM v = v (P ) = 1093 pc/h 12 F FM Actual Maximum LOS F? v 6529 9600 No FO v v 2552 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2478 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2478 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.344 S Space mean speed in ramp influence area, S = 60.4 mph R Space mean speed in outer lanes, S = 65.1 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5058 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 840 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1170 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5058 430 840 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1405 119 233 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5817 492 961 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.156 Using Equation 4 FM v = v (P ) = 691 pc/h 12 F FM Actual Maximum LOS F? v 4913 9600 No FO v v 1865 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1768 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1768 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.316 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 67.0 mph 0 Space mean speed for all vehicles, S = 64.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6483 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 600 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1180 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1170 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6483 600 1180 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1801 167 328 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7455 687 1350 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.132 Using Equation 4 FM v = v (P ) = 718 pc/h 12 F FM Actual Maximum LOS F? v 6130 9600 No FO v v 2362 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2177 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2177 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.347 S Space mean speed in ramp influence area, S = 60.3 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6500 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 840 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 850 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6500 840 850 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1806 233 236 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7475 961 973 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3149 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5980 9600 No Fi F v = v - v 5019 9600 No FO F R v 961 2000 No R v v 1415 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3149 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3149 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.514 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 75.2 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8380 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1190 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8380 1180 1190 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2328 328 331 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9637 1350 1362 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4123 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7710 9600 No Fi F v = v - v 6360 9600 No FO F R v 1350 2000 No R v v 1793 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4123 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4123 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 35.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.549 S Space mean speed in ramp influence area, S = 54.6 mph R Space mean speed in outer lanes, S = 73.7 mph 0 Space mean speed for all vehicles, S = 62.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5660 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 850 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 840 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5660 850 840 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 1572 236 233 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6509 973 961 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2159 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5533 9600 No Fi F v = v - v 4560 9600 No FO F R v 973 3800 No R v v 1687 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2213 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2213 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 9.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.516 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 65.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7200 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1190 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1180 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7200 1190 1180 vph Peak-hour factor, PHF 0.90 0.90 0.90 Peak 15-min volume, v15 2000 331 328 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8280 1362 1350 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2730 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6624 9600 No Fi F v = v - v 5262 9600 No FO F R v 1362 3800 No R v v 1947 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2730 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2730 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 14.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.551 S Space mean speed in ramp influence area, S = 54.6 mph R Space mean speed in outer lanes, S = 73.1 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 3430 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 120 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3430 120 vph Peak-hour factor, PHF 0.87 0.87 Peak 15-min volume, v15 986 34 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 4061 142 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.652 Using Equation 5 FD v = v + (v - v ) P = 2697 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4061 7200 No Fi F v = v - v 3919 7200 No FO F R v 142 2000 No R v v 1364 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2697 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2697 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 22.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.441 S Space mean speed in ramp influence area, S = 57.7 mph R Space mean speed in outer lanes, S = 75.4 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 4800 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 170 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4800 170 vph Peak-hour factor, PHF 0.87 0.87 Peak 15-min volume, v15 1379 49 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 5683 201 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.609 Using Equation 5 FD v = v + (v - v ) P = 3538 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5683 7200 No Fi F v = v - v 5482 7200 No FO F R v 201 2000 No R v v 2145 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3538 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3538 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.446 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 72.3 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4617 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 200 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4617 230 200 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1327 66 57 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5466 272 237 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.184 Using Equation 4 FM v = v (P ) = 784 pc/h 12 F FM Actual Maximum LOS F? v 4536 9600 No FO v v 1740 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1705 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1705 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.314 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.2 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7033 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 280 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7033 330 280 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2021 95 80 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8326 391 331 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.169 Using Equation 4 FM v = v (P ) = 1006 pc/h 12 F FM Actual Maximum LOS F? v 6345 9600 No FO v v 2474 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2381 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2381 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.348 S Space mean speed in ramp influence area, S = 60.2 mph R Space mean speed in outer lanes, S = 65.4 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 200 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 230 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5340 200 230 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1534 57 66 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6322 237 272 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 904 pc/h 12 F FM Actual Maximum LOS F? v 5042 9600 No FO v v 1950 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1922 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1922 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.320 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.6 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8160 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 330 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8160 280 330 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2345 80 95 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9661 331 391 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.176 Using Equation 4 FM v = v (P ) = 1263 pc/h 12 F FM Actual Maximum LOS F? v 7492 9600 No FO v v 2949 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2864 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2864 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.381 S Space mean speed in ramp influence area, S = 59.3 mph R Space mean speed in outer lanes, S = 64.1 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5770 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 630 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 270 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5770 630 270 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1658 181 78 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6831 746 320 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2953 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5807 9600 No Fi F v = v - v 5061 9600 No FO F R v 746 2000 No R v v 1427 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2953 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2953 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.495 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 75.1 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8770 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 270 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8770 280 270 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2520 80 78 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10383 331 320 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3809 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8307 9600 No Fi F v = v - v 7976 9600 No FO F R v 331 2000 No R v v 2249 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3809 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3809 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.458 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 71.9 mph 0 Space mean speed for all vehicles, S = 64.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5410 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 160 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 270 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5410 160 270 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1555 46 78 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6405 189 320 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.194 Using Equation 4 FM v = v (P ) = 945 pc/h 12 F FM Actual Maximum LOS F? v 5057 9600 No FO v v 1961 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1947 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1947 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.319 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.5 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8760 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 270 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8760 280 270 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2517 80 78 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10371 331 320 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.176 Using Equation 4 FM v = v (P ) = 1389 pc/h 12 F FM Actual Maximum LOS F? v 8202 9600 No FO v v 3241 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3148 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3148 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.412 S Space mean speed in ramp influence area, S = 58.5 mph R Space mean speed in outer lanes, S = 63.1 mph 0 Space mean speed for all vehicles, S = 61.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5140 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 270 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 160 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5140 270 160 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1477 78 46 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6085 320 189 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.178 Using Equation 4 FM v = v (P ) = 822 pc/h 12 F FM Actual Maximum LOS F? v 4945 9600 No FO v v 1901 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1850 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1850 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.320 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.8 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 270 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 280 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8490 270 280 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2440 78 80 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10051 320 331 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.178 Using Equation 4 FM v = v (P ) = 1343 pc/h 12 F FM Actual Maximum LOS F? v 7871 9600 No FO v v 3104 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3020 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3020 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.396 S Space mean speed in ramp influence area, S = 58.9 mph R Space mean speed in outer lanes, S = 63.6 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 740 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 300 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4750 740 300 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1365 213 86 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5624 876 355 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2579 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4781 9600 No Fi F v = v - v 3905 9600 No FO F R v 876 2000 No R v v 1101 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2579 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2579 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 21.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.507 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 76.4 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7790 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 560 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 450 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7790 560 450 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2239 161 129 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9223 663 533 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3591 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7379 9600 No Fi F v = v - v 6716 9600 No FO F R v 663 2000 No R v v 1894 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3591 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3591 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.488 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 73.3 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4310 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 150 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4310 150 300 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1239 43 86 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5103 178 355 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.196 Using Equation 4 FM v = v (P ) = 998 pc/h 12 F FM Actual Maximum LOS F? v 5281 9600 No FO v v 2052 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2041 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2041 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.322 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.3 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7680 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 450 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7680 240 450 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2207 69 129 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9092 284 533 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.182 Using Equation 4 FM v = v (P ) = 1657 pc/h 12 F FM Actual Maximum LOS F? v 9376 9600 No FO v v 3717 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3636 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3636 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.483 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 60.9 mph 0 Space mean speed for all vehicles, S = 59.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 150 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4010 300 150 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1152 86 43 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4747 355 178 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.173 Using Equation 4 FM v = v (P ) = 823 pc/h 12 F FM Actual Maximum LOS F? v 5102 9600 No FO v v 1962 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1898 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1898 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.323 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.7 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 450 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7230 450 240 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2078 129 69 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8560 533 284 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.151 Using Equation 4 FM v = v (P ) = 1294 pc/h 12 F FM Actual Maximum LOS F? v 9093 9600 No FO v v 3633 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3424 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3424 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.490 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 61.9 mph 0 Space mean speed for all vehicles, S = 59.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4590 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 850 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 480 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4590 850 480 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1319 244 138 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5434 1006 568 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2937 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5434 9600 No Fi F v = v - v 4428 9600 No FO F R v 1006 2000 No R v v 1248 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2937 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2937 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.519 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 75.8 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 610 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7950 670 610 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2284 193 175 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9412 793 722 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4551 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9412 9600 No Fi F v = v - v 8619 9600 No FO F R v 793 2000 No R v v 2430 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4551 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4551 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.499 S Space mean speed in ramp influence area, S = 56.0 mph R Space mean speed in outer lanes, S = 71.2 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4220 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 480 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4220 300 480 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1213 86 138 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4996 355 568 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.173 Using Equation 4 FM v = v (P ) = 866 pc/h 12 F FM Actual Maximum LOS F? v 5351 9600 No FO v v 2065 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1998 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1998 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 20.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.327 S Space mean speed in ramp influence area, S = 60.8 mph R Space mean speed in outer lanes, S = 66.4 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7890 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 340 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 610 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7890 340 610 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2267 98 175 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9341 403 722 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.167 Using Equation 4 FM v = v (P ) = 1564 pc/h 12 F FM Actual Maximum LOS F? v 9744 9600 Yes FO v v 3888 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3736 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3736 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.531 S Space mean speed in ramp influence area, S = 55.1 mph R Space mean speed in outer lanes, S = 60.5 mph 0 Space mean speed for all vehicles, S = 58.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 3740 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 480 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3740 480 300 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1075 138 86 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4428 568 355 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 650 pc/h 12 F FM Actual Maximum LOS F? v 4996 9600 No FO v v 1889 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1771 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1771 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 20.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.326 S Space mean speed in ramp influence area, S = 60.9 mph R Space mean speed in outer lanes, S = 67.0 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7280 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 610 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 340 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7280 610 340 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2092 175 98 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8619 722 403 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.128 Using Equation 4 FM v = v (P ) = 1099 pc/h 12 F FM Actual Maximum LOS F? v 9341 9600 No FO v v 3760 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3447 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3447 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.538 S Space mean speed in ramp influence area, S = 54.9 mph R Space mean speed in outer lanes, S = 61.8 mph 0 Space mean speed for all vehicles, S = 58.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6580 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1510 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 220 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6580 1510 220 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1891 434 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7790 1788 260 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3726 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6232 9600 No Fi F v = v - v 4444 9600 No FO F R v 1788 2000 No R v v 1253 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3726 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3726 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.589 S Space mean speed in ramp influence area, S = 53.5 mph R Space mean speed in outer lanes, S = 75.8 mph 0 Space mean speed for all vehicles, S = 60.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 920 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 410 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7370 920 410 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2118 264 118 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8725 1089 485 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3657 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6980 9600 No Fi F v = v - v 5891 9600 No FO F R v 1089 2000 No R v v 1661 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3657 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3657 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.526 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 62.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5070 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 630 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5070 220 630 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1457 63 181 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6002 260 746 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 1112 pc/h 12 F FM Actual Maximum LOS F? v 6262 9600 No FO v v 2445 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2400 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2400 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.342 S Space mean speed in ramp influence area, S = 60.4 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6450 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 530 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6450 410 530 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1853 118 152 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7636 485 627 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.157 Using Equation 4 FM v = v (P ) = 1200 pc/h 12 F FM Actual Maximum LOS F? v 8121 9600 No FO v v 3218 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3054 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3054 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.420 S Space mean speed in ramp influence area, S = 58.2 mph R Space mean speed in outer lanes, S = 63.6 mph 0 Space mean speed for all vehicles, S = 61.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5290 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 630 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 220 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5290 630 220 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1520 181 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6263 746 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.125 Using Equation 4 FM v = v (P ) = 780 pc/h 12 F FM Actual Maximum LOS F? v 7009 9600 No FO v v 2741 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2505 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2505 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.387 S Space mean speed in ramp influence area, S = 59.2 mph R Space mean speed in outer lanes, S = 65.0 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6860 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 410 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6860 530 410 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1971 152 118 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8122 627 485 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.139 Using Equation 4 FM v = v (P ) = 1132 pc/h 12 F FM Actual Maximum LOS F? v 8749 9600 No FO v v 3495 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3248 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3248 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.474 S Space mean speed in ramp influence area, S = 56.7 mph R Space mean speed in outer lanes, S = 62.6 mph 0 Space mean speed for all vehicles, S = 59.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6360 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 240 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6360 870 240 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1828 250 69 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7530 1030 284 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3864 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7530 9600 No Fi F v = v - v 6500 9600 No FO F R v 1030 2000 No R v v 1833 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3864 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3864 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.521 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 73.5 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7380 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 690 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 460 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7380 690 460 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2121 198 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8737 817 545 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4270 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8737 9600 No Fi F v = v - v 7920 9600 No FO F R v 817 2000 No R v v 2233 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4270 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4270 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 36.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.502 S Space mean speed in ramp influence area, S = 56.0 mph R Space mean speed in outer lanes, S = 72.0 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 160 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5490 240 160 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1578 69 46 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6500 284 189 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.182 Using Equation 4 FM v = v (P ) = 1185 pc/h 12 F FM Actual Maximum LOS F? v 6784 9600 No FO v v 2657 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2600 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2600 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.356 S Space mean speed in ramp influence area, S = 60.0 mph R Space mean speed in outer lanes, S = 64.8 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 460 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 360 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6690 460 360 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1922 132 103 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7920 545 426 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.150 Using Equation 4 FM v = v (P ) = 1185 pc/h 12 F FM Actual Maximum LOS F? v 8465 9600 No FO v v 3367 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3168 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3168 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.446 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 63.0 mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5730 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 160 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5730 160 240 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1647 46 69 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6784 189 284 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.194 Using Equation 4 FM v = v (P ) = 1317 pc/h 12 F FM Actual Maximum LOS F? v 6973 9600 No FO v v 2733 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2713 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2713 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.357 S Space mean speed in ramp influence area, S = 60.0 mph R Space mean speed in outer lanes, S = 64.5 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7150 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 360 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 460 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7150 360 460 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2055 103 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8465 426 545 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.165 Using Equation 4 FM v = v (P ) = 1393 pc/h 12 F FM Actual Maximum LOS F? v 8891 9600 No FO v v 3536 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3386 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3386 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.462 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 62.0 mph 0 Space mean speed for all vehicles, S = 59.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6350 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 710 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 200 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6350 710 200 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1825 204 57 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7518 841 237 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3097 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6015 9600 No Fi F v = v - v 5174 9600 No FO F R v 841 2000 No R v v 1459 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3097 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3097 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.504 S Space mean speed in ramp influence area, S = 55.9 mph R Space mean speed in outer lanes, S = 75.0 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 730 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 570 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7750 730 570 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2227 210 164 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9175 864 675 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3688 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7340 9600 No Fi F v = v - v 6476 9600 No FO F R v 864 2000 No R v v 1826 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3688 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3688 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.506 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 73.6 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5640 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 200 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 710 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5640 200 710 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1621 57 204 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6677 237 841 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 917 pc/h 12 F FM Actual Maximum LOS F? v 5112 9600 No FO v v 1979 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1950 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1950 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.321 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.5 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7020 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 570 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 730 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7020 570 730 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2017 164 210 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8311 675 864 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.133 Using Equation 4 FM v = v (P ) = 793 pc/h 12 F FM Actual Maximum LOS F? v 6618 9600 No FO v v 2575 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2377 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2377 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.369 S Space mean speed in ramp influence area, S = 59.7 mph R Space mean speed in outer lanes, S = 65.4 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5840 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 450 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 380 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5840 450 380 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 1678 129 109 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6914 533 450 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2863 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5877 9600 No Fi F v = v - v 5344 9600 No FO F R v 533 2000 No R v v 1507 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2863 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2863 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.476 S Space mean speed in ramp influence area, S = 56.7 mph R Space mean speed in outer lanes, S = 74.8 mph 0 Space mean speed for all vehicles, S = 64.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7590 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 640 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 530 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7590 640 530 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 2181 184 152 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8986 758 627 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3562 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7189 9600 No Fi F v = v - v 6431 9600 No FO F R v 758 2000 No R v v 1813 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3562 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3562 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.496 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 73.6 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1157 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 450 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1157 380 450 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 332 109 129 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 1370 450 533 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1370 pc/h 12 F FM Actual Maximum LOS F? v 1820 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1370 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1370 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.310 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1621 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 640 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1621 530 640 vph Peak-hour factor, PHF 0.87 0.87 0.87 Peak 15-min volume, v15 466 152 184 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 1919 627 758 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1919 pc/h 12 F FM Actual Maximum LOS F? v 2546 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1919 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1919 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.336 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5890 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 200 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 870 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5890 200 870 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 1601 54 236 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6562 223 969 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2987 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6562 9600 No Fi F v = v - v 6339 9600 No FO F R v 223 2000 No R v v 1787 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2987 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2987 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.448 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 73.7 mph 0 Space mean speed for all vehicles, S = 65.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 8000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 280 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1220 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8000 280 1220 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 2174 76 332 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8913 312 1359 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4062 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8913 9600 No Fi F v = v - v 8601 9600 No FO F R v 312 2000 No R v v 2425 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4062 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4062 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 34.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.456 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 71.2 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: EB-On from Fariview St Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 200 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5690 870 200 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 1546 236 54 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6339 969 223 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.097 Using Equation 4 FM v = v (P ) = 613 pc/h 12 F FM Actual Maximum LOS F? v 7308 9600 No FO v v 2863 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2535 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2535 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.416 S Space mean speed in ramp influence area, S = 58.4 mph R Space mean speed in outer lanes, S = 65.0 mph 0 Space mean speed for all vehicles, S = 61.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: EB On-Ramp from Fairview St Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7720 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 280 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7720 1220 280 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 2098 332 76 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8601 1359 312 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.048 Using Equation 4 FM v = v (P ) = 412 pc/h 12 F FM Actual Maximum LOS F? v 9960 9600 Yes FO v v 4094 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3440 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3440 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.759 S Space mean speed in ramp influence area, S = 48.7 mph R Space mean speed in outer lanes, S = 61.8 mph 0 Space mean speed for all vehicles, S = 54.7 mph ---PAGE BREAK--- ROUTE: SR-22 Eastbound RAMP: Connector to I-5/SR-57/The City Drive/Bristol Street FORECAST YEAR: Existing 2008 ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 6,090 6,785 0.92 Max Upstream Fwy Flow, VF1 11,750 5 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 23.9 0.976 Level of service, LOS C 1.00 Level 6,785 User Input Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector to I-5/SR-57/City Dr Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8310 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 4173 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8310 4173 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 2258 1134 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 9258 4649 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 5366 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7407 9600 No Fi F v = v - v 2758 9600 No FO F R v 4649 3800 Yes R v v 1020 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5366 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5366 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 34.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.846 S Space mean speed in ramp influence area, S = 46.3 mph R Space mean speed in outer lanes, S = 76.7 mph 0 Space mean speed for all vehicles, S = 52.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 4470 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4470 290 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 1215 79 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4980 323 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.621 Using Equation 5 FD v = v + (v - v ) P = 3213 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4980 7200 No Fi F v = v - v 4657 7200 No FO F R v 323 2000 No R v v 1767 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3213 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3213 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 27.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.457 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 73.8 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 6260 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6260 410 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 1701 111 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 6974 457 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.565 Using Equation 5 FD v = v + (v - v ) P = 4137 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6974 7200 No Fi F v = v - v 6517 7200 No FO F R v 457 2000 No R v v 2837 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4274 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4274 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 36.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.469 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 1832 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 1500 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1832 1500 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 498 408 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2041 1671 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 1133 pc/h 12 F FM Actual Maximum LOS F? v 3712 7200 No FO v v 908 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1166 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1166 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.283 S Space mean speed in ramp influence area, S = 62.1 mph R Space mean speed in outer lanes, S = 68.7 mph 0 Space mean speed for all vehicles, S = 63.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 2816 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2100 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2816 2100 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 765 571 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 3137 2340 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 1741 pc/h 12 F FM Actual Maximum LOS F? v 5477 7200 No FO v v 1396 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1792 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1792 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.459 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 67.0 mph 0 Space mean speed for all vehicles, S = 59.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 3670 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3670 1400 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 997 380 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4089 1560 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2218 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4089 9600 No Fi F v = v - v 2529 9600 No FO F R v 1560 3800 No R v v 935 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2218 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2218 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 9.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.568 S Space mean speed in ramp influence area, S = 54.1 mph R Space mean speed in outer lanes, S = 76.8 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4880 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1960 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4880 1960 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 1326 533 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5437 2184 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3030 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5437 9600 No Fi F v = v - v 3253 9600 No FO F R v 2184 3800 No R v v 1203 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3030 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3030 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 16.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.625 S Space mean speed in ramp influence area, S = 52.5 mph R Space mean speed in outer lanes, S = 76.0 mph 0 Space mean speed for all vehicles, S = 60.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2100 320 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 571 87 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2340 357 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2340 pc/h 12 F FM Actual Maximum LOS F? v 2697 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2340 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2340 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.344 S Space mean speed in ramp influence area, S = 60.4 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2940 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2940 440 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 799 120 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 3276 490 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 3276 pc/h 12 F FM Actual Maximum LOS F? v 3766 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3276 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3276 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.455 S Space mean speed in ramp influence area, S = 57.3 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 3690 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2100 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3690 2100 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 1003 571 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4111 2340 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 670 pc/h 12 F FM Actual Maximum LOS F? v 5547 9600 No FO v v 1268 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1282 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1282 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.362 S Space mean speed in ramp influence area, S = 59.9 mph R Space mean speed in outer lanes, S = 68.3 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5390 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2940 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5390 2940 vph Peak-hour factor, PHF 0.92 0.92 Peak 15-min volume, v15 1465 799 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 6005 3276 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 954 pc/h 12 F FM Actual Maximum LOS F? v 7840 9600 No FO v v 1805 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1825 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1825 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.856 S Space mean speed in ramp influence area, S = 46.0 mph R Space mean speed in outer lanes, S = 66.9 mph 0 Space mean speed for all vehicles, S = 51.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6110 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 600 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 430 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6110 600 430 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 1660 163 117 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6807 668 479 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 1999 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5786 9600 No Fi F v = v - v 5118 9600 No FO F R v 668 3800 No R v v 1893 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2314 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2314 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 10.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.488 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 73.9 mph 0 Space mean speed for all vehicles, S = 65.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8770 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 840 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 600 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8770 840 600 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 2383 228 163 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9771 936 668 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2725 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7817 9600 No Fi F v = v - v 6881 9600 No FO F R v 936 3800 No R v v 2546 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3126 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3126 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 17.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.512 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 71.5 mph 0 Space mean speed for all vehicles, S = 64.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5510 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 600 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5510 430 600 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 1497 117 163 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6139 479 668 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 970 pc/h 12 F FM Actual Maximum LOS F? v 6618 9600 No FO v v 2584 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2455 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2455 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.359 S Space mean speed in ramp influence area, S = 59.9 mph R Space mean speed in outer lanes, S = 65.2 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 07/21/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2008 Description: PTMLUP Traffic Study - Existing Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7930 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 600 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 840 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7930 600 840 vph Peak-hour factor, PHF 0.92 0.92 0.92 Peak 15-min volume, v15 2155 163 228 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8835 668 936 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.134 Using Equation 4 FM v = v (P ) = 1187 pc/h 12 F FM Actual Maximum LOS F? v 9503 9600 No FO v v 3824 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3534 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3534 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.547 S Space mean speed in ramp influence area, S = 54.7 mph R Space mean speed in outer lanes, S = 61.4 mph 0 Space mean speed for all vehicles, S = 58.2 mph ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix A-O eCp creeway oamp Analysis torksheets under OMPM ko mroject Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5320 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 1850 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 340 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5320 1850 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1400 487 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5796 2006 369 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1211 pc/h 12 F FM Actual Maximum LOS F? v 7802 9600 No FO v v 2292 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2318 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2318 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.510 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 65.5 mph 0 Space mean speed for all vehicles, S = 59.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11420 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2790 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11420 2790 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3005 734 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12442 3025 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 2600 pc/h 12 F FM Actual Maximum LOS F? v 15467 9600 Yes FO v v 4921 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7042 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7042 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 73.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 92.072 S Space mean speed in ramp influence area, S = -2508.0 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 183.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7170 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 340 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1130 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7170 340 1130 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1887 89 297 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7812 369 1225 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2933 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6250 9600 No Fi F v = v - v 5881 9600 No FO F R v 369 2000 No R v v 1658 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2933 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2933 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.461 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 65.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 14210 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 840 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 800 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 14210 420 840 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3739 111 221 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 15631 455 911 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5709 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12505 9600 Yes Fi F v = v - v 12050 9600 Yes FO F R v 455 2000 No R v v 3398 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7105 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 7105 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 60.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.469 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6830 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1130 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 340 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6830 1130 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1797 297 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7441 1225 369 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2454 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5953 9600 No Fi F v = v - v 4728 9600 No FO F R v 1225 3800 No R v v 1749 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2454 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2454 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 11.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.538 S Space mean speed in ramp influence area, S = 54.9 mph R Space mean speed in outer lanes, S = 73.9 mph 0 Space mean speed for all vehicles, S = 64.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 13790 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 840 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 420 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 13790 840 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3629 221 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 15024 911 455 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3799 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12020 9600 Yes Fi F v = v - v 11109 9600 Yes FO F R v 911 3800 No R v v 4110 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6620 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6620 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 47.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.510 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 50 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1400 50 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 368 13 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1474 53 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 1474 pc/h 12 R F R FD Actual Maximum LOS F? v = v 1474 4800 No Fi F v = v - v 1421 4800 No FO F R v 53 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1474 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 1474 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 12.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.433 S Space mean speed in ramp influence area, S = 57.9 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 140 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1950 140 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 513 37 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2053 147 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2053 pc/h 12 R F R FD Actual Maximum LOS F? v = v 2053 4800 No Fi F v = v - v 1906 4800 No FO F R v 147 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2053 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2053 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 17.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.441 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5700 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1130 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5700 230 1130 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1500 61 297 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6210 249 1225 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.187 Using Equation 4 FM v = v (P ) = 881 pc/h 12 F FM Actual Maximum LOS F? v 4969 9600 No FO v v 1919 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1888 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1888 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.319 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.7 mph 0 Space mean speed for all vehicles, S = 64.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 840 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12950 430 840 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3408 113 221 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 14109 466 911 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.160 Using Equation 4 FM v = v (P ) = 1852 pc/h 12 F FM Actual Maximum LOS F? v 12075 9600 Yes FO v v 4878 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4643 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4643 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 42.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.931 S Space mean speed in ramp influence area, S = 43.9 mph R Space mean speed in outer lanes, S = 56.4 mph 0 Space mean speed for all vehicles, S = 50.3 mph ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 No Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 5,810 6,391 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 22.5 0.957 Level of service, LOS C 1.00 Level 6,391 User Input Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, Vp ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 No Project ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 12,600 13,860 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max Yes 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 N/A 0.957 Level of service, LOS F 1.00 Level 13,860 User Input * N/A: outside the limitation of the formula Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, Vp Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4860 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 370 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 950 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4860 370 950 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1279 97 250 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5346 401 1030 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.168 Using Equation 4 FM v = v (P ) = 896 pc/h 12 F FM Actual Maximum LOS F? v 5747 9600 No FO v v 2225 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2138 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2138 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.328 S Space mean speed in ramp influence area, S = 60.8 mph R Space mean speed in outer lanes, S = 66.0 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1600 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11000 520 1600 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2895 137 421 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12100 564 1735 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 1782 pc/h 12 F FM Actual Maximum LOS F? v 12664 9600 Yes FO v v 5159 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4840 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4840 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 43.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.146 S Space mean speed in ramp influence area, S = 37.9 mph R Space mean speed in outer lanes, S = 55.5 mph 0 Space mean speed for all vehicles, S = 46.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 370 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5230 260 370 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1376 68 97 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5753 282 401 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 1050 pc/h 12 F FM Actual Maximum LOS F? v 6035 9600 No FO v v 2351 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2301 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2301 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.338 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = 65.6 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11520 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11520 400 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3032 105 137 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12672 434 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.164 Using Equation 4 FM v = v (P ) = 2073 pc/h 12 F FM Actual Maximum LOS F? v 13106 9600 Yes FO v v 5299 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7272 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7272 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 62.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 8.950 S Space mean speed in ramp influence area, S = -180.6 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 286.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 170 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2340 170 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 616 45 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2463 179 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2463 pc/h 12 F FM Actual Maximum LOS F? v 2642 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2463 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2463 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.341 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 3420 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 810 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3420 810 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 900 213 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 3600 853 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 3600 pc/h 12 F FM Actual Maximum LOS F? v 4453 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3600 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3600 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, M = 0.621 S Space mean speed in ramp influence area, S = 52.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 52.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5490 440 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1445 116 68 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6039 477 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 955 pc/h 12 F FM Actual Maximum LOS F? v 6516 9600 No FO v v 2542 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2415 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2415 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.349 S Space mean speed in ramp influence area, S = 60.2 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 62.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11920 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1140 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 400 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11920 1140 400 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3137 300 105 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13112 1236 434 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.063 Using Equation 4 FM v = v (P ) = 830 pc/h 12 F FM Actual Maximum LOS F? v 14348 9600 Yes FO v v 6141 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 5244 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 5244 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 51.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 2.822 S Space mean speed in ramp influence area, S = -9.0 mph R Space mean speed in outer lanes, S = 53.7 mph 0 Space mean speed for all vehicles, S = mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5780 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 290 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5780 800 290 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1521 211 76 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6358 867 314 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2846 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5405 9600 No Fi F v = v - v 4538 9600 No FO F R v 867 2000 No R v v 1279 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2846 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2846 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.506 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 75.7 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11560 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1010 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 700 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11560 1010 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3042 266 184 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12716 1095 759 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5053 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10173 9600 Yes Fi F v = v - v 9078 9600 No FO F R v 1095 2000 No R v v 2560 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5053 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5053 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 43.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.527 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 70.7 mph 0 Space mean speed for all vehicles, S = 62.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4980 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 800 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4980 290 800 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1311 76 211 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5478 314 867 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.179 Using Equation 4 FM v = v (P ) = 978 pc/h 12 F FM Actual Maximum LOS F? v 5792 9600 No FO v v 2250 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2191 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2191 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.327 S Space mean speed in ramp influence area, S = 60.9 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10550 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1010 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10550 700 1010 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2776 184 266 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11605 759 1095 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 1427 pc/h 12 F FM Actual Maximum LOS F? v 12364 9600 Yes FO v v 5089 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4642 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4642 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 43.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.143 S Space mean speed in ramp influence area, S = 38.0 mph R Space mean speed in outer lanes, S = 56.4 mph 0 Space mean speed for all vehicles, S = 46.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7760 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1260 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7760 670 1260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2042 176 332 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8536 726 1366 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3387 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6829 9600 No Fi F v = v - v 6103 9600 No FO F R v 726 2000 No R v v 1721 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3387 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3387 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 28.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.493 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 74.0 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8830 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 690 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 990 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8830 690 990 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2324 182 261 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9713 748 1073 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3810 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7771 9600 No Fi F v = v - v 7023 9600 No FO F R v 748 2000 No R v v 1980 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3810 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3810 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.495 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7090 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1260 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 670 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7090 1260 670 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1866 332 176 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7799 1366 726 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.047 Using Equation 4 FM v = v (P ) = 262 pc/h 12 F FM Actual Maximum LOS F? v 6943 9600 No FO v v 2657 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2230 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2230 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.421 S Space mean speed in ramp influence area, S = 58.2 mph R Space mean speed in outer lanes, S = 65.8 mph 0 Space mean speed for all vehicles, S = 61.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8140 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 990 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 690 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8140 990 690 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2142 261 182 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8954 1073 748 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.084 Using Equation 4 FM v = v (P ) = 540 pc/h 12 F FM Actual Maximum LOS F? v 7527 9600 No FO v v 2957 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2581 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2581 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.430 S Space mean speed in ramp influence area, S = 58.0 mph R Space mean speed in outer lanes, S = 64.8 mph 0 Space mean speed for all vehicles, S = 61.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8350 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 660 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 750 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8350 660 750 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2197 174 197 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9185 716 813 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3608 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7348 9600 No Fi F v = v - v 6632 9600 No FO F R v 716 2000 No R v v 1870 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3608 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3608 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.492 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 73.4 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 360 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9130 530 360 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2403 139 95 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10043 575 390 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3828 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8035 9600 No Fi F v = v - v 7460 9600 No FO F R v 575 2000 No R v v 2103 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3828 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3828 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.480 S Space mean speed in ramp influence area, S = 56.6 mph R Space mean speed in outer lanes, S = 72.5 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 No Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 6,740 7,414 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 26.1 0.957 Level of service, LOS C 1.00 Level 7,414 User Input Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, Vp Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 No Project ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 7,770 8,547 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 30.1 0.957 Level of service, LOS D 1.00 Level 8,547 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, Vp Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2760 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 620 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2760 620 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 726 163 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2905 653 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2905 pc/h 12 R F R FD Actual Maximum LOS F? v = v 2905 4800 No Fi F v = v - v 2252 4800 No FO F R v 653 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2905 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2905 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.487 S Space mean speed in ramp influence area, S = 56.4 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 56.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2690 380 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 708 100 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2832 400 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2832 pc/h 12 R F R FD Actual Maximum LOS F? v = v 2832 4800 No Fi F v = v - v 2432 4800 No FO F R v 400 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2832 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2832 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.464 S Space mean speed in ramp influence area, S = 57.0 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 750 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5990 430 750 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1576 113 197 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6589 466 813 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.160 Using Equation 4 FM v = v (P ) = 1051 pc/h 12 F FM Actual Maximum LOS F? v 7055 9600 No FO v v 2769 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2635 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2635 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.366 S Space mean speed in ramp influence area, S = 59.8 mph R Space mean speed in outer lanes, S = 64.7 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7410 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 560 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 360 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7410 560 360 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1950 147 95 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8151 607 390 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.142 Using Equation 4 FM v = v (P ) = 1157 pc/h 12 F FM Actual Maximum LOS F? v 8758 9600 No FO v v 3497 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3260 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3260 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.465 S Space mean speed in ramp influence area, S = 57.0 mph R Space mean speed in outer lanes, S = 62.6 mph 0 Space mean speed for all vehicles, S = 60.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6420 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 430 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6420 900 430 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1689 237 113 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7062 976 466 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 677 pc/h 12 F FM Actual Maximum LOS F? v 8038 9600 No FO v v 3192 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2824 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2824 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.453 S Space mean speed in ramp influence area, S = 57.3 mph R Space mean speed in outer lanes, S = 64.2 mph 0 Space mean speed for all vehicles, S = 60.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7970 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 560 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7970 700 560 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2097 184 147 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8767 759 607 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 1078 pc/h 12 F FM Actual Maximum LOS F? v 9526 9600 No FO v v 3844 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3506 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3506 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.557 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 61.5 mph 0 Space mean speed for all vehicles, S = 58.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7620 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 630 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 900 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7620 630 900 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2005 166 237 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8382 683 976 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3309 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6706 9600 No Fi F v = v - v 6023 9600 No FO F R v 683 2000 No R v v 1698 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3309 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3309 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.489 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8640 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 840 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 700 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8640 840 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2274 221 184 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9504 911 759 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3829 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7604 9600 No Fi F v = v - v 6693 9600 No FO F R v 911 2000 No R v v 1887 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3829 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3829 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.510 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 73.3 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2070 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2070 220 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 545 58 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2179 232 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2179 pc/h 12 F FM Actual Maximum LOS F? v 2411 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2179 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2179 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.329 S Space mean speed in ramp influence area, S = 60.8 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2260 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 270 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2260 270 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 595 71 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2379 284 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2379 pc/h 12 F FM Actual Maximum LOS F? v 2663 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2379 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2379 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.342 S Space mean speed in ramp influence area, S = 60.4 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 680 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 230 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6990 680 230 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1839 179 61 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7689 737 249 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.126 Using Equation 4 FM v = v (P ) = 966 pc/h 12 F FM Actual Maximum LOS F? v 8426 9600 No FO v v 3361 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3075 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3075 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.455 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7800 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 820 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 320 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7800 820 320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2053 216 84 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8580 889 347 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.107 Using Equation 4 FM v = v (P ) = 915 pc/h 12 F FM Actual Maximum LOS F? v 9469 9600 No FO v v 3832 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3432 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3432 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 35.0+ pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, M = 0.573 S Space mean speed in ramp influence area, S = 54.0 mph R Space mean speed in outer lanes, S = 61.8 mph 0 Space mean speed for all vehicles, S = 58.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7670 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 680 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7670 230 680 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2018 61 179 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8437 249 737 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.187 Using Equation 4 FM v = v (P ) = 1126 pc/h 12 F FM Actual Maximum LOS F? v 6282 9600 No FO v v 2453 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2413 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2413 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.335 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8620 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 820 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8620 320 820 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2268 84 216 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9482 347 889 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.174 Using Equation 4 FM v = v (P ) = 1218 pc/h 12 F FM Actual Maximum LOS F? v 7329 9600 No FO v v 2882 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2792 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2792 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.369 S Space mean speed in ramp influence area, S = 59.7 mph R Space mean speed in outer lanes, S = 64.3 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6583 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 480 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 880 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1115 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6583 480 880 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1732 126 232 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7172 520 954 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.153 Using Equation 4 FM v = v (P ) = 800 pc/h 12 F FM Actual Maximum LOS F? v 5756 9600 No FO v v 2218 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2094 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2094 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.332 S Space mean speed in ramp influence area, S = 60.7 mph R Space mean speed in outer lanes, S = 66.1 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7450 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1320 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1115 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7450 670 1320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1961 176 347 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8117 726 1431 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.127 Using Equation 4 FM v = v (P ) = 737 pc/h 12 F FM Actual Maximum LOS F? v 6530 9600 No FO v v 2533 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2321 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2321 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.361 S Space mean speed in ramp influence area, S = 59.9 mph R Space mean speed in outer lanes, S = 65.5 mph 0 Space mean speed for all vehicles, S = 62.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8380 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 880 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1040 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8380 880 1040 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2205 232 274 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9130 954 1128 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3723 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7304 9600 No Fi F v = v - v 6350 9600 No FO F R v 954 2000 No R v v 1790 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3723 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3723 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.514 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 73.7 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9610 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1330 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9610 1320 1330 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2529 347 350 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10470 1431 1442 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4459 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8376 9600 No Fi F v = v - v 6945 9600 No FO F R v 1431 2000 No R v v 1958 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4459 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4459 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.557 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 73.1 mph 0 Space mean speed for all vehicles, S = 61.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7500 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1040 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 880 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7500 1040 880 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1974 274 232 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8171 1128 954 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2534 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6537 9600 No Fi F v = v - v 5409 9600 No FO F R v 1128 3800 No R v v 2001 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2614 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2614 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.530 S Space mean speed in ramp influence area, S = 55.2 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 64.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8290 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1320 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8290 1330 1320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2182 350 347 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9032 1442 1431 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2946 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7226 9600 No Fi F v = v - v 5784 9600 No FO F R v 1442 3800 No R v v 2140 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2946 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2946 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 16.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.558 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 72.3 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 3790 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 160 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3790 160 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 997 42 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 4109 173 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.649 Using Equation 5 FD v = v + (v - v ) P = 2729 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4109 7200 No Fi F v = v - v 3936 7200 No FO F R v 173 2000 No R v v 1380 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2729 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2729 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.444 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = 75.3 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 5150 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5150 180 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1355 47 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 5584 195 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.611 Using Equation 5 FD v = v + (v - v ) P = 3490 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5584 7200 No Fi F v = v - v 5389 7200 No FO F R v 195 2000 No R v v 2094 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3490 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3490 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.446 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 72.5 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5008 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 220 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5008 260 220 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1318 68 58 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5430 282 239 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 773 pc/h 12 F FM Actual Maximum LOS F? v 4518 9600 No FO v v 1731 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1694 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1694 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.314 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.2 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8092 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8092 420 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2129 111 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8773 455 325 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.161 Using Equation 4 FM v = v (P ) = 1009 pc/h 12 F FM Actual Maximum LOS F? v 6728 9600 No FO v v 2632 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2509 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2509 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.362 S Space mean speed in ramp influence area, S = 59.9 mph R Space mean speed in outer lanes, S = 65.0 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5790 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5790 220 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1524 58 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6278 239 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 897 pc/h 12 F FM Actual Maximum LOS F? v 5011 9600 No FO v v 1937 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1908 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1908 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.319 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.6 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9410 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9410 300 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2476 79 111 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10202 325 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.177 Using Equation 4 FM v = v (P ) = 1365 pc/h 12 F FM Actual Maximum LOS F? v 8027 9600 No FO v v 3168 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3080 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3080 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.403 S Space mean speed in ramp influence area, S = 58.7 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 61.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6270 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 710 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 300 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6270 710 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1650 187 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6798 770 325 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2954 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5779 9600 No Fi F v = v - v 5009 9600 No FO F R v 770 2000 No R v v 1412 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2954 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2954 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.497 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 75.2 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 310 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 300 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10130 310 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2666 82 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10983 336 325 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4021 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8787 9600 No Fi F v = v - v 8451 9600 No FO F R v 336 2000 No R v v 2383 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4021 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4021 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 34.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.458 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 71.4 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5860 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5860 220 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1542 58 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6353 239 325 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 907 pc/h 12 F FM Actual Maximum LOS F? v 5068 9600 No FO v v 1961 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1931 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1931 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.320 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.6 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10120 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 660 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10120 660 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2663 174 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10972 716 325 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.128 Using Equation 4 FM v = v (P ) = 1087 pc/h 12 F FM Actual Maximum LOS F? v 9188 9600 No FO v v 3692 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3388 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3388 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.522 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 62.0 mph 0 Space mean speed for all vehicles, S = 58.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5560 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 220 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5560 300 220 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1463 79 58 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6028 325 239 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.177 Using Equation 4 FM v = v (P ) = 812 pc/h 12 F FM Actual Maximum LOS F? v 4907 9600 No FO v v 1885 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1832 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1832 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.320 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.8 mph 0 Space mean speed for all vehicles, S = 64.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9820 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 660 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9820 300 660 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2584 79 174 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10647 325 716 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.177 Using Equation 4 FM v = v (P ) = 1443 pc/h 12 F FM Actual Maximum LOS F? v 8472 9600 No FO v v 3352 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3258 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3258 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.426 S Space mean speed in ramp influence area, S = 58.1 mph R Space mean speed in outer lanes, S = 62.6 mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5320 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 970 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 400 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5320 970 400 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1400 255 105 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5768 1052 434 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2731 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4903 9600 No Fi F v = v - v 3851 9600 No FO F R v 1052 2000 No R v v 1086 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2731 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2731 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.523 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 76.5 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9020 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 750 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 490 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9020 750 490 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2374 197 129 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9780 813 531 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3870 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7824 9600 No Fi F v = v - v 7011 9600 No FO F R v 813 2000 No R v v 1977 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3870 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3870 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.501 S Space mean speed in ramp influence area, S = 56.0 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 400 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4750 220 400 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1250 58 105 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5150 239 434 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 755 pc/h 12 F FM Actual Maximum LOS F? v 4257 9600 No FO v v 1631 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1607 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1607 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.311 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.5 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8760 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 500 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 490 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8760 500 490 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2305 132 129 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9498 542 531 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.150 Using Equation 4 FM v = v (P ) = 1050 pc/h 12 F FM Actual Maximum LOS F? v 7540 9600 No FO v v 2974 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2799 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2799 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.396 S Space mean speed in ramp influence area, S = 58.9 mph R Space mean speed in outer lanes, S = 64.2 mph 0 Space mean speed for all vehicles, S = 61.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4350 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 200 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4350 400 200 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1145 105 53 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4716 434 217 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.164 Using Equation 4 FM v = v (P ) = 602 pc/h 12 F FM Actual Maximum LOS F? v 4113 9600 No FO v v 1538 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1471 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1471 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.312 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.8 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8270 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 490 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 500 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8270 490 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2176 129 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8966 531 542 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.151 Using Equation 4 FM v = v (P ) = 979 pc/h 12 F FM Actual Maximum LOS F? v 6997 9600 No FO v v 2743 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2586 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2586 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.374 S Space mean speed in ramp influence area, S = 59.5 mph R Space mean speed in outer lanes, S = 64.8 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4780 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 910 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4780 910 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1258 239 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5183 987 564 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2591 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4665 9600 No Fi F v = v - v 3678 9600 No FO F R v 987 2000 No R v v 1037 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2591 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2591 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 22.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.517 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 76.6 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11550 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 860 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 650 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11550 860 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3039 226 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12523 932 705 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4894 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10019 9600 Yes Fi F v = v - v 9087 9600 No FO F R v 932 2000 No R v v 2562 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4894 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4894 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 41.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.512 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 70.7 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4390 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4390 420 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1155 111 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4760 455 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.161 Using Equation 4 FM v = v (P ) = 598 pc/h 12 F FM Actual Maximum LOS F? v 4168 9600 No FO v v 1557 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1485 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1485 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.313 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.8 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 650 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11340 900 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2984 237 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12295 976 705 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 938 pc/h 12 F FM Actual Maximum LOS F? v 10771 9600 Yes FO v v 4428 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3918 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3918 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 40.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.807 S Space mean speed in ramp influence area, S = 47.4 mph R Space mean speed in outer lanes, S = 59.6 mph 0 Space mean speed for all vehicles, S = 53.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 3870 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3870 520 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1018 137 111 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4196 564 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 482 pc/h 12 F FM Actual Maximum LOS F? v 3837 9600 No FO v v 1395 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1309 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1309 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.311 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 68.3 mph 0 Space mean speed for all vehicles, S = 64.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 900 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10690 650 900 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2813 171 237 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11590 705 976 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.130 Using Equation 4 FM v = v (P ) = 1179 pc/h 12 F FM Actual Maximum LOS F? v 9795 9600 Yes FO v v 3955 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3636 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3636 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 35.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.585 S Space mean speed in ramp influence area, S = 53.6 mph R Space mean speed in outer lanes, S = 60.9 mph 0 Space mean speed for all vehicles, S = 57.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 13550 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1770 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 240 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 13550 1770 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3566 466 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 14691 1919 260 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 6207 pc/h 12 R F R FD Actual Maximum LOS F? v = v 11753 9600 Yes Fi F v = v - v 9834 9600 Yes FO F R v 1919 2000 No R v v 2773 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6353 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6353 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 54.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.601 S Space mean speed in ramp influence area, S = 53.2 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 59.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8250 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1150 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 500 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8250 1150 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2171 303 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8945 1247 542 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3823 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7156 9600 No Fi F v = v - v 5909 9600 No FO F R v 1247 2000 No R v v 1666 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3823 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3823 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.540 S Space mean speed in ramp influence area, S = 54.9 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11780 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 670 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11780 240 670 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3100 63 176 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12772 260 726 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 2367 pc/h 12 F FM Actual Maximum LOS F? v 13032 9600 Yes FO v v 5202 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7372 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7372 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 61.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 8.332 S Space mean speed in ramp influence area, S = -163.3 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 312.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 500 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 560 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7100 500 560 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1868 132 147 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7698 542 607 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.150 Using Equation 4 FM v = v (P ) = 1155 pc/h 12 F FM Actual Maximum LOS F? v 8240 9600 No FO v v 3271 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3079 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3079 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.432 S Space mean speed in ramp influence area, S = 57.9 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 60.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12020 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12020 670 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3163 176 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13032 726 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.127 Using Equation 4 FM v = v (P ) = 1656 pc/h 12 F FM Actual Maximum LOS F? v 13758 9600 Yes FO v v 5688 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7632 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7632 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 67.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 16.916 S Space mean speed in ramp influence area, S = -403.7 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 203.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 560 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 500 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7600 560 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2000 147 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8240 607 542 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.142 Using Equation 4 FM v = v (P ) = 1169 pc/h 12 F FM Actual Maximum LOS F? v 8847 9600 No FO v v 3535 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3296 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3296 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.479 S Space mean speed in ramp influence area, S = 56.6 mph R Space mean speed in outer lanes, S = 62.4 mph 0 Space mean speed for all vehicles, S = 59.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12470 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1020 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 260 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12470 1020 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3282 268 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13520 1106 282 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 6519 pc/h 12 R F R FD Actual Maximum LOS F? v = v 13520 9600 Yes Fi F v = v - v 12414 9600 Yes FO F R v 1106 2000 No R v v 3500 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 8120 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 8120 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 69.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.528 S Space mean speed in ramp influence area, S = 55.2 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 60.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10190 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 790 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 500 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10190 790 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2682 208 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11048 857 542 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5300 pc/h 12 R F R FD Actual Maximum LOS F? v = v 11048 9600 Yes Fi F v = v - v 10191 9600 Yes FO F R v 857 2000 No R v v 2874 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5648 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5648 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 48.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.505 S Space mean speed in ramp influence area, S = 55.9 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11450 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 180 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11450 260 180 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3013 68 47 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12414 282 195 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 2266 pc/h 12 F FM Actual Maximum LOS F? v 12696 9600 Yes FO v v 5074 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7014 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7014 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 59.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 6.036 S Space mean speed in ramp influence area, S = -99.0 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 861.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 500 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 460 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9400 500 460 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2474 132 121 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10192 542 499 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.150 Using Equation 4 FM v = v (P ) = 1529 pc/h 12 F FM Actual Maximum LOS F? v 10734 9600 Yes FO v v 4331 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4076 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4076 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 38.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.681 S Space mean speed in ramp influence area, S = 50.9 mph R Space mean speed in outer lanes, S = 58.9 mph 0 Space mean speed for all vehicles, S = 55.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11710 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11710 180 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3082 47 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12696 195 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.193 Using Equation 4 FM v = v (P ) = 2456 pc/h 12 F FM Actual Maximum LOS F? v 12891 9600 Yes FO v v 5120 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7296 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7296 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 60.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 7.274 S Space mean speed in ramp influence area, S = -133.7 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 398.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 460 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 500 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9900 460 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2605 121 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10734 499 542 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.155 Using Equation 4 FM v = v (P ) = 1668 pc/h 12 F FM Actual Maximum LOS F? v 11233 9600 Yes FO v v 4533 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4293 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4293 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.756 S Space mean speed in ramp influence area, S = 48.8 mph R Space mean speed in outer lanes, S = 58.0 mph 0 Space mean speed for all vehicles, S = 53.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 230 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9570 870 230 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2518 229 61 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10376 943 249 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4151 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8301 9600 No Fi F v = v - v 7358 9600 No FO F R v 943 2000 No R v v 2075 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4151 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4151 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 35.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 72.6 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10300 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 860 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 650 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10300 860 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2711 226 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11167 932 705 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4421 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8934 9600 No Fi F v = v - v 8002 9600 No FO F R v 932 2000 No R v v 2256 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4421 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4421 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.512 S Space mean speed in ramp influence area, S = 55.7 mph R Space mean speed in outer lanes, S = 71.9 mph 0 Space mean speed for all vehicles, S = 62.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 8700 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8700 230 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2289 61 229 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9433 249 943 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.187 Using Equation 4 FM v = v (P ) = 1761 pc/h 12 F FM Actual Maximum LOS F? v 9682 9600 Yes FO v v 3836 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3773 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3773 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.504 S Space mean speed in ramp influence area, S = 55.9 mph R Space mean speed in outer lanes, S = 60.3 mph 0 Space mean speed for all vehicles, S = 58.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9440 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 860 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9440 650 860 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2484 171 226 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10235 705 932 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.130 Using Equation 4 FM v = v (P ) = 1327 pc/h 12 F FM Actual Maximum LOS F? v 10940 9600 Yes FO v v 4454 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4094 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4094 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.759 S Space mean speed in ramp influence area, S = 48.7 mph R Space mean speed in outer lanes, S = 58.8 mph 0 Space mean speed for all vehicles, S = 53.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8930 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 430 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8930 530 430 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2350 139 113 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9682 575 466 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3702 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7746 9600 No Fi F v = v - v 7171 9600 No FO F R v 575 2000 No R v v 2022 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3702 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3702 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.480 S Space mean speed in ramp influence area, S = 56.6 mph R Space mean speed in outer lanes, S = 72.8 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10090 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 680 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 600 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10090 680 600 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2655 179 158 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10940 737 651 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4232 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8752 9600 No Fi F v = v - v 8015 9600 No FO F R v 737 2000 No R v v 2260 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4232 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4232 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 36.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.494 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 71.9 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1340 430 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 353 113 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 1453 466 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1453 pc/h 12 F FM Actual Maximum LOS F? v 1919 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1453 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1453 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.313 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1660 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 600 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1660 600 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 437 158 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 1800 651 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1800 pc/h 12 F FM Actual Maximum LOS F? v 2451 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1800 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1800 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.331 S Space mean speed in ramp influence area, S = 60.7 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9450 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 980 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9450 230 980 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2487 61 258 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10196 248 1057 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4585 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10196 9600 Yes Fi F v = v - v 9948 9600 Yes FO F R v 248 2000 No R v v 2805 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4796 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4796 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 41.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.450 S Space mean speed in ramp influence area, S = 57.4 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 63.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1360 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11130 300 1360 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2929 79 358 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12009 324 1467 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5419 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12009 9600 Yes Fi F v = v - v 11685 9600 Yes FO F R v 324 2000 No R v v 3295 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6609 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6609 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 56.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.457 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: On-Ramp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9220 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 980 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 230 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9220 980 230 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2426 258 61 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9948 1057 248 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.086 Using Equation 4 FM v = v (P ) = 852 pc/h 12 F FM Actual Maximum LOS F? v 11005 9600 Yes FO v v 4548 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3979 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3979 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.886 S Space mean speed in ramp influence area, S = 45.2 mph R Space mean speed in outer lanes, S = 59.4 mph 0 Space mean speed for all vehicles, S = 51.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: EB On-Ramp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10830 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1360 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10830 1360 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2850 358 79 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11685 1467 324 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.034 Using Equation 4 FM v = v (P ) = 402 pc/h 12 F FM Actual Maximum LOS F? v 13152 9600 Yes FO v v 5641 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4674 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4674 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 49.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 2.098 S Space mean speed in ramp influence area, S = 11.3 mph R Space mean speed in outer lanes, S = 56.2 mph 0 Space mean speed for all vehicles, S = 19.6 mph ---PAGE BREAK--- ROUTE: SR-22 Eastbound RAMP: Connector to I-5/SR-57/The City Drive/Bristol Street FORECAST YEAR: 2030 No Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 8,560 9,236 0.95 Max Upstream Fwy Flow, VF1 11,750 5 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 32.5 0.976 Level of service, LOS D 1.00 Level 9,236 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, Vp Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector to I-5/SR-57/City Dr Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11090 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 4460 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11090 4460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2918 1174 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 11966 4812 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 6050 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9573 9600 No Fi F v = v - v 4761 9600 No FO F R v 4812 3800 Yes R v v 1761 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6050 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6050 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 40.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.861 S Space mean speed in ramp influence area, S = 45.9 mph R Space mean speed in outer lanes, S = 73.8 mph 0 Space mean speed for all vehicles, S = 53.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 5010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5010 330 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1318 87 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5406 356 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.608 Using Equation 5 FD v = v + (v - v ) P = 3429 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5406 7200 No Fi F v = v - v 5050 7200 No FO F R v 356 2000 No R v v 1977 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3429 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3429 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.460 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 62.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 6690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 460 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6690 460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1761 121 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 7218 496 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.557 Using Equation 5 FD v = v + (v - v ) P = 4238 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7218 7200 Yes Fi F v = v - v 6722 7200 No FO F R v 496 2000 No R v v 2980 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4518 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4518 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.473 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 3340 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2090 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3340 2090 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 879 550 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 3604 2255 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 2000 pc/h 12 F FM Actual Maximum LOS F? v 5859 7200 No FO v v 1604 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2059 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2059 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.507 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 66.2 mph 0 Space mean speed for all vehicles, S = 58.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 4390 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2950 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4390 2950 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1155 776 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4737 3183 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 2629 pc/h 12 F FM Actual Maximum LOS F? v 7920 7200 Yes FO v v 2108 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2706 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2706 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 40.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.624 S Space mean speed in ramp influence area, S = 24.5 mph R Space mean speed in outer lanes, S = 64.5 mph 0 Space mean speed for all vehicles, S = 29.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4340 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1830 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4340 1830 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1142 482 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4683 1974 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2678 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4683 9600 No Fi F v = v - v 2709 9600 No FO F R v 1974 3800 No R v v 1002 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2678 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2678 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.606 S Space mean speed in ramp influence area, S = 53.0 mph R Space mean speed in outer lanes, S = 76.8 mph 0 Space mean speed for all vehicles, S = 61.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 8910 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 2300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8910 2300 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2345 605 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 9613 2482 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 4336 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9613 9600 Yes Fi F v = v - v 7131 9600 No FO F R v 2482 3800 No R v v 2638 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4336 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4336 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 28.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.651 S Space mean speed in ramp influence area, S = 51.8 mph R Space mean speed in outer lanes, S = 70.4 mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2000 380 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 526 100 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2158 410 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2158 pc/h 12 F FM Actual Maximum LOS F? v 2568 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2158 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2158 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.337 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2480 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 470 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2480 470 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 653 124 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2676 507 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2676 pc/h 12 F FM Actual Maximum LOS F? v 3183 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2676 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2676 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.380 S Space mean speed in ramp influence area, S = 59.4 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 59.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4660 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2000 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4660 2000 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1226 526 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5028 2158 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 820 pc/h 12 F FM Actual Maximum LOS F? v 6080 9600 No FO v v 1551 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1568 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1568 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.378 S Space mean speed in ramp influence area, S = 59.4 mph R Space mean speed in outer lanes, S = 67.6 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9310 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2480 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9310 2480 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2450 653 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 10045 2676 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1577 pc/h 12 F FM Actual Maximum LOS F? v 10221 9600 Yes FO v v 2984 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3018 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3018 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.375 S Space mean speed in ramp influence area, S = 31.5 mph R Space mean speed in outer lanes, S = 63.7 mph 0 Space mean speed for all vehicles, S = 40.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7040 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 640 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 550 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7040 640 550 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1853 168 145 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7596 691 593 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2091 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6077 9600 No Fi F v = v - v 5386 9600 No FO F R v 691 3800 No R v v 1993 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2430 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2430 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 11.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.490 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 73.6 mph 0 Space mean speed for all vehicles, S = 65.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12260 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 790 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12260 870 790 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3226 229 208 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13228 939 852 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3446 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10583 9600 Yes Fi F v = v - v 9644 9600 Yes FO F R v 939 3800 No R v v 3568 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5183 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5183 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 35.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 550 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 640 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6400 550 640 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1684 145 168 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6905 593 691 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.144 Using Equation 4 FM v = v (P ) = 992 pc/h 12 F FM Actual Maximum LOS F? v 7498 9600 No FO v v 2956 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2762 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2762 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.398 S Space mean speed in ramp influence area, S = 58.9 mph R Space mean speed in outer lanes, S = 64.3 mph 0 Space mean speed for all vehicles, S = 61.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - No Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11390 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 790 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11390 790 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2997 208 229 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12289 852 939 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.111 Using Equation 4 FM v = v (P ) = 1368 pc/h 12 F FM Actual Maximum LOS F? v 13141 9600 Yes FO v v 5460 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4915 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4915 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 46.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.532 S Space mean speed in ramp influence area, S = 27.1 mph R Space mean speed in outer lanes, S = 55.1 mph 0 Space mean speed for all vehicles, S = 37.9 mph ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix A-P eCp creeway oamp Analysis torksheets under OMPM tith mroject Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5320 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2020 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 340 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5320 2020 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1400 532 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5796 2190 369 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1211 pc/h 12 F FM Actual Maximum LOS F? v 7986 9600 No FO v v 2292 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2318 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2318 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.570 S Space mean speed in ramp influence area, S = 54.0 mph R Space mean speed in outer lanes, S = 65.5 mph 0 Space mean speed for all vehicles, S = 58.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11570 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11570 2800 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3045 737 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12605 3036 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 2634 pc/h 12 F FM Actual Maximum LOS F? v 15641 9600 Yes FO v v 4985 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7205 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7205 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 74.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 109.530 S Space mean speed in ramp influence area, S = -2996.8 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 184.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7170 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 340 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1350 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7170 340 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1887 89 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7812 369 1464 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2933 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6250 9600 No Fi F v = v - v 5881 9600 No FO F R v 369 2000 No R v v 1658 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2933 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2933 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.461 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 65.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 14370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 890 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 14370 420 890 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3782 111 234 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 15656 455 965 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5718 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12525 9600 Yes Fi F v = v - v 12070 9600 Yes FO F R v 455 2000 No R v v 3403 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7125 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 7125 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 61.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.469 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6830 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1350 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 340 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6830 1350 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1797 355 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7441 1464 369 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2631 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5953 9600 No Fi F v = v - v 4489 9600 No FO F R v 1464 3800 No R v v 1661 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2631 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2631 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.560 S Space mean speed in ramp influence area, S = 54.3 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 63.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 13950 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 890 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 420 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 13950 890 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3671 234 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 15198 965 455 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3875 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12159 9600 Yes Fi F v = v - v 11194 9600 Yes FO F R v 965 3800 No R v v 4142 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6759 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6759 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 48.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.515 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1520 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 110 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1520 110 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 400 29 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1600 116 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 1600 pc/h 12 R F R FD Actual Maximum LOS F? v = v 1600 4800 No Fi F v = v - v 1484 4800 No FO F R v 116 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1600 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 1600 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.438 S Space mean speed in ramp influence area, S = 57.7 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2050 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 160 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2050 160 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 539 42 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2158 168 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2158 pc/h 12 R F R FD Actual Maximum LOS F? v = v 2158 4800 No Fi F v = v - v 1990 4800 No FO F R v 168 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2158 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2158 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 18.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.443 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 57.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5700 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1350 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5700 230 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1500 61 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6210 249 1464 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.187 Using Equation 4 FM v = v (P ) = 881 pc/h 12 F FM Actual Maximum LOS F? v 4969 9600 No FO v v 1919 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1888 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1888 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.319 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.7 mph 0 Space mean speed for all vehicles, S = 64.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 13060 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 890 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 13060 440 890 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3437 116 234 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 14229 477 965 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 1855 pc/h 12 F FM Actual Maximum LOS F? v 12206 9600 Yes FO v v 4937 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4691 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4691 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 42.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.971 S Space mean speed in ramp influence area, S = 42.8 mph R Space mean speed in outer lanes, S = 56.2 mph 0 Space mean speed for all vehicles, S = 49.6 mph ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 5,810 6,391 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 22.5 0.957 Level of service, LOS C 1.00 Level 6,391 User Input Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 12,710 13,981 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max Yes 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 N/A 0.957 Level of service, LOS F 1.00 Level 13,981 User Input * N/A: outside the limitation of the formula Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4860 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 370 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1050 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4860 370 1050 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1279 97 276 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5346 401 1138 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.168 Using Equation 4 FM v = v (P ) = 896 pc/h 12 F FM Actual Maximum LOS F? v 5747 9600 No FO v v 2225 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2138 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2138 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.328 S Space mean speed in ramp influence area, S = 60.8 mph R Space mean speed in outer lanes, S = 66.0 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 570 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1740 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11000 570 1740 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2895 150 458 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12100 618 1887 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.141 Using Equation 4 FM v = v (P ) = 1701 pc/h 12 F FM Actual Maximum LOS F? v 12718 9600 Yes FO v v 5199 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4840 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4840 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 44.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.194 S Space mean speed in ramp influence area, S = 36.6 mph R Space mean speed in outer lanes, S = 55.5 mph 0 Space mean speed for all vehicles, S = 45.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 370 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5230 260 370 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1376 68 97 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5753 282 401 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 1050 pc/h 12 F FM Actual Maximum LOS F? v 6035 9600 No FO v v 2351 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2301 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2301 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.338 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = 65.6 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11540 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 570 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11540 410 570 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3037 108 150 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12694 445 618 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.162 Using Equation 4 FM v = v (P ) = 2059 pc/h 12 F FM Actual Maximum LOS F? v 13139 9600 Yes FO v v 5317 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7294 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7294 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 62.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 9.241 S Space mean speed in ramp influence area, S = -188.8 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 277.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2500 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2500 220 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 658 58 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2632 232 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2632 pc/h 12 F FM Actual Maximum LOS F? v 2864 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2632 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2632 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.354 S Space mean speed in ramp influence area, S = 60.1 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 3600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3600 930 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 947 245 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 3789 979 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 3789 pc/h 12 F FM Actual Maximum LOS F? v 4768 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3789 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3789 4600 Yes R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, M = 0.745 S Space mean speed in ramp influence area, S = 49.1 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 49.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5490 440 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1445 116 68 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6039 477 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 955 pc/h 12 F FM Actual Maximum LOS F? v 6516 9600 No FO v v 2542 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2415 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2415 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.349 S Space mean speed in ramp influence area, S = 60.2 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 62.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 410 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11950 1290 410 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3145 339 108 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13145 1399 445 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.043 Using Equation 4 FM v = v (P ) = 564 pc/h 12 F FM Actual Maximum LOS F? v 14544 9600 Yes FO v v 6290 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 5258 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 5258 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 53.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 3.314 S Space mean speed in ramp influence area, S = -22.8 mph R Space mean speed in outer lanes, S = 53.6 mph 0 Space mean speed for all vehicles, S = mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5780 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 820 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 290 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5780 820 290 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1521 216 76 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6358 889 314 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2858 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5405 9600 No Fi F v = v - v 4516 9600 No FO F R v 889 2000 No R v v 1273 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2858 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2858 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.508 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 75.7 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1010 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 740 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11750 1010 740 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3092 266 195 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12925 1095 802 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5126 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10340 9600 Yes Fi F v = v - v 9245 9600 No FO F R v 1095 2000 No R v v 2607 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5126 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5126 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 43.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.527 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 70.5 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4980 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 820 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4980 290 820 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1311 76 216 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5478 314 889 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.179 Using Equation 4 FM v = v (P ) = 978 pc/h 12 F FM Actual Maximum LOS F? v 5792 9600 No FO v v 2250 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2191 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2191 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.327 S Space mean speed in ramp influence area, S = 60.9 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10740 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 740 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1010 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10740 740 1010 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2826 195 266 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11814 802 1095 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.118 Using Equation 4 FM v = v (P ) = 1389 pc/h 12 F FM Actual Maximum LOS F? v 12616 9600 Yes FO v v 5212 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4725 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4725 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 44.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.259 S Space mean speed in ramp influence area, S = 34.7 mph R Space mean speed in outer lanes, S = 56.0 mph 0 Space mean speed for all vehicles, S = 44.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7870 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1260 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7870 700 1260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2071 184 332 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8657 759 1366 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3448 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6926 9600 No Fi F v = v - v 6167 9600 No FO F R v 759 2000 No R v v 1739 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3448 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3448 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.496 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 73.9 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8830 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1020 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8830 700 1020 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2324 184 268 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9713 759 1106 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3816 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7771 9600 No Fi F v = v - v 7012 9600 No FO F R v 759 2000 No R v v 1977 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3816 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3816 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.496 S Space mean speed in ramp influence area, S = 56.1 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7170 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1260 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 700 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7170 1260 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1887 332 184 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7887 1366 759 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.047 Using Equation 4 FM v = v (P ) = 265 pc/h 12 F FM Actual Maximum LOS F? v 7006 9600 No FO v v 2687 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2256 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2256 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.425 S Space mean speed in ramp influence area, S = 58.1 mph R Space mean speed in outer lanes, S = 65.7 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8140 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1020 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 700 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1300 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8140 1020 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2142 268 184 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8954 1106 759 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.080 Using Equation 4 FM v = v (P ) = 513 pc/h 12 F FM Actual Maximum LOS F? v 7560 9600 No FO v v 2970 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2581 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2581 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.435 S Space mean speed in ramp influence area, S = 57.8 mph R Space mean speed in outer lanes, S = 64.8 mph 0 Space mean speed for all vehicles, S = 61.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8430 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 730 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 940 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8430 730 940 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2218 192 247 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9273 791 1019 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3681 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7419 9600 No Fi F v = v - v 6628 9600 No FO F R v 791 2000 No R v v 1869 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3681 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3681 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.499 S Space mean speed in ramp influence area, S = 56.0 mph R Space mean speed in outer lanes, S = 73.4 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at Disney Way Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9150 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 590 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 410 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 1130 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9150 590 410 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2408 155 108 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10065 640 445 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3872 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8052 9600 No Fi F v = v - v 7412 9600 No FO F R v 640 2000 No R v v 2090 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3872 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3872 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.486 S Space mean speed in ramp influence area, S = 56.4 mph R Space mean speed in outer lanes, S = 72.5 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 6,860 7,546 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 26.5 0.957 Level of service, LOS C 1.00 Level 7,546 User Input Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF ---PAGE BREAK--- ROUTE: I-5 Southbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 7,770 8,547 0.95 Max Upstream Fwy Flow, VF1 11,750 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 30.1 0.957 Level of service, LOS D 1.00 Level 8,547 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2910 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2910 800 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 766 211 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 3063 842 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 3063 pc/h 12 R F R FD Actual Maximum LOS F? v = v 3063 4800 No Fi F v = v - v 2221 4800 No FO F R v 842 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3063 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3063 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.504 S Space mean speed in ramp influence area, S = 55.9 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 55.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV Off-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 450 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2690 450 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 708 118 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2832 474 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 1.000 Using Equation 0 FD v = v + (v - v ) P = 2832 pc/h 12 R F R FD Actual Maximum LOS F? v = v 2832 4800 No Fi F v = v - v 2358 4800 No FO F R v 474 2000 No R v v 0 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2832 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2832 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.471 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 56.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 940 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5990 440 940 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1576 116 247 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6589 477 1019 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 1042 pc/h 12 F FM Actual Maximum LOS F? v 7066 9600 No FO v v 2773 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2635 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2635 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.367 S Space mean speed in ramp influence area, S = 59.7 mph R Space mean speed in outer lanes, S = 64.7 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Anaheim Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7410 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 590 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 410 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1630 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7410 590 410 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1950 155 108 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8151 640 445 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.138 Using Equation 4 FM v = v (P ) = 1123 pc/h 12 F FM Actual Maximum LOS F? v 8791 9600 No FO v v 3514 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3260 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3260 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.472 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = 62.6 mph 0 Space mean speed for all vehicles, S = 59.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6420 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 960 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 440 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6420 960 440 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1689 253 116 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7062 1041 477 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.088 Using Equation 4 FM v = v (P ) = 619 pc/h 12 F FM Actual Maximum LOS F? v 8103 9600 No FO v v 3221 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2824 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2824 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.465 S Space mean speed in ramp influence area, S = 57.0 mph R Space mean speed in outer lanes, S = 64.2 mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7970 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 810 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 590 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7970 810 590 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2097 213 155 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8767 878 640 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.108 Using Equation 4 FM v = v (P ) = 947 pc/h 12 F FM Actual Maximum LOS F? v 9645 9600 Yes FO v v 3910 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3506 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3506 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 35.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.592 S Space mean speed in ramp influence area, S = 53.4 mph R Space mean speed in outer lanes, S = 61.5 mph 0 Space mean speed for all vehicles, S = 57.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7620 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 640 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 960 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7620 640 960 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2005 168 253 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8382 694 1041 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3315 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6706 9600 No Fi F v = v - v 6012 9600 No FO F R v 694 2000 No R v v 1695 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3315 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3315 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.490 S Space mean speed in ramp influence area, S = 56.3 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8640 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 700 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 810 vph Position of adjacent ramp Upstream Type of adjacent ramp On Distance to adjacent ramp 1290 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8640 870 810 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2274 229 213 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9504 943 878 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3847 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7604 9600 No Fi F v = v - v 6661 9600 No FO F R v 943 2000 No R v v 1878 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3847 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3847 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 73.4 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2170 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2170 240 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 571 63 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2284 253 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2284 pc/h 12 F FM Actual Maximum LOS F? v 2537 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2284 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2284 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.335 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2370 330 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 624 87 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 2495 347 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2495 pc/h 12 F FM Actual Maximum LOS F? v 2842 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2495 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2495 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.353 S Space mean speed in ramp influence area, S = 60.1 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6990 700 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1839 184 63 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7689 759 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 945 pc/h 12 F FM Actual Maximum LOS F? v 8448 9600 No FO v v 3372 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3075 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3075 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.459 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 60.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7800 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 320 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7800 900 320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2053 237 84 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8580 976 347 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 822 pc/h 12 F FM Actual Maximum LOS F? v 9556 9600 No FO v v 3879 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3432 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3432 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 35.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, M = 0.599 S Space mean speed in ramp influence area, S = 53.2 mph R Space mean speed in outer lanes, S = 61.8 mph 0 Space mean speed for all vehicles, S = 57.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7680 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 700 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7680 240 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2021 63 184 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8448 260 759 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 1119 pc/h 12 F FM Actual Maximum LOS F? v 6301 9600 No FO v v 2461 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2416 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2416 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.336 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8670 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 900 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8670 320 900 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2282 84 237 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9537 347 976 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.174 Using Equation 4 FM v = v (P ) = 1227 pc/h 12 F FM Actual Maximum LOS F? v 7384 9600 No FO v v 2905 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2814 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2814 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.371 S Space mean speed in ramp influence area, S = 59.6 mph R Space mean speed in outer lanes, S = 64.2 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 480 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 950 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1170 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6600 480 950 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1737 126 250 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7191 520 1030 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.153 Using Equation 4 FM v = v (P ) = 802 pc/h 12 F FM Actual Maximum LOS F? v 5770 9600 No FO v v 2224 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2100 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2100 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 21.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.333 S Space mean speed in ramp influence area, S = 60.7 mph R Space mean speed in outer lanes, S = 66.1 mph 0 Space mean speed for all vehicles, S = 63.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7492 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1320 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1170 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7492 670 1320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1972 176 347 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8162 726 1431 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.127 Using Equation 4 FM v = v (P ) = 741 pc/h 12 F FM Actual Maximum LOS F? v 6562 9600 No FO v v 2547 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2334 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2334 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.362 S Space mean speed in ramp influence area, S = 59.9 mph R Space mean speed in outer lanes, S = 65.5 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 950 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1060 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8400 950 1060 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2211 250 279 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9152 1030 1149 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3773 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7322 9600 No Fi F v = v - v 6292 9600 No FO F R v 1030 2000 No R v v 1774 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3773 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3773 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.521 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 73.8 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9610 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1350 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9610 1320 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2529 347 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10470 1431 1464 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4459 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8376 9600 No Fi F v = v - v 6945 9600 No FO F R v 1431 2000 No R v v 1958 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4459 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4459 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.557 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 73.1 mph 0 Space mean speed for all vehicles, S = 61.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7500 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1060 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 950 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7500 1060 950 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1974 279 250 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8171 1149 1030 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2550 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6537 9600 No Fi F v = v - v 5388 9600 No FO F R v 1149 3800 No R v v 1993 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2614 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2614 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.531 S Space mean speed in ramp influence area, S = 55.1 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 EB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8290 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1350 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1320 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8290 1350 1320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2182 355 347 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9032 1464 1431 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2962 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7226 9600 No Fi F v = v - v 5762 9600 No FO F R v 1464 3800 No R v v 2132 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2962 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2962 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 16.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.560 S Space mean speed in ramp influence area, S = 54.3 mph R Space mean speed in outer lanes, S = 72.4 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 3890 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 160 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3890 160 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1024 42 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 4218 173 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.647 Using Equation 5 FD v = v + (v - v ) P = 2788 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4218 7200 No Fi F v = v - v 4045 7200 No FO F R v 173 2000 No R v v 1430 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2788 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2788 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.444 S Space mean speed in ramp influence area, S = 57.6 mph R Space mean speed in outer lanes, S = 75.1 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 5340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5340 180 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1405 47 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 5790 195 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.606 Using Equation 5 FD v = v + (v - v ) P = 3587 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5790 7200 No Fi F v = v - v 5595 7200 No FO F R v 195 2000 No R v v 2203 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3587 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3587 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.446 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 72.1 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5142 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 220 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5142 260 220 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1353 68 58 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5575 282 239 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 774 pc/h 12 F FM Actual Maximum LOS F? v 4520 9600 No FO v v 1732 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1695 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1695 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.314 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.2 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8158 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 320 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8158 430 320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2147 113 84 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8845 466 347 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.160 Using Equation 4 FM v = v (P ) = 1012 pc/h 12 F FM Actual Maximum LOS F? v 6811 9600 No FO v v 2666 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2538 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2538 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.365 S Space mean speed in ramp influence area, S = 59.8 mph R Space mean speed in outer lanes, S = 64.9 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5950 220 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1566 58 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6451 239 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.188 Using Equation 4 FM v = v (P ) = 921 pc/h 12 F FM Actual Maximum LOS F? v 5142 9600 No FO v v 1991 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1961 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1961 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.321 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.5 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9470 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 430 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9470 320 430 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2492 84 113 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10267 347 466 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.174 Using Equation 4 FM v = v (P ) = 1355 pc/h 12 F FM Actual Maximum LOS F? v 8114 9600 No FO v v 3206 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3106 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3106 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.409 S Space mean speed in ramp influence area, S = 58.5 mph R Space mean speed in outer lanes, S = 63.3 mph 0 Space mean speed for all vehicles, S = 61.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6430 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 720 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 300 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6430 720 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1692 189 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6971 781 325 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3024 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5926 9600 No Fi F v = v - v 5145 9600 No FO F R v 781 2000 No R v v 1451 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3024 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3024 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.498 S Space mean speed in ramp influence area, S = 56.0 mph R Space mean speed in outer lanes, S = 75.0 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10220 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 350 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10220 320 350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2689 84 92 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11081 347 379 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4061 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8865 9600 No Fi F v = v - v 8518 9600 No FO F R v 347 2000 No R v v 2402 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4061 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4061 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 34.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.459 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 71.3 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 340 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6010 340 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1582 89 79 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6516 369 325 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.172 Using Equation 4 FM v = v (P ) = 817 pc/h 12 F FM Actual Maximum LOS F? v 5126 9600 No FO v v 1970 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1902 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1902 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.324 S Space mean speed in ramp influence area, S = 60.9 mph R Space mean speed in outer lanes, S = 66.7 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study- With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10250 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 690 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 350 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1080 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10250 690 350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2697 182 92 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11113 748 379 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.124 Using Equation 4 FM v = v (P ) = 1071 pc/h 12 F FM Actual Maximum LOS F? v 9361 9600 No FO v v 3771 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3445 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3445 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.544 S Space mean speed in ramp influence area, S = 54.8 mph R Space mean speed in outer lanes, S = 61.8 mph 0 Space mean speed for all vehicles, S = 58.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5710 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 340 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5710 300 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1503 79 89 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6191 325 369 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.177 Using Equation 4 FM v = v (P ) = 834 pc/h 12 F FM Actual Maximum LOS F? v 5031 9600 No FO v v 1936 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1882 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1882 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.321 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 66.7 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 350 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 690 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 940 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9900 350 690 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2605 92 182 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10734 379 748 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.170 Using Equation 4 FM v = v (P ) = 1403 pc/h 12 F FM Actual Maximum LOS F? v 8613 9600 No FO v v 3415 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3293 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3293 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.439 S Space mean speed in ramp influence area, S = 57.7 mph R Space mean speed in outer lanes, S = 62.5 mph 0 Space mean speed for all vehicles, S = 60.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5320 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 970 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 400 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5320 970 400 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1400 255 105 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5768 1052 434 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2731 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4903 9600 No Fi F v = v - v 3851 9600 No FO F R v 1052 2000 No R v v 1086 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2731 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2731 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 23.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.523 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 76.5 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9180 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 770 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 500 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9180 770 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2416 203 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9953 835 542 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3943 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7963 9600 No Fi F v = v - v 7128 9600 No FO F R v 835 2000 No R v v 2010 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3943 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3943 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.503 S Space mean speed in ramp influence area, S = 55.9 mph R Space mean speed in outer lanes, S = 72.9 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 400 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4750 240 400 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1250 63 105 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5150 260 434 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 745 pc/h 12 F FM Actual Maximum LOS F? v 4278 9600 No FO v v 1636 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1607 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1607 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.311 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.5 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8910 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 500 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8910 520 500 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2345 137 132 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9660 564 542 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 1055 pc/h 12 F FM Actual Maximum LOS F? v 7724 9600 No FO v v 3052 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2864 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2864 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.406 S Space mean speed in ramp influence area, S = 58.6 mph R Space mean speed in outer lanes, S = 64.1 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4350 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4350 400 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1145 105 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4716 434 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.164 Using Equation 4 FM v = v (P ) = 602 pc/h 12 F FM Actual Maximum LOS F? v 4113 9600 No FO v v 1538 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1471 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1471 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.312 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.8 mph 0 Space mean speed for all vehicles, S = 64.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8410 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 500 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1090 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8410 500 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2213 132 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9118 542 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.150 Using Equation 4 FM v = v (P ) = 993 pc/h 12 F FM Actual Maximum LOS F? v 7160 9600 No FO v v 2812 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2647 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2647 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.381 S Space mean speed in ramp influence area, S = 59.3 mph R Space mean speed in outer lanes, S = 64.7 mph 0 Space mean speed for all vehicles, S = 62.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5140 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 910 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5140 910 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1353 239 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5573 987 564 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2622 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4738 9600 No Fi F v = v - v 3751 9600 No FO F R v 987 2000 No R v v 1058 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2622 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2622 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 22.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.517 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 76.6 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12080 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 980 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 650 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12080 980 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3179 258 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13097 1063 705 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5168 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10478 9600 Yes Fi F v = v - v 9415 9600 No FO F R v 1063 2000 No R v v 2655 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5168 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5168 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 44.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.524 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 70.3 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4750 420 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1250 111 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5150 455 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.161 Using Equation 4 FM v = v (P ) = 647 pc/h 12 F FM Actual Maximum LOS F? v 4473 9600 No FO v v 1685 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1607 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1607 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.317 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 67.5 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 650 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11750 900 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3092 237 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12739 976 705 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 981 pc/h 12 F FM Actual Maximum LOS F? v 11215 9600 Yes FO v v 4629 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4095 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4095 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.907 S Space mean speed in ramp influence area, S = 44.6 mph R Space mean speed in outer lanes, S = 58.8 mph 0 Space mean speed for all vehicles, S = 51.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4230 520 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1113 137 111 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4586 564 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 527 pc/h 12 F FM Actual Maximum LOS F? v 4142 9600 No FO v v 1525 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1431 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1431 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.315 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.9 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 900 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11100 650 900 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2921 171 237 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12035 705 976 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.130 Using Equation 4 FM v = v (P ) = 1236 pc/h 12 F FM Actual Maximum LOS F? v 10240 9600 Yes FO v v 4149 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3814 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3814 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 37.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.644 S Space mean speed in ramp influence area, S = 52.0 mph R Space mean speed in outer lanes, S = 60.1 mph 0 Space mean speed for all vehicles, S = 56.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 13900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1770 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 240 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 13900 1770 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3658 466 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 15071 1919 260 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 6339 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12057 9600 Yes Fi F v = v - v 10138 9600 Yes FO F R v 1919 2000 No R v v 2859 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6657 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6657 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 57.0 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.601 S Space mean speed in ramp influence area, S = 53.2 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 59.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8250 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1210 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8250 1210 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2171 318 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8945 1312 564 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3860 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7156 9600 No Fi F v = v - v 5844 9600 No FO F R v 1312 2000 No R v v 1648 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3860 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3860 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.546 S Space mean speed in ramp influence area, S = 54.7 mph R Space mean speed in outer lanes, S = 74.3 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 670 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12130 240 670 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3192 63 176 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13151 260 726 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 2437 pc/h 12 F FM Actual Maximum LOS F? v 13411 9600 Yes FO v v 5357 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7751 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7751 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 64.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 12.040 S Space mean speed in ramp influence area, S = -267.1 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 229.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 580 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7100 520 580 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1868 137 153 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7698 564 629 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 1134 pc/h 12 F FM Actual Maximum LOS F? v 8262 9600 No FO v v 3282 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3079 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3079 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.435 S Space mean speed in ramp influence area, S = 57.8 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 60.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12370 670 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3255 176 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13412 726 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.127 Using Equation 4 FM v = v (P ) = 1704 pc/h 12 F FM Actual Maximum LOS F? v 14138 9600 Yes FO v v 5854 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 8012 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 8012 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 70.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 24.604 S Space mean speed in ramp influence area, S = -618.9 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 190.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 7600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 580 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7600 580 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2000 153 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8240 629 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.139 Using Equation 4 FM v = v (P ) = 1147 pc/h 12 F FM Actual Maximum LOS F? v 8869 9600 No FO v v 3546 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3296 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3296 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.484 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 62.4 mph 0 Space mean speed for all vehicles, S = 59.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12850 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1100 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 260 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12850 1100 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3382 289 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13932 1193 282 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 6747 pc/h 12 R F R FD Actual Maximum LOS F? v = v 13932 9600 Yes Fi F v = v - v 12739 9600 Yes FO F R v 1193 2000 No R v v 3592 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 8532 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 8532 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 73.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.535 S Space mean speed in ramp influence area, S = 55.0 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 60.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10190 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 510 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10190 800 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2682 211 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11048 867 553 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5306 pc/h 12 R F R FD Actual Maximum LOS F? v = v 11048 9600 Yes Fi F v = v - v 10181 9600 Yes FO F R v 867 2000 No R v v 2871 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5648 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5648 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 48.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.506 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 180 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11750 260 180 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3092 68 47 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12739 282 195 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 2326 pc/h 12 F FM Actual Maximum LOS F? v 13021 9600 Yes FO v v 5206 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7339 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7339 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 61.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 8.244 S Space mean speed in ramp influence area, S = -160.8 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 317.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 510 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 510 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9400 510 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2474 134 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10192 553 553 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.149 Using Equation 4 FM v = v (P ) = 1515 pc/h 12 F FM Actual Maximum LOS F? v 10745 9600 Yes FO v v 4338 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4076 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4076 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 38.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.685 S Space mean speed in ramp influence area, S = 50.8 mph R Space mean speed in outer lanes, S = 58.9 mph 0 Space mean speed for all vehicles, S = 55.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 12010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12010 180 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3161 47 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13021 195 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.193 Using Equation 4 FM v = v (P ) = 2519 pc/h 12 F FM Actual Maximum LOS F? v 13216 9600 Yes FO v v 5251 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 7621 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 7621 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 63.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 9.958 S Space mean speed in ramp influence area, S = -208.8 mph R Space mean speed in outer lanes, S = 61.1 mph 0 Space mean speed for all vehicles, S = 259.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 510 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 510 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9900 510 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2605 134 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10734 553 553 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.149 Using Equation 4 FM v = v (P ) = 1596 pc/h 12 F FM Actual Maximum LOS F? v 11287 9600 Yes FO v v 4569 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4293 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4293 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.782 S Space mean speed in ramp influence area, S = 48.1 mph R Space mean speed in outer lanes, S = 58.0 mph 0 Space mean speed for all vehicles, S = 53.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 250 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9570 870 250 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2518 229 66 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10376 943 271 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4151 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8301 9600 No Fi F v = v - v 7358 9600 No FO F R v 943 2000 No R v v 2075 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4151 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4151 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 35.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 72.6 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10500 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 700 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10500 930 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2763 245 184 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11384 1008 759 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4540 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9108 9600 No Fi F v = v - v 8100 9600 No FO F R v 1008 2000 No R v v 2284 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4540 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4540 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.519 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 71.8 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 8700 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 250 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8700 250 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2289 66 229 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9433 271 943 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.184 Using Equation 4 FM v = v (P ) = 1735 pc/h 12 F FM Actual Maximum LOS F? v 9704 9600 Yes FO v v 3849 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3773 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3773 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.509 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 60.3 mph 0 Space mean speed for all vehicles, S = 58.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 930 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9570 700 930 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2518 184 245 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10376 759 1008 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 1275 pc/h 12 F FM Actual Maximum LOS F? v 11135 9600 Yes FO v v 4550 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4150 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4150 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 40.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.814 S Space mean speed in ramp influence area, S = 47.2 mph R Space mean speed in outer lanes, S = 58.6 mph 0 Space mean speed for all vehicles, S = 53.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 430 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8950 530 430 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2355 139 113 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9704 575 466 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3709 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7764 9600 No Fi F v = v - v 7189 9600 No FO F R v 575 2000 No R v v 2027 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3709 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3709 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.480 S Space mean speed in ramp influence area, S = 56.6 mph R Space mean speed in outer lanes, S = 72.8 mph 0 Space mean speed for all vehicles, S = 64.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10270 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 680 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 600 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10270 680 600 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2703 179 158 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11135 737 651 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4300 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8908 9600 No Fi F v = v - v 8171 9600 No FO F R v 737 2000 No R v v 2304 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4300 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4300 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 36.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.494 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 71.7 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 430 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1370 430 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 361 113 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 1485 466 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1485 pc/h 12 F FM Actual Maximum LOS F? v 1951 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1485 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1485 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.313 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1790 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 600 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1790 600 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 471 158 v Trucks and buses 6 6 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fP 1.00 1.00 Flow rate, vp 1941 651 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1941 pc/h 12 F FM Actual Maximum LOS F? v 2592 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1941 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1941 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.338 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 980 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9600 260 980 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2526 68 258 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10358 281 1057 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4675 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10358 9600 Yes Fi F v = v - v 10077 9600 Yes FO F R v 281 2000 No R v v 2841 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4958 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4958 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 42.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.453 S Space mean speed in ramp influence area, S = 57.3 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1360 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11130 300 1360 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2929 79 358 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12009 324 1467 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5419 pc/h 12 R F R FD Actual Maximum LOS F? v = v 12009 9600 Yes Fi F v = v - v 11685 9600 Yes FO F R v 324 2000 No R v v 3295 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6609 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6609 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 56.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.457 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: On Ramp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 980 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9340 980 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2458 258 68 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10077 1057 281 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.086 Using Equation 4 FM v = v (P ) = 863 pc/h 12 F FM Actual Maximum LOS F? v 11134 9600 Yes FO v v 4607 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4030 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4030 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.917 S Space mean speed in ramp influence area, S = 44.3 mph R Space mean speed in outer lanes, S = 59.1 mph 0 Space mean speed for all vehicles, S = 51.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: On-Rammp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 10830 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1360 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10830 1360 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2850 358 79 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11685 1467 324 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.034 Using Equation 4 FM v = v (P ) = 402 pc/h 12 F FM Actual Maximum LOS F? v 13152 9600 Yes FO v v 5641 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4674 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4674 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 49.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 2.098 S Space mean speed in ramp influence area, S = 11.3 mph R Space mean speed in outer lanes, S = 56.2 mph 0 Space mean speed for all vehicles, S = 19.6 mph ---PAGE BREAK--- ROUTE: SR-22 Eastbound RAMP: Connector to I-5/SR-57/The City Drive/Bristol Street FORECAST YEAR: 2030 With Project ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 8,990 9,700 0.95 Max Upstream Fwy Flow, VF1 11,750 5 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 5 1.2 34.1 0.976 Level of service, LOS D 1.00 Level 9,700 User Input Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector to I-5/SR-57/City Dr Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11640 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 4460 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11640 4460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 3063 1174 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 12559 4812 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 6173 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10048 9600 Yes Fi F v = v - v 5236 9600 No FO F R v 4812 3800 Yes R v v 1937 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 6173 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 6173 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 41.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.861 S Space mean speed in ramp influence area, S = 45.9 mph R Space mean speed in outer lanes, S = 73.1 mph 0 Space mean speed for all vehicles, S = 53.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 5010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5010 330 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1318 87 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5406 356 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.608 Using Equation 5 FD v = v + (v - v ) P = 3429 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5406 7200 No Fi F v = v - v 5050 7200 No FO F R v 356 2000 No R v v 1977 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3429 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3429 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.460 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 73.0 mph 0 Space mean speed for all vehicles, S = 62.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 6690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 460 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6690 460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1761 121 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 7218 496 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.557 Using Equation 5 FD v = v + (v - v ) P = 4238 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7218 7200 Yes Fi F v = v - v 6722 7200 No FO F R v 496 2000 No R v v 2980 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4518 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4518 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 38.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.473 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 3590 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2090 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3590 2090 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 945 550 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 3873 2255 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 2150 pc/h 12 F FM Actual Maximum LOS F? v 6128 7200 No FO v v 1723 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2213 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2213 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.556 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 65.8 mph 0 Space mean speed for all vehicles, S = 57.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 3 Free-flow speed on freeway 70.0 mph Volume on freeway 4610 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2950 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4610 2950 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1213 776 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4974 3183 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.555 Using Equation 0 FM v = v (P ) = 2761 pc/h 12 F FM Actual Maximum LOS F? v 8157 7200 Yes FO v v 2213 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2842 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2842 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.829 S Space mean speed in ramp influence area, S = 18.8 mph R Space mean speed in outer lanes, S = 64.1 mph 0 Space mean speed for all vehicles, S = 23.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4470 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1940 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4470 1940 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1176 511 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4823 2093 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2803 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4823 9600 No Fi F v = v - v 2730 9600 No FO F R v 2093 3800 No R v v 1010 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2803 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2803 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 14.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.616 S Space mean speed in ramp influence area, S = 52.7 mph R Space mean speed in outer lanes, S = 76.8 mph 0 Space mean speed for all vehicles, S = 60.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 9050 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 2400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9050 2400 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2382 632 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 9764 2589 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 4454 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9764 9600 Yes Fi F v = v - v 7175 9600 No FO F R v 2589 3800 No R v v 2655 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4454 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4454 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.661 S Space mean speed in ramp influence area, S = 51.5 mph R Space mean speed in outer lanes, S = 70.3 mph 0 Space mean speed for all vehicles, S = 60.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 380 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2000 380 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 526 100 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2158 410 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2158 pc/h 12 F FM Actual Maximum LOS F? v 2568 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2158 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2158 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.337 S Space mean speed in ramp influence area, S = 60.6 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 2570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 490 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 2570 490 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 676 129 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 2773 529 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 2773 pc/h 12 F FM Actual Maximum LOS F? v 3302 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2773 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2773 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.392 S Space mean speed in ramp influence area, S = 59.0 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 59.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4720 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2000 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4720 2000 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1242 526 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5093 2158 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 830 pc/h 12 F FM Actual Maximum LOS F? v 6131 9600 No FO v v 1571 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1589 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1589 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.381 S Space mean speed in ramp influence area, S = 59.3 mph R Space mean speed in outer lanes, S = 67.5 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9380 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2570 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9380 2570 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2468 676 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 10121 2773 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1593 pc/h 12 F FM Actual Maximum LOS F? v 10394 9600 Yes FO v v 3014 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3048 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3048 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 40.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.532 S Space mean speed in ramp influence area, S = 27.1 mph R Space mean speed in outer lanes, S = 63.6 mph 0 Space mean speed for all vehicles, S = 36.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7040 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 550 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7040 650 550 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1853 171 145 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7596 701 593 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2099 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6077 9600 No Fi F v = v - v 5376 9600 No FO F R v 701 3800 No R v v 1989 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2430 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2430 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 11.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.491 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 73.6 mph 0 Space mean speed for all vehicles, S = 65.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12440 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 810 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12440 870 810 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3274 229 213 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13422 939 874 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3487 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10738 9600 Yes Fi F v = v - v 9799 9600 Yes FO F R v 939 3800 No R v v 3625 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5338 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5338 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 36.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 550 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 650 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6400 550 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1684 145 171 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6905 593 701 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.144 Using Equation 4 FM v = v (P ) = 992 pc/h 12 F FM Actual Maximum LOS F? v 7498 9600 No FO v v 2956 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2762 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2762 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.398 S Space mean speed in ramp influence area, S = 58.9 mph R Space mean speed in outer lanes, S = 64.3 mph 0 Space mean speed for all vehicles, S = 61.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study -With Project Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 11570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 810 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11570 810 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3045 213 229 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12483 874 939 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.109 Using Equation 4 FM v = v (P ) = 1355 pc/h 12 F FM Actual Maximum LOS F? v 13357 9600 Yes FO v v 5564 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4993 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4993 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 47.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.663 S Space mean speed in ramp influence area, S = 23.4 mph R Space mean speed in outer lanes, S = 54.8 mph 0 Space mean speed for all vehicles, S = 34.5 mph ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix B-N eCp creeway jainline Analysis torksheets under bxisting Conditions ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: Existing 5,370 7,800 5 5 0.90 0.90 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,247 1,811 66.2 Average passenger-car speed (mi/h) 61.96 18.8 29.2 C D ROUTE: I-5 Southbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: Existing 5,530 7,460 6 6 0.90 0.90 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,070 1,444 52.39 Average passenger-car speed (mi/h) 66.02 20.4 21.9 C C ROUTE: I-5 Northbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: Existing Volume, V (veh/hr) 5,630 8,560 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.90 0.90 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,307 1,988 Average passenger-car speed (mi/h) 63.51 Average passenger-car speed (mi/h) 62.98 Density, D (pc/mi/ln) 20.6 31.6 Level of Service C D Density, D (pc/mi/ln) Level of Service Driver population factor, fp Terrain type Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Peak Hour Factor, PHF % Trucks and buses % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Terrain type Terrain type Level of Service Level of Service Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Flow rate, VF (pc/h/ln) Volume, V (veh/hr) Volume, V (veh/hr) PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP-Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: Existing 6,120 7,890 5 5 0.90 0.90 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,421 1,832 56.44333333 Average passenger-car speed (mi/h) 68.66 25.2 26.7 C D ROUTE: I-5 Northbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: Existing 5,630 8,890 5 5 0.90 0.9 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,307 2,064 68.31 Average passenger-car speed (mi/h) 64.04 19.1 32.2 C D ROUTE: I-5 Southbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: Existing Volume, V (veh/hr) 6,370 7,910 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.90 0.9 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,849 2,296 Average passenger-car speed (mi/h) 56.28 Average passenger-car speed (mi/h) 67.27 Density, D (pc/mi/ln) 32.9 34.1 Level of Service D D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: Existing 5,780 9,200 5 5 0.90 0.9 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,342 2,136 68.55 Average passenger-car speed (mi/h) 58.34 19.6 36.6 C E ROUTE: I-5 Southbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: Existing 6,420 7,880 5 5 0.90 0.9 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,491 1,830 60.37 Average passenger-car speed (mi/h) 67.71 24.7 27.0 C D ROUTE: I-5 Northbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: Existing Volume, V (veh/hr) 5,160 8,120 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.90 0.9 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,198 1,886 Average passenger-car speed (mi/h) 71.49 Average passenger-car speed (mi/h) 54.62 Density, D (pc/mi/ln) 16.8 34.5 Level of Service B D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: Existing 5,590 6,930 5 5 0.90 0.9 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,298 1,609 59.04 Average passenger-car speed (mi/h) 64.57 22.0 24.9 C C ROUTE: I-5 Northbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: Existing 5,190 8,030 5 5 0.90 0.9 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,205 1,865 68.9 Average passenger-car speed (mi/h) 46.94 17.5 39.7 B E ROUTE: I-5 Southbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: Existing Volume, V (veh/hr) 6,060 7,720 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.90 0.9 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,407 1,793 Average passenger-car speed (mi/h) 55.17 Average passenger-car speed (mi/h) 66.28 Density, D (pc/mi/ln) 25.5 27.0 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: Existing 6,100 9,400 6 6 0.90 0.9 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,169 1,802 72.04 Average passenger-car speed (mi/h) 52.94 16.2 34.0 B D ROUTE: I-5 Southbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: Existing 7,000 8,940 6 6 0.90 0.9 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,342 1,714 50.57 Average passenger-car speed (mi/h) 69.00 26.5 24.8 D C ROUTE: I-5 Northbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: Existing Volume, V (veh/hr) 7,570 9,290 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.90 0.9 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,444 1,772 Average passenger-car speed (mi/h) 65.27 Average passenger-car speed (mi/h) 52.22 Density, D (pc/mi/ln) 22.1 33.9 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: Existing 9,900 12,560 6 6 0.90 0.9 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,888 2,396 51.6 Average passenger-car speed (mi/h) 49.9 36.6 48.0 E F ROUTE: I-5 Northbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: Existing 8,130 8,590 6 6 0.90 0.90 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,551 1,638 65.79 Average passenger-car speed (mi/h) 35.8 23.6 45.7 C F ROUTE: I-5 Southbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: Existing Volume, V (veh/hr) 8,670 11,840 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.90 0.90 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,654 2,258 Average passenger-car speed (mi/h) 39.74 Average passenger-car speed (mi/h) 50.8 Density, D (pc/mi/ln) 41.6 44.4 Level of Service E E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: Existing 7,970 8,690 6 6 0.90 0.9 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,520 1,658 59.12 Average passenger-car speed (mi/h) 31.64 25.7 52.4 C F ROUTE: I-5 Southbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: Existing 8,580 11,930 6 6 0.90 0.90 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,637 2,276 42.52 Average passenger-car speed (mi/h) 57.04 38.5 39.9 E E ROUTE: I-5 Northbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: Existing Volume, V (veh/hr) 7,960 8,130 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.90 0.90 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,518 1,551 Average passenger-car speed (mi/h) 62.9 Average passenger-car speed (mi/h) 25.76 Density, D (pc/mi/ln) 24.1 60.2 Level of Service C F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: Existing 7,690 10,930 6 6 0.90 0.9 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,467 2,085 37.41 Average passenger-car speed (mi/h) 55.03 39.2 37.9 E E ROUTE: SR-57 Northbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: Existing 5,770 8,770 6 6 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,139 1,730 71.07 Average passenger-car speed (mi/h) 68.58 16.0 25.2 B C ROUTE: SR-57 Southbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: Existing Volume, V (veh/hr) 5,530 7,050 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.87 0.87 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,309 1,669 Average passenger-car speed (mi/h) 40.49 Average passenger-car speed (mi/h) 49.32 Density, D (pc/mi/ln) 32.3 33.8 Level of Service D D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: Existing 4,750 7,790 5 5 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,125 1,845 64.58 Average passenger-car speed (mi/h) 62.03 17.4 29.7 B D ROUTE: SR-57 Southbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: Existing 6,350 7,750 5 5 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,504 1,835 52.19 Average passenger-car speed (mi/h) 55.63 28.8 33.0 D D ROUTE: SR-57 Northbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: Existing Volume, V (veh/hr) 4,590 7,950 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.87 0.87 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,359 2,353 Average passenger-car speed (mi/h) 62.24 Average passenger-car speed (mi/h) 50.92 Density, D (pc/mi/ln) 21.8 46.2 Level of Service C F Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Southbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: Existing 6,360 7,380 4 4 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,882 2,184 39.58 Average passenger-car speed (mi/h) 52.21 47.6 41.8 F E ROUTE: SR-57 Northbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: Existing 4,670 8,380 4 4 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,382 2,480 61.73 Average passenger-car speed (mi/h) 43.20 22.4 57.4 C F ROUTE: SR-57 Southbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: Existing Volume, V (veh/hr) 6,580 7,370 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.87 0.87 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,558 1,745 Average passenger-car speed (mi/h) 37.67 Average passenger-car speed (mi/h) 62.54 Density, D (pc/mi/ln) 41.4 27.9 Level of Service E D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: Existing 4,930 8,640 5 5 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,167 2,046 61.03 Average passenger-car speed (mi/h) 35.37 19.1 57.8 C F ROUTE: SR-57 Southbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: Existing 6,520 7,390 6 6 0.87 0.87 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,287 1,458 42.54 Average passenger-car speed (mi/h) 65.56 30.2 22.2 D C ROUTE: SR-22 Eastbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: Existing Volume, V (veh/hr) 5,140 7,030 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.92 0.92 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,432 1,958 Average passenger-car speed (mi/h) 66.10 Average passenger-car speed (mi/h) 67.05 Density, D (pc/mi/ln) 21.7 29.2 Level of Service C D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: Existing 4,860 6,970 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,354 1,941 60.79 Average passenger-car speed (mi/h) 66.72 22.3 29.1 C D ROUTE: SR-22 Eastbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: Existing 5,410 7,300 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,507 2,033 42.47 Average passenger-car speed (mi/h) 57.82 35.5 35.2 E E ROUTE: SR-22 Westbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: Existing Volume, V (veh/hr) 5,190 7,540 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.92 0.92 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,446 2,100 Average passenger-car speed (mi/h) 65.10 Average passenger-car speed (mi/h) 56.08 Density, D (pc/mi/ln) 22.2 37.4 Level of Service C E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: Existing 5,890 8,000 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,641 2,228 46.03 Average passenger-car speed (mi/h) 49.30 35.6 45.2 E F ROUTE: SR-22 Westbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: Existing 5,510 7,960 4 4 0.92 0.92 4 4 0 0 1.5 1.5 1.2 1.2 0.980 0.980 1.00 1.00 Level Level 1,527 2,206 64.53 Average passenger-car speed (mi/h) 56.78 23.7 38.9 C E ROUTE: SR-22 Eastbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: Existing Volume, V (veh/hr) 6,090 8,310 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.92 0.92 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,357 1,852 Average passenger-car speed (mi/h) 51.93 Average passenger-car speed (mi/h) 50.63 Density, D (pc/mi/ln) 26.1 36.6 Level of Service D E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: Existing 6,110 8,770 5 5 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,361 1,954 62.34 Average passenger-car speed (mi/h) 52.60 21.8 37.2 C E ROUTE: SR-22 Eastbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: Existing 3,330 4,920 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 928 1,370 57.17 Average passenger-car speed (mi/h) 51.39 16.2 26.7 B D ROUTE: SR-22 Westbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: Existing Volume, V (veh/hr) 3,670 4,880 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.92 0.92 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,022 1,359 Average passenger-car speed (mi/h) 65.52 Average passenger-car speed (mi/h) 43.64 Density, D (pc/mi/ln) 15.6 31.1 Level of Service B D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: Existing 3,110 5,120 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 866 1,426 52.54 Average passenger-car speed (mi/h) 44.18 16.5 32.3 B D ROUTE: SR-22 Westbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: Existing 3,790 4,540 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,056 1,265 58.61 Average passenger-car speed (mi/h) 61.05 18.0 20.7 C C ROUTE: SR-22 Eastbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: Existing Volume, V (veh/hr) 2,600 4,510 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.92 0.92 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 579 1,005 Average passenger-car speed (mi/h) 62.07 Average passenger-car speed (mi/h) 58.56 Density, D (pc/mi/ln) 9.3 17.2 Level of Service A B Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: Existing 3,300 3,750 4 4 0.92 0.92 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 919 1,044 57.40 Average passenger-car speed (mi/h) 56.63 16.0 18.4 B C Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\Existing-y08\Mainline\PTMLUP- Existing-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix B-O eCp creeway jainline Analysis torksheets under OMPM ko mroject Conditions ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 No Project 6,020 9,820 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,324 2,160 65.0 Average passenger-car speed (mi/h) 70 20.4 30.9 C D ROUTE: I-5 Southbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 No Project 8,630 7,690 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,582 1,410 65 Average passenger-car speed (mi/h) 65 24.3 21.7 C C ROUTE: I-5 Northbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 6,300 10,230 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,386 2,251 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 21.3 34.6 Level of Service C D Density, D (pc/mi/ln) Level of Service Driver population factor, fp Terrain type Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Peak Hour Factor, PHF % Trucks and buses % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Terrain type Terrain type Level of Service Level of Service Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Flow rate, VF (pc/h/ln) Volume, V (veh/hr) Volume, V (veh/hr) PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP-y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 No Project 8,180 8,840 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,800 1,945 65 Average passenger-car speed (mi/h) 65 27.7 29.9 D D ROUTE: I-5 Northbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 No Project 6,300 10,610 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,386 2,334 65 Average passenger-car speed (mi/h) 65 21.3 35.9 C E ROUTE: I-5 Southbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 8,870 8,860 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,439 2,437 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 37.5 37.5 Level of Service E E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 No Project 6,470 12,120 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,423 2,666 65 Average passenger-car speed (mi/h) 65 21.9 41.0 C E ROUTE: I-5 Southbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 No Project 7,760 8,830 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,707 1,943 65 Average passenger-car speed (mi/h) 65 26.3 29.9 D D ROUTE: I-5 Northbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 5,780 11,560 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,272 2,543 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 19.6 39.1 Level of Service C E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 No Project 6,740 7,770 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,483 1,709 65 Average passenger-car speed (mi/h) 65 22.8 26.3 C D ROUTE: I-5 Northbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 No Project 5,810 12,600 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,278 2,772 65.0 Average passenger-car speed (mi/h) 65 19.7 42.6 C E ROUTE: I-5 Southbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 7,620 8,640 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,676 1,901 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 25.8 29.2 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 No Project 6,830 13,790 6 6 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,240 2,504 65 Average passenger-car speed (mi/h) 65 19.1 38.5 C E ROUTE: I-5 Southbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 No Project 10,320 10,020 6 6 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,874 1,819 65 Average passenger-car speed (mi/h) 65 28.8 28.0 D D ROUTE: I-5 Northbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 8,350 14,410 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,509 2,604 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 23.2 40.1 Level of Service C E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 No Project 15,020 18,330 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,714 3,312 65.0 Average passenger-car speed (mi/h) 65.0 41.8 51.0 E F ROUTE: I-5 Northbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 No Project 8,780 17,660 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,587 3,191 65 Average passenger-car speed (mi/h) 65.0 24.4 49.1 C F ROUTE: I-5 Southbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 15,920 16,240 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,877 2,935 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65.0 Density, D (pc/mi/ln) 44.3 45.1 Level of Service E F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 No Project 9,480 20,020 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,713 3,618 65 Average passenger-car speed (mi/h) 65 26.4 55.7 D F ROUTE: I-5 Southbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 No Project 14,700 14,410 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,656 2,604 65 Average passenger-car speed (mi/h) 65 40.9 40.1 E E ROUTE: I-5 Northbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 8,580 22,730 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,550 4,107 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 23.9 63.2 Level of Service C F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 No Project 14,870 13,620 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,687 2,461 65 Average passenger-car speed (mi/h) 65 41.3 37.9 E E ROUTE: SR-57 Northbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 No Project 6,270 10,130 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,133 1,831 65 Average passenger-car speed (mi/h) 65 17.4 28.2 B D ROUTE: SR-57 Southbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 10,420 10,580 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,259 2,294 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 34.8 35.3 Level of Service D E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 No Project 5,320 9,020 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,154 1,956 65 Average passenger-car speed (mi/h) 65 17.7 30.1 B D ROUTE: SR-57 Southbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 No Project 9,570 10,300 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,075 2,233 65 Average passenger-car speed (mi/h) 65 31.9 34.4 D D ROUTE: SR-57 Northbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 4,780 11,550 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,037 2,505 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 15.9 38.5 Level of Service B E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Southbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 No Project 12,470 10,190 4 4 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 3,380 2,762 65 Average passenger-car speed (mi/h) 65 52.0 42.5 F E ROUTE: SR-57 Northbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 No Project 5,230 14,330 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,134 3,107 65 Average passenger-car speed (mi/h) 65 17.4 47.8 B F ROUTE: SR-57 Southbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 13,550 8,250 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,938 1,789 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 45.2 27.5 Level of Service F D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 No Project 5,090 18,010 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,104 3,905 65 Average passenger-car speed (mi/h) 65 17.0 60.1 B F ROUTE: SR-57 Southbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 No Project 12,880 8,720 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,327 1,576 65 Average passenger-car speed (mi/h) 65 35.8 24.2 E C ROUTE: SR-22 Eastbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 6,700 8,090 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,807 2,182 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 27.8 33.6 Level of Service D D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 No Project 5,640 8,580 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,521 2,314 65 Average passenger-car speed (mi/h) 65 23.4 35.6 C E ROUTE: SR-22 Eastbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 No Project 10,200 9,560 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,751 2,579 65 Average passenger-car speed (mi/h) 65 42.3 39.7 E E ROUTE: SR-22 Westbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 6,220 10,480 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,678 2,827 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 25.8 43.5 Level of Service C E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 No Project 9,450 11,130 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,549 3,002 65 Average passenger-car speed (mi/h) 65 39.2 46.2 E F ROUTE: SR-22 Westbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 No Project 6,370 10,560 4 4 0.95 0.95 4 4 0 0 1.5 1.5 1.2 1.2 0.980 0.980 1.00 1.00 Level Level 1,710 2,835 65 Average passenger-car speed (mi/h) 65 26.3 43.6 D E ROUTE: SR-22 Eastbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 8,560 11,090 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,847 2,393 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 28.4 36.8 Level of Service D E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 No Project 7,040 12,260 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,519 2,646 65 Average passenger-car speed (mi/h) 65 23.4 40.7 C E ROUTE: SR-22 Eastbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 No Project 5,530 7,470 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,492 2,015 65 Average passenger-car speed (mi/h) 65 22.9 31.0 C D ROUTE: SR-22 Westbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 4,340 8,910 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,171 2,403 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 18.0 37.0 Level of Service C E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 No Project 5,170 8,810 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,395 2,376 65 Average passenger-car speed (mi/h) 65 21.5 36.6 C E ROUTE: SR-22 Westbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 No Project 4,880 5,870 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,316 1,583 65 Average passenger-car speed (mi/h) 65 20.3 24.4 C C ROUTE: SR-22 Eastbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 No Project Volume, V (veh/hr) 3,320 5,820 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 716 1,256 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 11.0 19.3 Level of Service B C Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 No Project 5,030 5,740 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,357 1,548 65 Average passenger-car speed (mi/h) 65 20.9 23.8 C C Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\NoProject-y30\Mainline\PTMLUP- y30-NoProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix B-P eCp creeway jainline Analysis torksheets under OMPM tith mroject Conditions ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 With Project 6,020 10,040 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,324 2,209 65.0 Average passenger-car speed (mi/h) 70 20.4 31.6 C D ROUTE: I-5 Southbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 With Project 8,940 8,010 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,639 1,469 65 Average passenger-car speed (mi/h) 65 25.2 22.6 C C ROUTE: I-5 Northbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 6,300 10,420 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,386 2,292 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 21.3 35.3 Level of Service C E Density, D (pc/mi/ln) Level of Service Driver population factor, fp Terrain type Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Peak Hour Factor, PHF % Trucks and buses % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Terrain type Terrain type Level of Service Level of Service Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Flow rate, VF (pc/h/ln) Volume, V (veh/hr) Volume, V (veh/hr) PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP-y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project 8,470 8,840 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,863 1,945 65 Average passenger-car speed (mi/h) 65 28.7 29.9 D D ROUTE: I-5 Northbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 With Project 6,300 10,830 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,386 2,383 65 Average passenger-car speed (mi/h) 65 21.3 36.7 C E ROUTE: I-5 Southbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 9,050 8,860 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,489 2,437 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 38.3 37.5 Level of Service E E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 With Project 6,470 12,350 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,423 2,717 65 Average passenger-car speed (mi/h) 65 21.9 41.8 C E ROUTE: I-5 Southbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 With Project 7,860 8,830 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,729 1,943 65 Average passenger-car speed (mi/h) 65 26.6 29.9 D D ROUTE: I-5 Northbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 5,780 11,750 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,272 2,585 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 19.6 39.8 Level of Service C E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 With Project 6,860 7,770 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,509 1,709 65 Average passenger-car speed (mi/h) 65 23.2 26.3 C D ROUTE: I-5 Northbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 With Project 5,810 12,710 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,278 2,796 65.0 Average passenger-car speed (mi/h) 65 19.7 43.0 C E ROUTE: I-5 Southbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 7,620 8,640 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,676 1,901 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 25.8 29.2 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 With Project 6,830 13,950 6 6 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,240 2,533 65 Average passenger-car speed (mi/h) 65 19.1 39.0 C E ROUTE: I-5 Southbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 With Project 10,330 10,020 6 6 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,876 1,819 65 Average passenger-car speed (mi/h) 65 28.9 28.0 D D ROUTE: I-5 Northbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 8,480 14,620 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,532 2,642 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 23.6 40.6 Level of Service C E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 With Project 15,020 18,760 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,714 3,390 65.0 Average passenger-car speed (mi/h) 65.0 41.8 52.2 E F ROUTE: I-5 Northbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 With Project 8,800 17,750 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,590 3,207 65 Average passenger-car speed (mi/h) 65.0 24.5 49.3 C F ROUTE: I-5 Southbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 15,920 16,580 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,877 2,996 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65.0 Density, D (pc/mi/ln) 44.3 46.1 Level of Service E F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 With Project 9,500 20,100 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,717 3,632 65 Average passenger-car speed (mi/h) 65 26.4 55.9 D F ROUTE: I-5 Southbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 With Project 14,700 14,760 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,656 2,667 65 Average passenger-car speed (mi/h) 65 40.9 41.0 E E ROUTE: I-5 Northbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 8,590 22,760 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,552 4,113 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 23.9 63.3 Level of Service C F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Driver population factor, fp Terrain type Density, D (pc/mi/ln) Density, D (pc/mi/ln) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Heavy vehicle adjustment, fHV Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Number of mainline lanes, N Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Flow rate, VF (pc/h/ln) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 With Project 14,870 13,910 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,687 2,514 65 Average passenger-car speed (mi/h) 65 41.3 38.7 E E ROUTE: SR-57 Northbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 With Project 6,430 10,220 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,162 1,847 65 Average passenger-car speed (mi/h) 65 17.9 28.4 B D ROUTE: SR-57 Southbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 10,420 10,820 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,259 2,346 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 34.8 36.1 Level of Service D E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 With Project 5,320 9,180 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,154 1,991 65 Average passenger-car speed (mi/h) 65 17.7 30.6 B D ROUTE: SR-57 Southbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 With Project 9,570 10,500 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,075 2,277 65 Average passenger-car speed (mi/h) 65 31.9 35.0 D E ROUTE: SR-57 Northbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 5,140 12,080 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,115 2,619 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 17.1 40.3 Level of Service B E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Southbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 With Project 12,850 10,190 4 4 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 3,483 2,762 65 Average passenger-car speed (mi/h) 65 53.6 42.5 F E ROUTE: SR-57 Northbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 With Project 5,230 14,730 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,134 3,194 65 Average passenger-car speed (mi/h) 65 17.4 49.1 B F ROUTE: SR-57 Southbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 13,900 8,250 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 3,014 1,789 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 46.4 27.5 Level of Service F D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 With Project 5,090 18,310 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,104 3,970 65 Average passenger-car speed (mi/h) 65 17.0 61.1 B F ROUTE: SR-57 Southbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 With Project 13,270 8,720 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,398 1,576 65 Average passenger-car speed (mi/h) 65 36.9 24.2 E C ROUTE: SR-22 Eastbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 6,870 8,090 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,853 2,182 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 28.5 33.6 Level of Service D D Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project 5,640 8,720 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,521 2,352 65 Average passenger-car speed (mi/h) 65 23.4 36.2 C E ROUTE: SR-22 Eastbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 With Project 10,400 9,560 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,805 2,579 65 Average passenger-car speed (mi/h) 65 43.2 39.7 E E ROUTE: SR-22 Westbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 6,220 10,710 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,678 2,889 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 25.8 44.4 Level of Service C E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 With Project 9,600 11,130 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,589 3,002 65 Average passenger-car speed (mi/h) 65 39.8 46.2 E F ROUTE: SR-22 Westbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 With Project 6,370 10,770 4 4 0.95 0.95 4 4 0 0 1.5 1.5 1.2 1.2 0.980 0.980 1.00 1.00 Level Level 1,710 2,891 65 Average passenger-car speed (mi/h) 65 26.3 44.5 D E ROUTE: SR-22 Eastbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 8,990 11,640 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,940 2,512 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 29.8 38.6 Level of Service D E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 With Project 7,040 12,440 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,519 2,684 65 Average passenger-car speed (mi/h) 65 23.4 41.3 C E ROUTE: SR-22 Eastbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 With Project 5,670 7,470 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,529 2,015 65 Average passenger-car speed (mi/h) 65 23.5 31.0 C D ROUTE: SR-22 Westbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 4,470 9,050 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,206 2,441 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 18.5 37.6 Level of Service C E Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 With Project 5,260 8,810 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,419 2,376 65 Average passenger-car speed (mi/h) 65 21.8 36.6 C E ROUTE: SR-22 Westbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 With Project 5,080 5,880 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,370 1,586 65 Average passenger-car speed (mi/h) 65 21.1 24.4 C C ROUTE: SR-22 Eastbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 With Project Volume, V (veh/hr) 3,490 6,110 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 753 1,318 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 11.6 20.3 Level of Service B C Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 With Project 5,030 5,770 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,357 1,556 65 Average passenger-car speed (mi/h) 65 20.9 23.9 C C Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline LOS Worksheet-093010.xlsx 10/8/2010 ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix C-N eCp creeway teaving Analysis torksheets under bxisting Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 68 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4980 10 430 210 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1383 3 119 58 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5782 11 492 240 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.34 0.11 Weaving and non-weaving speeds, Si 58.19 67.23 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.59 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 66.08 mph Weaving segment density, D 19.75 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11825 pc/h Capacity as a 15-minute flow rate, c 11316 pc/h Capacity as a full-hour volume, ch 10184 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 732 4000 a Average flow rate 1305 2380 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 64 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7990 20 590 290 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2219 6 164 81 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9277 23 675 331 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.16 Weaving and non-weaving speeds, Si 52.02 61.50 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.50 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.43 mph Weaving segment density, D 34.11 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 11700 pc/h Capacity as a 15-minute flow rate, c 11196 pc/h Capacity as a full-hour volume, ch 10076 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1006 4000 a Average flow rate 2061 2340 b Volume ratio, VR 0.10 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 69 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5070 10 430 270 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1408 3 119 75 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5886 11 492 309 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.39 0.13 Weaving and non-weaving speeds, Si 57.55 67.27 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.67 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 65.94 mph Weaving segment density, D 20.32 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11835 pc/h Capacity as a 15-minute flow rate, c 11325 pc/h Capacity as a full-hour volume, ch 10192 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 801 4000 a Average flow rate 1339 2390 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 58 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.38 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8210 20 600 370 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2281 6 167 103 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9532 23 686 423 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.52 0.19 Weaving and non-weaving speeds, Si 46.60 55.39 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.70 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.32 mph Weaving segment density, D 39.26 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11327 pc/h Capacity as a 15-minute flow rate, c 10839 pc/h Capacity as a full-hour volume, ch 9755 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1109 4000 a Average flow rate 2132 2280 b Volume ratio, VR 0.10 0.80 c Weaving ratio, R 0.38 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 60 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5260 30 620 510 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1461 8 172 142 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6107 34 709 583 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.69 0.21 Weaving and non-weaving speeds, Si 33.56 56.41 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.44 mph Weaving segment density, D 29.47 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10016 pc/h Capacity as a 15-minute flow rate, c 9585 pc/h Capacity as a full-hour volume, ch 8626 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1292 2800 a Average flow rate 1486 2300 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 68 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6390 50 850 590 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1775 14 236 164 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7419 58 972 675 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.09 0.28 Weaving and non-weaving speeds, Si 33.76 60.42 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.45 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.88 mph Weaving segment density, D 34.51 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10763 pc/h Capacity as a 15-minute flow rate, c 10300 pc/h Capacity as a full-hour volume, ch 9270 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1647 2800 a Average flow rate 1824 2380 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 72 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.29 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4100 20 740 300 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1139 6 206 83 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4760 23 846 343 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.12 0.13 Weaving and non-weaving speeds, Si 44.29 69.66 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.50 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 62.53 mph Weaving segment density, D 19.10 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11523 pc/h Capacity as a 15-minute flow rate, c 11027 pc/h Capacity as a full-hour volume, ch 9924 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1189 2800 a Average flow rate 1194 2400 b Volume ratio, VR 0.20 0.20 c Weaving ratio, R 0.29 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 55 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6310 50 880 880 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1753 14 244 244 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7326 58 1007 1007 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.78 0.25 Weaving and non-weaving speeds, Si 31.17 50.86 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.81 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.80 mph Weaving segment density, D 41.96 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9703 pc/h Capacity as a 15-minute flow rate, c 9285 pc/h Capacity as a full-hour volume, ch 8356 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2014 2800 a Average flow rate 1879 2250 b Volume ratio, VR 0.21 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 69 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4280 10 700 200 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1189 3 194 56 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4969 11 801 228 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.33 0.13 Weaving and non-weaving speeds, Si 59.21 67.30 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.80 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 65.77 mph Weaving segment density, D 18.27 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11850 pc/h Capacity as a 15-minute flow rate, c 11340 pc/h Capacity as a full-hour volume, ch 10206 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1029 4000 a Average flow rate 1201 2390 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 47 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6550 20 1100 360 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1819 6 306 100 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7605 23 1258 412 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.21 Weaving and non-weaving speeds, Si 40.32 45.66 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.08 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.60 mph Weaving segment density, D 41.69 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10748 pc/h Capacity as a 15-minute flow rate, c 10285 pc/h Capacity as a full-hour volume, ch 9256 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1670 4000 a Average flow rate 1859 b Volume ratio, VR 0.18 0.80 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 55 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5330 20 420 290 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1481 6 117 81 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6188 23 480 331 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.53 0.24 Weaving and non-weaving speeds, Si 44.43 51.31 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.19 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.41 mph Weaving segment density, D 27.86 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10035 pc/h Capacity as a 15-minute flow rate, c 9603 pc/h Capacity as a full-hour volume, ch 8643 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 811 2800 a Average flow rate 1404 2250 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 66 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6750 20 600 350 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1875 6 167 97 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7837 23 686 400 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.68 0.33 Weaving and non-weaving speeds, Si 48.39 56.96 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.18 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.76 mph Weaving segment density, D 32.09 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 11255 pc/h Capacity as a 15-minute flow rate, c 10770 pc/h Capacity as a full-hour volume, ch 9693 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1086 2800 a Average flow rate 1789 2360 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: Parsons Brinckerhoff Agency/Co.: PB Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 72 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.35 Weaving ratio, R 0.10 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3330 90 1710 180 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 925 25 475 50 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3829 103 1957 206 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.54 0.35 Weaving and non-weaving speeds, Si 55.21 60.88 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.80 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.74 mph Weaving segment density, D 20.75 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 9449 pc/h Capacity as a 15-minute flow rate, c 9129 pc/h Capacity as a full-hour volume, ch 8216 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2163 3500 a Average flow rate 1219 2400 b Volume ratio, VR 0.35 0.50 c Weaving ratio, R 0.10 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: Parsons Brinckerhoff Agency/Co.: PB Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 53 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.32 Weaving ratio, R 0.09 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5380 130 2390 240 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1494 36 664 67 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6186 149 2735 274 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.72 0.49 Weaving and non-weaving speeds, Si 39.99 43.95 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.84 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.59 mph Weaving segment density, D 43.88 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9386 pc/h Capacity as a 15-minute flow rate, c 9069 pc/h Capacity as a full-hour volume, ch 8162 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3009 3500 a Average flow rate 1868 b Volume ratio, VR 0.32 0.50 c Weaving ratio, R 0.09 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 51 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4830 10 830 160 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1342 3 231 44 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5554 11 949 183 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.52 0.18 Weaving and non-weaving speeds, Si 31.24 49.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.48 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.24 mph Weaving segment density, D 29.61 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9506 pc/h Capacity as a 15-minute flow rate, c 9185 pc/h Capacity as a full-hour volume, ch 8266 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1132 2800 a Average flow rate 1339 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 69 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5990 10 1170 280 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1664 3 325 78 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6888 11 1339 320 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.03 0.27 Weaving and non-weaving speeds, Si 34.50 61.53 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.49 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.42 mph Weaving segment density, D 32.04 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10754 pc/h Capacity as a 15-minute flow rate, c 10390 pc/h Capacity as a full-hour volume, ch 9351 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1659 2800 a Average flow rate 1711 2390 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4870 30 780 630 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1353 8 217 175 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5573 34 892 721 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.49 0.23 Weaving and non-weaving speeds, Si 52.00 59.64 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.74 mph Weaving segment density, D 25.01 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11561 pc/h Capacity as a 15-minute flow rate, c 11224 pc/h Capacity as a full-hour volume, ch 10102 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1613 4000 a Average flow rate 1444 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5742 50 1080 870 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1595 14 300 242 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6571 57 1236 995 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.59 0.33 Weaving and non-weaving speeds, Si 41.40 46.65 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.51 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.21 mph Weaving segment density, D 39.19 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 9981 pc/h Capacity as a 15-minute flow rate, c 9690 pc/h Capacity as a full-hour volume, ch 8721 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2231 4000 a Average flow rate 1771 b Volume ratio, VR 0.25 0.80 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5960 10 630 240 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1656 3 175 67 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6820 11 721 274 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.69 0.33 Weaving and non-weaving speeds, Si 47.47 56.40 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.17 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.08 mph Weaving segment density, D 28.41 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10871 pc/h Capacity as a 15-minute flow rate, c 10554 pc/h Capacity as a full-hour volume, ch 9499 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 995 2800 a Average flow rate 1565 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7262 20 880 330 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2017 6 244 92 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8310 22 1007 377 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.88 0.46 Weaving and non-weaving speeds, Si 37.32 43.78 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.39 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.73 mph Weaving segment density, D 45.48 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9674 pc/h Capacity as a 15-minute flow rate, c 9392 pc/h Capacity as a full-hour volume, ch 8453 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1384 2800 a Average flow rate 1943 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7390 30 510 320 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2053 8 142 89 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8457 34 583 366 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.80 0.38 Weaving and non-weaving speeds, Si 38.36 45.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.12 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.52 mph Weaving segment density, D 42.41 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9904 pc/h Capacity as a 15-minute flow rate, c 9616 pc/h Capacity as a full-hour volume, ch 8654 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 949 2800 a Average flow rate 1888 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 50 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9260 40 710 450 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2572 11 197 125 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10597 45 812 515 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.03 0.54 Weaving and non-weaving speeds, Si 34.74 40.91 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.24 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 40.12 mph Weaving segment density, D 59.66 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9844 pc/h Capacity as a 15-minute flow rate, c 9557 pc/h Capacity as a full-hour volume, ch 8601 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1327 2800 a Average flow rate 2393 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 66 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5830 20 460 460 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1619 6 128 128 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6672 22 526 526 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.54 0.26 Weaving and non-weaving speeds, Si 51.35 59.35 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.26 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.12 mph Weaving segment density, D 26.65 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11356 pc/h Capacity as a 15-minute flow rate, c 11025 pc/h Capacity as a full-hour volume, ch 9922 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1052 2800 a Average flow rate 1549 2360 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 36 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5850 30 640 640 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1625 8 178 178 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6695 34 732 732 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.44 0.19 Weaving and non-weaving speeds, Si 25.64 36.90 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.84 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 34.21 mph Weaving segment density, D 47.89 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9843 pc/h Capacity as a 15-minute flow rate, c 9556 pc/h Capacity as a full-hour volume, ch 8600 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1464 2800 a Average flow rate 1638 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 40 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6250 30 480 470 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1736 8 133 131 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7152 34 549 537 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.86 0.41 Weaving and non-weaving speeds, Si 31.11 36.21 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.37 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 35.45 mph Weaving segment density, D 46.67 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9469 pc/h Capacity as a 15-minute flow rate, c 9193 pc/h Capacity as a full-hour volume, ch 8274 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1086 2800 a Average flow rate 1654 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 51 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8490 40 670 660 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2358 11 186 183 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9716 45 766 755 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.17 0.63 Weaving and non-weaving speeds, Si 33.86 40.18 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.34 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 39.20 mph Weaving segment density, D 57.56 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9448 pc/h Capacity as a 15-minute flow rate, c 9173 pc/h Capacity as a full-hour volume, ch 8256 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1521 2800 a Average flow rate 2256 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 59 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5880 20 390 350 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1633 6 108 97 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6729 22 446 400 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.57 0.26 Weaving and non-weaving speeds, Si 46.23 53.82 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.14 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.85 mph Weaving segment density, D 28.75 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10535 pc/h Capacity as a 15-minute flow rate, c 10228 pc/h Capacity as a full-hour volume, ch 9205 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 846 2800 a Average flow rate 1519 2290 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6180 30 540 490 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1717 8 150 136 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7072 34 618 560 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.53 0.19 Weaving and non-weaving speeds, Si 24.87 36.06 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.58 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 33.89 mph Weaving segment density, D 48.89 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9873 pc/h Capacity as a 15-minute flow rate, c 9585 pc/h Capacity as a full-hour volume, ch 8626 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1178 2800 a Average flow rate 1656 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 43 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6260 20 570 300 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1739 6 158 83 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7164 22 652 343 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.37 0.13 Weaving and non-weaving speeds, Si 39.16 44.20 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.87 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.51 mph Weaving segment density, D 37.60 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11125 pc/h Capacity as a 15-minute flow rate, c 10801 pc/h Capacity as a full-hour volume, ch 9721 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 995 4000 a Average flow rate 1636 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 57 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8700 20 800 420 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 2417 6 222 117 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9956 22 915 480 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.18 Weaving and non-weaving speeds, Si 47.15 54.76 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.70 mph Weaving segment density, D 42.36 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11258 pc/h Capacity as a 15-minute flow rate, c 10930 pc/h Capacity as a full-hour volume, ch 9837 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1395 4000 a Average flow rate 2274 2270 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 63 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.41 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3780 110 2140 600 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1050 31 594 167 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4326 125 2449 686 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.69 0.58 Weaving and non-weaving speeds, Si 46.36 48.59 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.35 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.64 mph Weaving segment density, D 31.85 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9489 pc/h Capacity as a 15-minute flow rate, c 9213 pc/h Capacity as a full-hour volume, ch 8292 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3135 4000 a Average flow rate 1517 2330 b Volume ratio, VR 0.41 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.56 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2800 160 2990 830 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 778 44 831 231 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3204 183 3421 949 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.88 1.08 Weaving and non-weaving speeds, Si 28.33 27.00 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 27.74 mph Weaving segment density, D 55.93 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 7157 pc/h Capacity as a 15-minute flow rate, c 6949 pc/h Capacity as a full-hour volume, ch 6254 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4370 4000 a Average flow rate 1551 b Volume ratio, VR 0.56 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 37 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.36 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4090 30 1670 620 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1136 8 464 172 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4680 34 1911 709 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.65 0.46 Weaving and non-weaving speeds, Si 31.38 33.48 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.23 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 32.69 mph Weaving segment density, D 44.86 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9143 pc/h Capacity as a 15-minute flow rate, c 8877 pc/h Capacity as a full-hour volume, ch 7989 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2620 4000 a Average flow rate 1466 b Volume ratio, VR 0.36 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 55 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.35 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5870 50 2330 860 veh/h Peak-hour factor, PHF 0.90 0.90 0.90 0.90 Peak 15-min volume, v15 1631 14 647 239 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6717 57 2666 984 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.82 0.64 Weaving and non-weaving speeds, Si 39.72 42.52 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.15 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 41.49 mph Weaving segment density, D 50.24 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9191 pc/h Capacity as a 15-minute flow rate, c 8923 pc/h Capacity as a full-hour volume, ch 8031 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3650 4000 a Average flow rate 2084 2250 b Volume ratio, VR 0.35 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 71 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.26 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3960 10 620 220 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1138 3 178 63 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4688 11 734 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.45 0.17 Weaving and non-weaving speeds, Si 57.12 67.11 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.09 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 65.13 mph Weaving segment density, D 17.48 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11771 pc/h Capacity as a 15-minute flow rate, c 11428 pc/h Capacity as a full-hour volume, ch 9942 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 994 4000 a Average flow rate 1138 2400 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.26 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 69 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6720 20 310 260 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1931 6 89 75 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7955 23 367 307 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.50 0.15 Weaving and non-weaving speeds, Si 54.41 66.09 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.60 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 65.00 mph Weaving segment density, D 26.62 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11850 pc/h Capacity as a 15-minute flow rate, c 11505 pc/h Capacity as a full-hour volume, ch 10009 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 674 4000 a Average flow rate 1730 2390 b Volume ratio, VR 0.08 0.80 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 41 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.30 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4890 10 440 190 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1405 3 126 55 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5789 11 520 224 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.72 0.31 Weaving and non-weaving speeds, Si 33.03 38.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 37.94 mph Weaving segment density, D 34.50 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 9446 pc/h Capacity as a 15-minute flow rate, c 9171 pc/h Capacity as a full-hour volume, ch 7979 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 744 2800 a Average flow rate 1308 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.30 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 49 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5870 30 610 540 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1687 9 175 155 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6949 35 722 639 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.34 0.29 Weaving and non-weaving speeds, Si 26.69 45.27 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.45 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 40.65 mph Weaving segment density, D 41.05 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9160 pc/h Capacity as a 15-minute flow rate, c 8893 pc/h Capacity as a full-hour volume, ch 7737 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1361 2800 a Average flow rate 1669 b Volume ratio, VR 0.16 0.20 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.17 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3860 10 730 150 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1109 3 210 43 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4569 11 864 177 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.43 0.17 Weaving and non-weaving speeds, Si 53.44 62.05 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.16 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.25 mph Weaving segment density, D 18.66 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11477 pc/h Capacity as a 15-minute flow rate, c 11143 pc/h Capacity as a full-hour volume, ch 9694 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1041 4000 a Average flow rate 1124 2350 b Volume ratio, VR 0.19 0.80 c Weaving ratio, R 0.17 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 62 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6960 10 550 270 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 2000 3 158 78 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8240 11 651 319 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.52 0.18 Weaving and non-weaving speeds, Si 49.16 58.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.77 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.77 mph Weaving segment density, D 31.92 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11570 pc/h Capacity as a 15-minute flow rate, c 11233 pc/h Capacity as a full-hour volume, ch 9773 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 970 4000 a Average flow rate 1844 2320 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.18 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5490 10 700 150 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1578 3 201 43 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6499 11 828 177 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.60 0.28 Weaving and non-weaving speeds, Si 41.27 47.69 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.72 mph Weaving segment density, D 32.17 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 9895 pc/h Capacity as a 15-minute flow rate, c 9607 pc/h Capacity as a full-hour volume, ch 8358 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1005 2800 a Average flow rate 1503 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.18 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 56 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6680 20 710 340 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1920 6 204 98 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7908 23 840 402 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.73 0.37 Weaving and non-weaving speeds, Si 41.61 48.55 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.48 mph Weaving segment density, D 38.64 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10002 pc/h Capacity as a 15-minute flow rate, c 9711 pc/h Capacity as a full-hour volume, ch 8449 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1242 2800 a Average flow rate 1834 2260 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 62 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.14 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3600 10 840 140 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1034 3 241 40 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4262 11 994 165 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.35 0.15 Weaving and non-weaving speeds, Si 53.41 60.21 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.11 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.62 mph Weaving segment density, D 18.53 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11326 pc/h Capacity as a 15-minute flow rate, c 10996 pc/h Capacity as a full-hour volume, ch 9567 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1159 4000 a Average flow rate 1086 2320 b Volume ratio, VR 0.21 0.80 c Weaving ratio, R 0.14 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 51 mph Weaving number of lanes, N 4 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.26 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7050 10 660 230 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 2026 3 190 66 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8346 11 781 272 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.50 0.19 Weaving and non-weaving speeds, Si 42.31 49.38 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.59 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.47 mph Weaving segment density, D 48.53 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8933 pc/h Capacity as a 15-minute flow rate, c 8673 pc/h Capacity as a full-hour volume, ch 7546 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1053 4000 a Average flow rate 2352 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.26 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 40 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4890 30 840 600 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1405 9 241 172 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5789 35 994 710 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.49 0.26 Weaving and non-weaving speeds, Si 35.10 38.87 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.08 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 37.95 mph Weaving segment density, D 49.59 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8382 pc/h Capacity as a 15-minute flow rate, c 8138 pc/h Capacity as a full-hour volume, ch 7080 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1704 4000 a Average flow rate 1882 b Volume ratio, VR 0.23 0.80 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6190 30 660 500 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1779 9 190 144 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7328 35 781 591 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.48 0.21 Weaving and non-weaving speeds, Si 43.37 49.71 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.70 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.59 mph Weaving segment density, D 44.94 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8736 pc/h Capacity as a 15-minute flow rate, c 8482 pc/h Capacity as a full-hour volume, ch 7379 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1372 4000 a Average flow rate 2183 b Volume ratio, VR 0.16 0.80 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 61 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.26 Weaving ratio, R 0.24 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3640 20 970 300 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1046 6 279 86 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4309 23 1148 355 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.39 0.19 Weaving and non-weaving speeds, Si 51.65 57.69 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.31 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.00 mph Weaving segment density, D 20.84 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10908 pc/h Capacity as a 15-minute flow rate, c 10590 pc/h Capacity as a full-hour volume, ch 9213 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1503 4000 a Average flow rate 1167 2310 b Volume ratio, VR 0.26 0.80 c Weaving ratio, R 0.24 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.24 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6840 20 1360 420 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1966 6 391 121 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8097 23 1610 497 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.53 0.27 Weaving and non-weaving speeds, Si 31.35 34.76 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.36 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 34.00 mph Weaving segment density, D 60.17 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10540 pc/h Capacity as a 15-minute flow rate, c 10233 pc/h Capacity as a full-hour volume, ch 8903 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2107 4000 a Average flow rate 2045 b Volume ratio, VR 0.21 0.80 c Weaving ratio, R 0.24 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 43 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.32 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3650 60 1040 680 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1049 17 299 195 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4321 71 1231 805 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.80 0.26 Weaving and non-weaving speeds, Si 26.79 41.21 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.32 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 35.20 mph Weaving segment density, D 36.52 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 9402 pc/h Capacity as a 15-minute flow rate, c 9128 pc/h Capacity as a full-hour volume, ch 7941 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2036 2800 a Average flow rate 1285 b Volume ratio, VR 0.32 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 66 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.39 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3680 80 1450 950 veh/h Peak-hour factor, PHF 0.87 0.87 0.87 0.87 Peak 15-min volume, v15 1057 23 417 273 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4356 94 1716 1124 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.29 0.38 Weaving and non-weaving speeds, Si 32.03 55.62 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.34 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.22 mph Weaving segment density, D 33.74 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10523 pc/h Capacity as a 15-minute flow rate, c 10217 pc/h Capacity as a full-hour volume, ch 8889 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2840 2800 a Average flow rate 1458 2360 b Volume ratio, VR 0.39 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3990 20 850 330 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1084 5 231 90 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4445 22 947 367 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.43 0.21 Weaving and non-weaving speeds, Si 53.46 60.54 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.88 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.77 mph Weaving segment density, D 24.59 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9247 pc/h Capacity as a 15-minute flow rate, c 9021 pc/h Capacity as a full-hour volume, ch 8299 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1314 4000 a Average flow rate 1445 2350 b Volume ratio, VR 0.23 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 56 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5850 20 1200 470 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1590 5 326 128 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6517 22 1336 523 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.55 0.29 Weaving and non-weaving speeds, Si 44.62 50.57 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.95 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.12 mph Weaving segment density, D 42.74 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8527 pc/h Capacity as a 15-minute flow rate, c 8319 pc/h Capacity as a full-hour volume, ch 7653 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1859 4000 a Average flow rate 2099 2260 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 52 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.86 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 790 40 4430 830 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 215 11 1204 226 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 880 44 4935 924 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.02 0.84 Weaving and non-weaving speeds, Si 25.44 37.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.51 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 26.62 mph Weaving segment density, D 50.96 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9849 pc/h Capacity as a 15-minute flow rate, c 9609 pc/h Capacity as a full-hour volume, ch 8840 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 5859 2800 a Average flow rate 1356 b Volume ratio, VR 0.86 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 51 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.89 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 890 60 6200 1160 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 242 16 1685 315 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 991 66 6907 1292 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 4.20 1.33 Weaving and non-weaving speeds, Si 22.89 32.63 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.81 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 23.70 mph Weaving segment density, D 78.11 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9849 pc/h Capacity as a 15-minute flow rate, c 9609 pc/h Capacity as a full-hour volume, ch 8840 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 8199 2800 a Average flow rate 1851 b Volume ratio, VR 0.89 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 62 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5210 20 580 300 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1416 5 158 82 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5804 22 646 334 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.34 0.12 Weaving and non-weaving speeds, Si 53.70 61.23 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.74 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.02 mph Weaving segment density, D 22.68 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11552 pc/h Capacity as a 15-minute flow rate, c 11270 pc/h Capacity as a full-hour volume, ch 10368 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 980 4000 a Average flow rate 1361 2320 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 53 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7510 20 820 420 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 2041 5 223 114 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8367 22 913 467 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.44 0.18 Weaving and non-weaving speeds, Si 44.85 51.55 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.81 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.48 mph Weaving segment density, D 38.70 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10995 pc/h Capacity as a 15-minute flow rate, c 10727 pc/h Capacity as a full-hour volume, ch 9869 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1380 4000 a Average flow rate 1953 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4030 20 450 150 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1095 5 122 41 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4489 22 501 167 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.10 0.53 Weaving and non-weaving speeds, Si 26.89 31.36 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.82 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 30.70 mph Weaving segment density, D 56.24 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5475 pc/h Capacity as a 15-minute flow rate, c 5341 pc/h Capacity as a full-hour volume, ch 4914 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 668 2800 a Average flow rate 1726 b Volume ratio, VR 0.13 0.45 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: The City Drive to Bristol Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5640 30 620 210 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1533 8 168 57 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6283 33 690 233 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.52 0.81 Weaving and non-weaving speeds, Si 24.91 28.79 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.84 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 28.23 mph Weaving segment density, D 85.47 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5481 pc/h Capacity as a 15-minute flow rate, c 5347 pc/h Capacity as a full-hour volume, ch 4919 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 923 2800 a Average flow rate 2413 b Volume ratio, VR 0.13 0.45 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 66 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5511 10 540 280 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1498 3 147 76 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6139 11 601 311 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.52 0.19 Weaving and non-weaving speeds, Si 51.89 61.92 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.41 mph Weaving segment density, D 29.22 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9366 pc/h Capacity as a 15-minute flow rate, c 9138 pc/h Capacity as a full-hour volume, ch 8407 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 912 4000 a Average flow rate 1765 2360 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 39 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7941 20 750 390 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 2158 5 204 106 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8847 22 835 434 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.66 0.27 Weaving and non-weaving speeds, Si 32.45 37.80 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.96 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 37.03 mph Weaving segment density, D 68.44 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8655 pc/h Capacity as a 15-minute flow rate, c 8444 pc/h Capacity as a full-hour volume, ch 7768 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1269 4000 a Average flow rate 2534 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 3 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.41 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3020 40 1460 710 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 821 11 397 193 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3364 44 1626 791 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.00 0.91 Weaving and non-weaving speeds, Si 27.49 28.11 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.69 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 27.85 mph Weaving segment density, D 69.72 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5076 pc/h Capacity as a 15-minute flow rate, c 4952 pc/h Capacity as a full-hour volume, ch 4556 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2417 4000 a Average flow rate 1941 b Volume ratio, VR 0.41 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 35 mph Weaving number of lanes, N 3 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4210 50 2050 1000 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 1144 14 557 272 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4690 55 2283 1114 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.50 1.51 Weaving and non-weaving speeds, Si 25.01 24.97 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.97 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 24.99 mph Weaving segment density, D 108.62 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 4862 pc/h Capacity as a 15-minute flow rate, c 4743 pc/h Capacity as a full-hour volume, ch 4364 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3397 4000 a Average flow rate 2714 b Volume ratio, VR 0.42 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 57 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.57 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1360 80 1420 470 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 370 22 386 128 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1515 89 1582 523 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.75 0.80 Weaving and non-weaving speeds, Si 41.89 41.10 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.79 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 41.55 mph Weaving segment density, D 22.32 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 6254 pc/h Capacity as a 15-minute flow rate, c 6101 pc/h Capacity as a full-hour volume, ch 5613 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2105 4000 a Average flow rate 927 2270 b Volume ratio, VR 0.57 0.80 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 51 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.54 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2160 110 1990 660 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 587 30 541 179 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2406 122 2217 735 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.94 1.06 Weaving and non-weaving speeds, Si 36.10 34.92 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.74 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 35.54 mph Weaving segment density, D 38.54 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 6237 pc/h Capacity as a 15-minute flow rate, c 6085 pc/h Capacity as a full-hour volume, ch 5598 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2952 4000 a Average flow rate 1370 b Volume ratio, VR 0.54 0.80 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 66 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.52 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1750 30 1370 520 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 476 8 372 141 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1949 33 1526 579 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.60 0.58 Weaving and non-weaving speeds, Si 50.01 50.42 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.28 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.21 mph Weaving segment density, D 20.35 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 7370 pc/h Capacity as a 15-minute flow rate, c 7190 pc/h Capacity as a full-hour volume, ch 6615 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2105 4000 a Average flow rate 1021 2360 b Volume ratio, VR 0.52 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 44 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.54 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2190 40 1920 730 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 595 11 522 198 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2439 44 2139 813 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.76 0.86 Weaving and non-weaving speeds, Si 34.30 33.25 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.46 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 33.81 mph Weaving segment density, D 40.18 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6562 pc/h Capacity as a 15-minute flow rate, c 6402 pc/h Capacity as a full-hour volume, ch 5890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2952 4000 a Average flow rate 1358 b Volume ratio, VR 0.54 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 53 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.33 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2060 30 560 460 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 560 8 152 125 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2295 33 623 512 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.54 0.19 Weaving and non-weaving speeds, Si 31.95 50.99 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.63 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.66 mph Weaving segment density, D 20.29 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 6419 pc/h Capacity as a 15-minute flow rate, c 6262 pc/h Capacity as a full-hour volume, ch 5761 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1135 2800 a Average flow rate 865 b Volume ratio, VR 0.33 0.35 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 44 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3650 40 790 640 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 992 11 215 174 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4066 44 880 713 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.30 0.32 Weaving and non-weaving speeds, Si 25.31 40.74 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.66 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 34.81 mph Weaving segment density, D 40.96 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6703 pc/h Capacity as a 15-minute flow rate, c 6540 pc/h Capacity as a full-hour volume, ch 6017 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1593 2800 a Average flow rate 1425 b Volume ratio, VR 0.28 0.35 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 59 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2700 20 630 440 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 734 5 171 120 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3008 22 701 490 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.70 0.22 Weaving and non-weaving speeds, Si 33.13 55.28 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.47 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.51 mph Weaving segment density, D 22.69 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 6975 pc/h Capacity as a 15-minute flow rate, c 6805 pc/h Capacity as a full-hour volume, ch 6261 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1191 2800 a Average flow rate 1055 2290 b Volume ratio, VR 0.28 0.35 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2008 Description: PTMLUP - Existing Freeway free-flow speed, SFF 61 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.33 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3020 30 880 610 veh/h Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Peak 15-min volume, v15 821 8 239 166 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3364 33 980 679 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.19 0.32 Weaving and non-weaving speeds, Si 30.98 53.78 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.63 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.32 mph Weaving segment density, D 29.18 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 6807 pc/h Capacity as a 15-minute flow rate, c 6641 pc/h Capacity as a full-hour volume, ch 6110 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1659 2800 a Average flow rate 1264 2310 b Volume ratio, VR 0.33 0.35 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix C-O eCp creeway teaving Analysis torksheets under OMPM ko mroject Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5610 10 460 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1476 3 121 58 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6171 11 498 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.35 0.11 Weaving and non-weaving speeds, Si 55.65 64.39 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.60 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 63.34 mph Weaving segment density, D 21.85 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 736 4000 a Average flow rate 1383 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9650 20 640 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2539 5 168 79 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10615 22 693 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.49 0.17 Weaving and non-weaving speeds, Si 51.92 61.92 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.42 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.89 mph Weaving segment density, D 38.28 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1018 4000 a Average flow rate 2331 2350 b Volume ratio, VR 0.09 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5620 20 540 290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1479 5 142 76 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6182 22 585 314 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.41 0.14 Weaving and non-weaving speeds, Si 54.05 63.17 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.85 mph Weaving segment density, D 22.97 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11716 pc/h Capacity as a 15-minute flow rate, c 11211 pc/h Capacity as a full-hour volume, ch 10650 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 899 4000 a Average flow rate 1420 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10940 20 690 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2879 5 182 124 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12034 22 748 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.59 0.22 Weaving and non-weaving speeds, Si 49.49 59.96 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.51 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.79 mph Weaving segment density, D 45.29 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1257 4000 a Average flow rate 2662 2350 b Volume ratio, VR 0.09 0.80 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6400 40 690 630 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1684 11 182 166 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7040 44 748 683 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.82 0.42 Weaving and non-weaving speeds, Si 45.24 53.60 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.40 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.99 mph Weaving segment density, D 32.76 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10568 pc/h Capacity as a 15-minute flow rate, c 10113 pc/h Capacity as a full-hour volume, ch 9607 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1431 2800 a Average flow rate 1703 2350 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7170 50 970 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1887 13 255 168 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7887 55 1051 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.21 0.30 Weaving and non-weaving speeds, Si 32.11 57.34 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.48 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.23 mph Weaving segment density, D 38.56 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10481 pc/h Capacity as a 15-minute flow rate, c 10030 pc/h Capacity as a full-hour volume, ch 9528 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1744 2800 a Average flow rate 1937 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4560 20 780 420 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1200 5 205 111 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5016 22 845 455 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.20 0.15 Weaving and non-weaving speeds, Si 40.04 62.91 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.59 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.31 mph Weaving segment density, D 22.51 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10813 pc/h Capacity as a 15-minute flow rate, c 10347 pc/h Capacity as a full-hour volume, ch 9830 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1300 2800 a Average flow rate 1267 2350 b Volume ratio, VR 0.21 0.20 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9470 60 1080 950 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2492 16 284 250 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10417 66 1170 1030 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.21 0.33 Weaving and non-weaving speeds, Si 32.13 56.42 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.56 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.88 mph Weaving segment density, D 50.86 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11004 pc/h Capacity as a 15-minute flow rate, c 10530 pc/h Capacity as a full-hour volume, ch 10003 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2200 2800 a Average flow rate 2536 2350 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4640 10 940 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1221 3 247 58 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5104 11 1019 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.37 0.15 Weaving and non-weaving speeds, Si 55.27 62.62 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.96 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.02 mph Weaving segment density, D 20.88 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1257 4000 a Average flow rate 1274 2350 b Volume ratio, VR 0.20 0.80 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.21 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10590 20 1580 410 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2787 5 416 108 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11649 22 1713 444 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.58 0.27 Weaving and non-weaving speeds, Si 49.75 58.23 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.71 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.72 mph Weaving segment density, D 48.76 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2157 4000 a Average flow rate 2765 2350 b Volume ratio, VR 0.16 0.80 c Weaving ratio, R 0.21 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6140 50 850 580 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1616 13 224 153 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6754 55 921 628 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.67 0.22 Weaving and non-weaving speeds, Si 35.59 60.13 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.32 mph Weaving segment density, D 31.35 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10717 pc/h Capacity as a 15-minute flow rate, c 10256 pc/h Capacity as a full-hour volume, ch 9743 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1549 2800 a Average flow rate 1671 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7120 20 820 680 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1874 5 216 179 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7832 22 889 737 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.84 0.25 Weaving and non-weaving speeds, Si 34.37 59.15 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.47 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.64 mph Weaving segment density, D 36.02 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10817 pc/h Capacity as a 15-minute flow rate, c 10351 pc/h Capacity as a full-hour volume, ch 9833 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1626 2800 a Average flow rate 1896 2350 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.34 Weaving ratio, R 0.12 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3880 90 1760 250 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1021 24 463 66 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4227 98 1908 271 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.55 0.35 Weaving and non-weaving speeds, Si 50.44 55.88 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.80 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.93 mph Weaving segment density, D 24.12 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10006 pc/h Capacity as a 15-minute flow rate, c 9668 pc/h Capacity as a full-hour volume, ch 9185 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2179 3500 a Average flow rate 1300 2350 b Volume ratio, VR 0.34 0.50 c Weaving ratio, R 0.12 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: Parsons Brinckerhoff Agency/Co.: PB Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.10 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8770 140 2650 280 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2308 37 697 74 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9554 152 2873 303 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.81 0.49 Weaving and non-weaving speeds, Si 45.32 52.03 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.20 mph Weaving segment density, D 51.33 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11108 pc/h Capacity as a 15-minute flow rate, c 10732 pc/h Capacity as a full-hour volume, ch 10195 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3176 3500 a Average flow rate 2576 2350 b Volume ratio, VR 0.25 0.50 c Weaving ratio, R 0.10 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7500 10 870 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1974 3 229 58 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8171 10 943 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.83 0.42 Weaving and non-weaving speeds, Si 45.01 53.81 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.19 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.51 mph Weaving segment density, D 35.66 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10861 pc/h Capacity as a 15-minute flow rate, c 10494 pc/h Capacity as a full-hour volume, ch 9969 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1181 2800 a Average flow rate 1872 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6730 20 1300 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1771 5 342 79 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7332 21 1409 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.14 0.29 Weaving and non-weaving speeds, Si 32.54 57.74 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.31 mph Weaving segment density, D 36.12 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10395 pc/h Capacity as a 15-minute flow rate, c 10043 pc/h Capacity as a full-hour volume, ch 9541 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1734 2800 a Average flow rate 1817 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.29 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4880 60 1150 870 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1284 16 303 229 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5290 65 1246 943 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.56 0.33 Weaving and non-weaving speeds, Si 50.17 56.24 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.57 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.33 mph Weaving segment density, D 27.77 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11319 pc/h Capacity as a 15-minute flow rate, c 10989 pc/h Capacity as a full-hour volume, ch 10440 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2189 4000 a Average flow rate 1508 2350 b Volume ratio, VR 0.29 0.80 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8960 90 1780 1180 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2358 24 468 311 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9714 97 1929 1279 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.77 0.47 Weaving and non-weaving speeds, Si 46.14 52.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.40 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.75 mph Weaving segment density, D 51.31 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11478 pc/h Capacity as a 15-minute flow rate, c 11144 pc/h Capacity as a full-hour volume, ch 10587 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3208 4000 a Average flow rate 2603 2350 b Volume ratio, VR 0.25 0.80 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.18 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6470 10 1250 280 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1703 3 329 74 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7014 10 1355 303 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.02 0.27 Weaving and non-weaving speeds, Si 33.20 58.39 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.00 mph Weaving segment density, D 34.05 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10411 pc/h Capacity as a 15-minute flow rate, c 10108 pc/h Capacity as a full-hour volume, ch 9603 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1658 2800 a Average flow rate 1736 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.18 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.21 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11390 20 1430 380 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2997 5 376 100 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12349 21 1550 412 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.27 0.75 Weaving and non-weaving speeds, Si 39.21 46.49 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.34 mph Weaving segment density, D 63.22 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10801 pc/h Capacity as a 15-minute flow rate, c 10486 pc/h Capacity as a full-hour volume, ch 9962 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1962 2800 a Average flow rate 2866 2350 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.21 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.44 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11480 30 570 440 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3021 8 150 116 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12446 32 618 477 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.09 0.57 Weaving and non-weaving speeds, Si 41.31 49.96 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.96 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.13 mph Weaving segment density, D 55.26 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11049 pc/h Capacity as a 15-minute flow rate, c 10727 pc/h Capacity as a full-hour volume, ch 10191 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1095 2800 a Average flow rate 2714 2350 b Volume ratio, VR 0.08 0.20 c Weaving ratio, R 0.44 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 13700 50 870 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3605 13 229 174 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 14853 54 943 715 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.38 0.80 Weaving and non-weaving speeds, Si 38.15 45.59 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.12 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.72 mph Weaving segment density, D 74.08 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11048 pc/h Capacity as a 15-minute flow rate, c 10726 pc/h Capacity as a full-hour volume, ch 10190 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1658 2800 a Average flow rate 3313 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6320 20 510 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1663 5 134 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6852 21 552 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.55 0.27 Weaving and non-weaving speeds, Si 50.46 58.35 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.26 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.15 mph Weaving segment density, D 27.76 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11306 pc/h Capacity as a 15-minute flow rate, c 10977 pc/h Capacity as a full-hour volume, ch 10428 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1061 2800 a Average flow rate 1586 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 13270 40 710 700 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3492 11 187 184 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 14387 43 769 758 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.01 0.58 Weaving and non-weaving speeds, Si 42.41 49.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.13 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.96 mph Weaving segment density, D 65.19 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11547 pc/h Capacity as a 15-minute flow rate, c 11211 pc/h Capacity as a full-hour volume, ch 10650 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1527 2800 a Average flow rate 3191 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 12100 30 630 510 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3184 8 166 134 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 13118 32 683 552 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.35 0.72 Weaving and non-weaving speeds, Si 38.43 46.94 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.98 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.06 mph Weaving segment density, D 62.46 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10728 pc/h Capacity as a 15-minute flow rate, c 10416 pc/h Capacity as a full-hour volume, ch 9895 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1235 2800 a Average flow rate 2877 2350 b Volume ratio, VR 0.09 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11980 40 780 730 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3153 11 205 192 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12988 43 845 791 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.45 0.81 Weaving and non-weaving speeds, Si 37.49 45.34 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.15 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.30 mph Weaving segment density, D 66.21 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10647 pc/h Capacity as a 15-minute flow rate, c 10337 pc/h Capacity as a full-hour volume, ch 9820 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1636 2800 a Average flow rate 2933 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7070 20 440 370 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1861 5 116 97 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7665 21 477 401 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.63 0.30 Weaving and non-weaving speeds, Si 48.78 57.41 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.06 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.39 mph Weaving segment density, D 30.37 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11310 pc/h Capacity as a 15-minute flow rate, c 10981 pc/h Capacity as a full-hour volume, ch 10432 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 878 2800 a Average flow rate 1712 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.07 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 15540 30 610 500 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 4089 8 161 132 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 16848 32 661 542 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.21 0.69 Weaving and non-weaving speeds, Si 39.94 47.61 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.91 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.01 mph Weaving segment density, D 76.93 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11328 pc/h Capacity as a 15-minute flow rate, c 10998 pc/h Capacity as a full-hour volume, ch 10448 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1203 2800 a Average flow rate 2350 b Volume ratio, VR 0.07 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11310 20 600 320 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2976 5 158 84 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12262 21 650 346 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.16 Weaving and non-weaving speeds, Si 52.47 62.25 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.28 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.39 mph Weaving segment density, D 43.26 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 996 4000 a Average flow rate 2655 2350 b Volume ratio, VR 0.08 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10700 30 810 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2816 8 213 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11601 32 878 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.49 0.19 Weaving and non-weaving speeds, Si 51.87 61.17 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.03 mph Weaving segment density, D 43.38 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1387 4000 a Average flow rate 2604 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4040 120 2320 670 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1063 32 611 176 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4380 130 2515 726 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.71 0.60 Weaving and non-weaving speeds, Si 47.24 49.31 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.38 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.43 mph Weaving segment density, D 32.01 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 9551 pc/h Capacity as a 15-minute flow rate, c 9273 pc/h Capacity as a full-hour volume, ch 8809 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3241 4000 a Average flow rate 1550 2350 b Volume ratio, VR 0.42 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 14480 180 3350 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3811 47 882 245 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 15699 195 3632 1008 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.01 0.67 Weaving and non-weaving speeds, Si 42.32 48.00 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.38 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.59 mph Weaving segment density, D 88.15 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11551 pc/h Capacity as a 15-minute flow rate, c 11215 pc/h Capacity as a full-hour volume, ch 10654 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4640 4000 a Average flow rate 2350 b Volume ratio, VR 0.23 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9800 40 1860 690 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2579 11 489 182 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10625 43 2016 748 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.76 0.42 Weaving and non-weaving speeds, Si 46.18 53.86 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.08 mph Weaving segment density, D 51.59 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11577 pc/h Capacity as a 15-minute flow rate, c 11240 pc/h Capacity as a full-hour volume, ch 10678 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2764 4000 a Average flow rate 2686 2350 b Volume ratio, VR 0.21 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.30 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7890 50 2440 970 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2076 13 642 255 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8554 54 2645 1051 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.85 0.60 Weaving and non-weaving speeds, Si 44.76 49.40 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.81 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.91 mph Weaving segment density, D 51.36 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11495 pc/h Capacity as a 15-minute flow rate, c 11160 pc/h Capacity as a full-hour volume, ch 10602 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3696 4000 a Average flow rate 2460 2350 b Volume ratio, VR 0.30 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.26 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4270 10 700 250 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1124 3 184 66 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4629 10 758 271 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.45 0.18 Weaving and non-weaving speeds, Si 52.86 61.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.22 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.94 mph Weaving segment density, D 18.91 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11398 pc/h Capacity as a 15-minute flow rate, c 11066 pc/h Capacity as a full-hour volume, ch 10513 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1029 4000 a Average flow rate 1133 2350 b Volume ratio, VR 0.18 0.80 c Weaving ratio, R 0.26 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7730 20 400 290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2034 5 105 76 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8380 21 433 314 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.52 0.17 Weaving and non-weaving speeds, Si 51.16 62.13 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.68 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.06 mph Weaving segment density, D 29.97 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 747 4000 a Average flow rate 1829 2350 b Volume ratio, VR 0.08 0.80 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.07 Weaving ratio, R 0.30 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9670 10 520 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2545 3 137 58 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10484 10 563 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.12 0.54 Weaving and non-weaving speeds, Si 40.94 50.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.83 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.92 mph Weaving segment density, D 45.25 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10572 pc/h Capacity as a 15-minute flow rate, c 10264 pc/h Capacity as a full-hour volume, ch 9751 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 801 2800 a Average flow rate 2259 2350 b Volume ratio, VR 0.07 0.20 c Weaving ratio, R 0.30 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9280 30 650 620 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2442 8 171 163 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10061 32 704 672 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.25 0.66 Weaving and non-weaving speeds, Si 39.39 48.21 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.15 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.95 mph Weaving segment density, D 48.86 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10432 pc/h Capacity as a 15-minute flow rate, c 10128 pc/h Capacity as a full-hour volume, ch 9622 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1376 2800 a Average flow rate 2293 2350 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.18 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4140 10 960 210 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1089 3 253 55 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4488 10 1040 227 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.21 Weaving and non-weaving speeds, Si 52.49 60.61 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.61 mph Weaving segment density, D 19.67 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11384 pc/h Capacity as a 15-minute flow rate, c 11052 pc/h Capacity as a full-hour volume, ch 10499 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1267 4000 a Average flow rate 1153 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.18 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.15 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7640 30 720 630 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2011 8 189 166 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8283 32 780 683 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.59 0.24 Weaving and non-weaving speeds, Si 49.51 59.18 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.94 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.50 mph Weaving segment density, D 34.01 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 11591 pc/h Capacity as a 15-minute flow rate, c 11253 pc/h Capacity as a full-hour volume, ch 10690 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1463 4000 a Average flow rate 1955 2350 b Volume ratio, VR 0.15 0.80 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8530 10 860 170 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2245 3 226 45 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9248 10 932 184 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.78 0.39 Weaving and non-weaving speeds, Si 45.94 54.45 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.12 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.38 mph Weaving segment density, D 38.87 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11237 pc/h Capacity as a 15-minute flow rate, c 10910 pc/h Capacity as a full-hour volume, ch 10364 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1116 2800 a Average flow rate 2074 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9000 20 840 440 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2368 5 221 116 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9757 21 910 477 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.86 0.46 Weaving and non-weaving speeds, Si 44.52 52.66 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.23 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.49 mph Weaving segment density, D 43.37 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11116 pc/h Capacity as a 15-minute flow rate, c 10792 pc/h Capacity as a full-hour volume, ch 10252 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1387 2800 a Average flow rate 2233 2350 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3660 10 900 210 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 963 3 237 55 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3968 10 975 227 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.35 0.16 Weaving and non-weaving speeds, Si 55.62 62.54 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.17 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.78 mph Weaving segment density, D 17.04 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11507 pc/h Capacity as a 15-minute flow rate, c 11172 pc/h Capacity as a full-hour volume, ch 10613 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1202 4000 a Average flow rate 1036 2350 b Volume ratio, VR 0.23 0.80 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10220 30 830 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2689 8 218 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11080 32 899 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.52 0.21 Weaving and non-weaving speeds, Si 51.08 60.62 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.51 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.37 mph Weaving segment density, D 42.18 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1408 4000 a Average flow rate 2504 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10810 30 990 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2845 8 261 168 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11720 32 1073 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.62 0.28 Weaving and non-weaving speeds, Si 48.95 57.87 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.52 mph Weaving segment density, D 59.79 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9126 pc/h Capacity as a full-hour volume, ch 8670 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1766 4000 a Average flow rate 3379 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8870 30 760 530 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2334 8 200 139 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9616 32 824 574 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.53 0.23 Weaving and non-weaving speeds, Si 50.85 59.85 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.54 mph Weaving segment density, D 47.17 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9126 pc/h Capacity as a full-hour volume, ch 8670 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1398 4000 a Average flow rate 2761 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3630 20 1050 390 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 955 5 276 103 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3935 21 1138 422 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.39 0.21 Weaving and non-weaving speeds, Si 54.47 60.56 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.39 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.70 mph Weaving segment density, D 18.79 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11170 pc/h Capacity as a 15-minute flow rate, c 10845 pc/h Capacity as a full-hour volume, ch 10303 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1560 4000 a Average flow rate 1103 2350 b Volume ratio, VR 0.28 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.31 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 15830 40 1480 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 4166 11 389 174 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 17163 43 1604 715 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.71 0.32 Weaving and non-weaving speeds, Si 47.25 56.58 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.53 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.28 mph Weaving segment density, D 70.64 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2319 4000 a Average flow rate 2350 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.31 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8720 60 1170 780 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2295 16 308 205 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9454 65 1268 845 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.52 0.36 Weaving and non-weaving speeds, Si 30.62 55.34 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.54 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.26 mph Weaving segment density, D 48.21 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10558 pc/h Capacity as a 15-minute flow rate, c 10250 pc/h Capacity as a full-hour volume, ch 9737 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2113 2800 a Average flow rate 2326 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.36 Weaving ratio, R 0.38 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4570 90 1630 980 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1203 24 429 258 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4954 97 1767 1062 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.35 0.38 Weaving and non-weaving speeds, Si 31.42 54.76 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.25 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.23 mph Weaving segment density, D 36.46 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10426 pc/h Capacity as a 15-minute flow rate, c 10122 pc/h Capacity as a full-hour volume, ch 9616 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2829 2800 a Average flow rate 1576 2350 b Volume ratio, VR 0.36 0.20 c Weaving ratio, R 0.38 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.30 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4860 20 940 400 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1279 5 247 105 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5243 21 1014 431 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.23 Weaving and non-weaving speeds, Si 52.48 59.81 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.83 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.06 mph Weaving segment density, D 28.89 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9314 pc/h Capacity as a 15-minute flow rate, c 9087 pc/h Capacity as a full-hour volume, ch 8633 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1445 4000 a Average flow rate 1677 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.30 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.31 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8670 30 1220 560 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2282 8 321 147 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9354 32 1316 604 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.62 0.30 Weaving and non-weaving speeds, Si 48.97 57.15 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.58 mph Weaving segment density, D 50.86 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9171 pc/h Capacity as a full-hour volume, ch 8712 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1920 4000 a Average flow rate 2826 2350 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.31 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.69 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2620 50 4960 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 689 13 1305 245 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2826 53 5351 1003 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.28 0.85 Weaving and non-weaving speeds, Si 27.85 44.75 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.74 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 31.57 mph Weaving segment density, D 58.50 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 6354 2800 a Average flow rate 1846 2350 b Volume ratio, VR 0.69 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.71 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3110 70 6620 1290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 818 18 1742 339 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3355 75 7142 1391 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 4.36 1.26 Weaving and non-weaving speeds, Si 25.27 39.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.99 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 28.15 mph Weaving segment density, D 84.98 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 8533 2800 a Average flow rate 2392 2350 b Volume ratio, VR 0.71 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6040 20 620 360 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1589 5 163 95 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6516 21 668 388 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.37 0.14 Weaving and non-weaving speeds, Si 55.22 63.43 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.67 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 62.14 mph Weaving segment density, D 24.44 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1056 4000 a Average flow rate 1518 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10940 20 850 450 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2879 5 224 118 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11803 21 917 485 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.51 0.20 Weaving and non-weaving speeds, Si 51.47 60.91 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.75 mph Weaving segment density, D 44.27 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1402 4000 a Average flow rate 2645 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4520 30 490 160 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1189 8 129 42 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4876 32 528 172 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.18 0.58 Weaving and non-weaving speeds, Si 31.04 37.19 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.29 mph Weaving segment density, D 51.51 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5493 pc/h Capacity as a 15-minute flow rate, c 5359 pc/h Capacity as a full-hour volume, ch 5091 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 700 2800 a Average flow rate 1869 b Volume ratio, VR 0.12 0.45 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.24 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6010 40 690 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1582 11 182 58 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6484 43 744 237 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.59 0.86 Weaving and non-weaving speeds, Si 28.53 33.80 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.80 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 33.01 mph Weaving segment density, D 75.83 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5468 pc/h Capacity as a 15-minute flow rate, c 5335 pc/h Capacity as a full-hour volume, ch 5068 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 981 2800 a Average flow rate 2502 b Volume ratio, VR 0.13 0.45 c Weaving ratio, R 0.24 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.31 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6130 30 1160 530 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1613 8 305 139 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6613 32 1251 571 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.69 0.36 Weaving and non-weaving speeds, Si 47.52 55.43 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.03 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.51 mph Weaving segment density, D 39.56 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 9077 pc/h Capacity as a 15-minute flow rate, c 8856 pc/h Capacity as a full-hour volume, ch 8413 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1822 4000 a Average flow rate 2116 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.31 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11130 40 1210 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2929 11 318 174 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12008 43 1305 712 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.86 0.42 Weaving and non-weaving speeds, Si 44.53 53.85 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.73 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.28 mph Weaving segment density, D 67.27 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9310 pc/h Capacity as a 15-minute flow rate, c 9083 pc/h Capacity as a full-hour volume, ch 8629 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2017 4000 a Average flow rate 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3370 40 1640 800 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 887 11 432 211 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3636 43 1769 863 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.25 1.17 Weaving and non-weaving speeds, Si 30.54 31.14 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.93 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 30.89 mph Weaving segment density, D 68.10 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 4863 pc/h Capacity as a 15-minute flow rate, c 4744 pc/h Capacity as a full-hour volume, ch 4507 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2632 4000 a Average flow rate 2103 b Volume ratio, VR 0.42 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.43 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4410 60 2290 1100 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1161 16 603 289 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4758 64 2470 1186 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.57 1.67 Weaving and non-weaving speeds, Si 28.60 28.13 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.02 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 28.33 mph Weaving segment density, D 99.75 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 4815 pc/h Capacity as a 15-minute flow rate, c 4698 pc/h Capacity as a full-hour volume, ch 4463 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3656 4000 a Average flow rate 2826 b Volume ratio, VR 0.43 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.57 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2260 100 1990 1180 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 595 26 524 311 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2438 107 2147 1273 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.05 1.32 Weaving and non-weaving speeds, Si 41.81 38.74 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.97 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 40.44 mph Weaving segment density, D 36.87 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 6674 pc/h Capacity as a 15-minute flow rate, c 6511 pc/h Capacity as a full-hour volume, ch 6185 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3420 4000 a Average flow rate 1491 2350 b Volume ratio, VR 0.57 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.60 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2860 150 2800 1660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 753 39 737 437 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3085 161 3021 1791 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.34 1.95 Weaving and non-weaving speeds, Si 38.49 33.66 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.16 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.39 mph Weaving segment density, D 55.36 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6556 pc/h Capacity as a 15-minute flow rate, c 6396 pc/h Capacity as a full-hour volume, ch 6076 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4812 4000 a Average flow rate 2014 2350 b Volume ratio, VR 0.60 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.58 Weaving ratio, R 0.29 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1780 40 1790 730 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 468 11 471 192 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1920 43 1931 787 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.72 0.86 Weaving and non-weaving speeds, Si 46.91 44.60 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.66 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.91 mph Weaving segment density, D 25.49 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 6819 pc/h Capacity as a 15-minute flow rate, c 6653 pc/h Capacity as a full-hour volume, ch 6320 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2718 4000 a Average flow rate 1170 2350 b Volume ratio, VR 0.58 0.80 c Weaving ratio, R 0.29 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.37 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5530 60 2240 1080 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1455 16 589 284 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5966 64 2416 1165 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.88 0.76 Weaving and non-weaving speeds, Si 44.29 46.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.76 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.55 mph Weaving segment density, D 52.75 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8169 pc/h Capacity as a 15-minute flow rate, c 7970 pc/h Capacity as a full-hour volume, ch 7571 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3581 4000 a Average flow rate 2402 2350 b Volume ratio, VR 0.37 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.26 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3790 40 720 620 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 997 11 189 163 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4089 43 776 668 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.93 0.51 Weaving and non-weaving speeds, Si 43.50 51.38 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.39 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.08 mph Weaving segment density, D 28.40 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 7505 pc/h Capacity as a 15-minute flow rate, c 7322 pc/h Capacity as a full-hour volume, ch 6956 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1444 2800 a Average flow rate 1394 2350 b Volume ratio, VR 0.26 0.35 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.24 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6660 70 1330 750 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1753 18 350 197 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7185 75 1434 809 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.50 0.54 Weaving and non-weaving speeds, Si 27.23 50.64 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.42 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.10 mph Weaving segment density, D 56.43 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 7665 pc/h Capacity as a 15-minute flow rate, c 7478 pc/h Capacity as a full-hour volume, ch 7104 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2243 2800 a Average flow rate 2375 2350 b Volume ratio, VR 0.24 0.35 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.27 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3520 30 810 520 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 926 8 213 137 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3797 32 873 561 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.07 0.28 Weaving and non-weaving speeds, Si 32.89 57.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.00 mph Weaving segment density, D 27.41 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 7431 pc/h Capacity as a 15-minute flow rate, c 7250 pc/h Capacity as a full-hour volume, ch 6887 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1434 2800 a Average flow rate 1315 2350 b Volume ratio, VR 0.27 0.35 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - No Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.33 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3870 40 1130 830 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1018 11 297 218 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4175 43 1219 895 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.75 0.43 Weaving and non-weaving speeds, Si 29.66 53.48 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.67 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.17 mph Weaving segment density, D 37.54 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 7003 pc/h Capacity as a 15-minute flow rate, c 6832 pc/h Capacity as a full-hour volume, ch 6490 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2114 2800 a Average flow rate 1583 2350 b Volume ratio, VR 0.33 0.35 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix C-P eCp creeway teaving Analysis torksheets under OMPM tith mroject Conditions ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5600 10 460 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1474 3 121 61 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6160 11 498 249 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.35 0.11 Weaving and non-weaving speeds, Si 55.61 64.35 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.61 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 63.28 mph Weaving segment density, D 21.87 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 747 4000 a Average flow rate 1383 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9860 20 650 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2595 5 171 79 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10846 22 704 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.50 0.18 Weaving and non-weaving speeds, Si 51.77 61.81 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.41 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.79 mph Weaving segment density, D 39.14 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1029 4000 a Average flow rate 2379 2350 b Volume ratio, VR 0.09 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5620 20 540 290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1479 5 142 76 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6182 22 585 314 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.41 0.14 Weaving and non-weaving speeds, Si 54.05 63.17 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.85 mph Weaving segment density, D 22.97 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11716 pc/h Capacity as a 15-minute flow rate, c 11211 pc/h Capacity as a full-hour volume, ch 10650 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 899 4000 a Average flow rate 1420 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11180 20 680 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2942 5 179 124 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12298 22 737 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.60 0.22 Weaving and non-weaving speeds, Si 49.38 59.92 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.50 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.77 mph Weaving segment density, D 46.17 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1246 4000 a Average flow rate 2713 2350 b Volume ratio, VR 0.09 0.80 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6490 40 680 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1708 11 179 174 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7139 44 737 715 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.94 0.25 Weaving and non-weaving speeds, Si 33.72 59.10 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.40 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.46 mph Weaving segment density, D 32.92 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10567 pc/h Capacity as a 15-minute flow rate, c 10112 pc/h Capacity as a full-hour volume, ch 9606 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1452 2800 a Average flow rate 1727 2350 b Volume ratio, VR 0.17 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7150 50 980 650 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1882 13 258 171 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7865 55 1062 704 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.22 0.30 Weaving and non-weaving speeds, Si 32.06 57.27 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.49 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.09 mph Weaving segment density, D 38.68 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10465 pc/h Capacity as a 15-minute flow rate, c 10014 pc/h Capacity as a full-hour volume, ch 9513 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1766 2800 a Average flow rate 1937 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4540 20 800 420 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1195 5 211 111 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4994 22 867 455 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.20 0.15 Weaving and non-weaving speeds, Si 39.96 62.84 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.61 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.13 mph Weaving segment density, D 22.58 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10813 pc/h Capacity as a 15-minute flow rate, c 10347 pc/h Capacity as a full-hour volume, ch 9830 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1322 2800 a Average flow rate 1267 2350 b Volume ratio, VR 0.21 0.20 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.44 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9510 60 1230 950 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2503 16 324 250 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10461 66 1333 1030 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.29 0.35 Weaving and non-weaving speeds, Si 31.73 55.85 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.62 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.02 mph Weaving segment density, D 52.59 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10933 pc/h Capacity as a 15-minute flow rate, c 10462 pc/h Capacity as a full-hour volume, ch 9939 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2363 2800 a Average flow rate 2578 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.44 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.17 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4540 10 1040 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1195 3 274 58 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4994 11 1127 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.38 0.17 Weaving and non-weaving speeds, Si 54.93 62.07 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.04 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.39 mph Weaving segment density, D 21.10 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11657 pc/h Capacity as a 15-minute flow rate, c 11155 pc/h Capacity as a full-hour volume, ch 10597 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1365 4000 a Average flow rate 1274 2350 b Volume ratio, VR 0.21 0.80 c Weaving ratio, R 0.17 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10550 20 1720 420 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2776 5 453 111 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11605 22 1864 455 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.60 0.29 Weaving and non-weaving speeds, Si 49.43 57.65 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.77 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.10 mph Weaving segment density, D 49.72 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2319 4000 a Average flow rate 2789 2350 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6070 50 910 590 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1597 13 239 155 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6677 55 986 639 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.70 0.23 Weaving and non-weaving speeds, Si 35.38 59.88 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.56 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.78 mph Weaving segment density, D 31.67 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10651 pc/h Capacity as a 15-minute flow rate, c 10192 pc/h Capacity as a full-hour volume, ch 9682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1625 2800 a Average flow rate 1671 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6980 20 850 790 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1837 5 224 208 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7678 22 921 856 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.90 0.26 Weaving and non-weaving speeds, Si 34.00 58.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.55 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.65 mph Weaving segment density, D 36.70 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10701 pc/h Capacity as a 15-minute flow rate, c 10240 pc/h Capacity as a full-hour volume, ch 9728 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1777 2800 a Average flow rate 1895 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: Parsons Brinckerhoff Agency/Co.: PB Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.36 Weaving ratio, R 0.11 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3720 100 1920 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 979 26 505 63 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4052 108 2081 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.58 0.39 Weaving and non-weaving speeds, Si 49.91 54.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.82 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.86 mph Weaving segment density, D 24.60 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9521 pc/h Capacity as a 15-minute flow rate, c 9199 pc/h Capacity as a full-hour volume, ch 8739 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2341 3500 a Average flow rate 1300 2350 b Volume ratio, VR 0.36 0.50 c Weaving ratio, R 0.11 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: Parsons Brinckerhoff Agency/Co.: PB Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.24 Weaving ratio, R 0.10 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8900 140 2660 280 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2342 37 700 74 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9696 152 2884 303 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.82 0.49 Weaving and non-weaving speeds, Si 45.24 51.99 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.16 mph Weaving segment density, D 51.97 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11124 pc/h Capacity as a 15-minute flow rate, c 10748 pc/h Capacity as a full-hour volume, ch 10211 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3187 3500 a Average flow rate 2607 2350 b Volume ratio, VR 0.24 0.50 c Weaving ratio, R 0.10 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7430 10 940 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1955 3 247 61 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8094 10 1019 249 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.85 0.43 Weaving and non-weaving speeds, Si 44.75 53.42 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.24 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.06 mph Weaving segment density, D 36.01 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10795 pc/h Capacity as a 15-minute flow rate, c 10430 pc/h Capacity as a full-hour volume, ch 9908 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1268 2800 a Average flow rate 1874 2350 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.19 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6730 20 1300 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1771 5 342 79 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7332 21 1409 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.14 0.29 Weaving and non-weaving speeds, Si 32.54 57.74 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.31 mph Weaving segment density, D 36.12 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10395 pc/h Capacity as a 15-minute flow rate, c 10043 pc/h Capacity as a full-hour volume, ch 9541 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1734 2800 a Average flow rate 1817 2350 b Volume ratio, VR 0.19 0.20 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5060 60 1110 840 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1332 16 292 221 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5486 65 1203 910 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.56 0.32 Weaving and non-weaving speeds, Si 50.34 56.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.49 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.84 mph Weaving segment density, D 27.95 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11372 pc/h Capacity as a 15-minute flow rate, c 11041 pc/h Capacity as a full-hour volume, ch 10489 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2113 4000 a Average flow rate 1532 2350 b Volume ratio, VR 0.28 0.80 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.24 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9170 100 1850 1060 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2413 26 487 279 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9942 108 2005 1149 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.76 0.46 Weaving and non-weaving speeds, Si 46.19 52.73 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.35 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.00 mph Weaving segment density, D 51.78 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11505 pc/h Capacity as a 15-minute flow rate, c 11170 pc/h Capacity as a full-hour volume, ch 10611 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3154 4000 a Average flow rate 2640 2350 b Volume ratio, VR 0.24 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.17 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6630 10 1170 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1745 3 308 63 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7188 10 1268 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.97 0.26 Weaving and non-weaving speeds, Si 33.50 58.81 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.94 mph Weaving segment density, D 33.60 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10526 pc/h Capacity as a 15-minute flow rate, c 10219 pc/h Capacity as a full-hour volume, ch 9708 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1528 2800 a Average flow rate 1745 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.17 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11600 20 1380 350 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3053 5 363 92 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12576 21 1496 379 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.27 0.74 Weaving and non-weaving speeds, Si 39.27 46.67 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.28 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.56 mph Weaving segment density, D 63.53 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10854 pc/h Capacity as a 15-minute flow rate, c 10538 pc/h Capacity as a full-hour volume, ch 10011 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1875 2800 a Average flow rate 2894 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11530 30 520 440 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3034 8 137 116 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12500 32 563 477 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.08 0.56 Weaving and non-weaving speeds, Si 41.42 50.15 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.93 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.35 mph Weaving segment density, D 55.00 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11049 pc/h Capacity as a 15-minute flow rate, c 10727 pc/h Capacity as a full-hour volume, ch 10191 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1040 2800 a Average flow rate 2714 2350 b Volume ratio, VR 0.08 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 14070 40 840 680 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3703 11 221 179 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 15254 43 910 737 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.40 0.81 Weaving and non-weaving speeds, Si 37.93 45.34 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.10 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.49 mph Weaving segment density, D 76.16 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11049 pc/h Capacity as a 15-minute flow rate, c 10727 pc/h Capacity as a full-hour volume, ch 10191 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1647 2800 a Average flow rate 3388 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6330 20 510 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1666 5 134 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6863 21 552 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.55 0.27 Weaving and non-weaving speeds, Si 50.45 58.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.26 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.14 mph Weaving segment density, D 27.81 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11308 pc/h Capacity as a 15-minute flow rate, c 10979 pc/h Capacity as a full-hour volume, ch 10430 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1061 2800 a Average flow rate 1589 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 13340 40 710 700 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3511 11 187 184 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 14463 43 769 758 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.01 0.58 Weaving and non-weaving speeds, Si 42.36 49.71 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.12 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.90 mph Weaving segment density, D 65.57 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11547 pc/h Capacity as a 15-minute flow rate, c 11211 pc/h Capacity as a full-hour volume, ch 10650 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1527 2800 a Average flow rate 3206 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 12110 30 610 520 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3187 8 161 137 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 13129 32 661 563 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.35 0.72 Weaving and non-weaving speeds, Si 38.45 46.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.97 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.11 mph Weaving segment density, D 62.40 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10728 pc/h Capacity as a 15-minute flow rate, c 10416 pc/h Capacity as a full-hour volume, ch 9895 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1224 2800 a Average flow rate 2877 2350 b Volume ratio, VR 0.09 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 12290 40 800 690 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3234 11 211 182 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 13324 43 867 748 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.47 0.82 Weaving and non-weaving speeds, Si 37.31 45.14 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.13 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.15 mph Weaving segment density, D 67.88 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10673 pc/h Capacity as a 15-minute flow rate, c 10362 pc/h Capacity as a full-hour volume, ch 9844 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1615 2800 a Average flow rate 2996 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7090 20 440 370 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1866 5 116 97 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7687 21 477 401 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.63 0.30 Weaving and non-weaving speeds, Si 48.76 57.39 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.06 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.37 mph Weaving segment density, D 30.46 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11312 pc/h Capacity as a 15-minute flow rate, c 10983 pc/h Capacity as a full-hour volume, ch 10434 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 878 2800 a Average flow rate 1717 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.07 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 15560 30 610 550 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 4095 8 161 145 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 16870 32 661 596 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.22 0.70 Weaving and non-weaving speeds, Si 39.81 47.40 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.93 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.79 mph Weaving segment density, D 77.63 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11328 pc/h Capacity as a 15-minute flow rate, c 10998 pc/h Capacity as a full-hour volume, ch 10448 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1257 2800 a Average flow rate 2350 b Volume ratio, VR 0.07 0.20 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.07 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11330 20 580 320 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2982 5 153 84 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12284 21 628 346 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.16 Weaving and non-weaving speeds, Si 52.51 62.31 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.27 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.47 mph Weaving segment density, D 43.20 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 974 4000 a Average flow rate 2655 2350 b Volume ratio, VR 0.07 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10950 30 850 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2882 8 224 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11872 32 921 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.50 0.20 Weaving and non-weaving speeds, Si 51.65 60.96 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.81 mph Weaving segment density, D 44.59 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1430 4000 a Average flow rate 2666 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.41 Weaving ratio, R 0.23 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4090 120 2280 670 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1076 32 600 176 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4434 130 2472 726 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.70 0.59 Weaving and non-weaving speeds, Si 47.36 49.63 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.34 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.67 mph Weaving segment density, D 31.90 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9667 pc/h Capacity as a 15-minute flow rate, c 9385 pc/h Capacity as a full-hour volume, ch 8916 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3198 4000 a Average flow rate 1552 2350 b Volume ratio, VR 0.41 0.80 c Weaving ratio, R 0.23 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 14510 180 3350 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3818 47 882 245 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 15731 195 3632 1008 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.01 0.67 Weaving and non-weaving speeds, Si 42.31 48.00 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.38 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.59 mph Weaving segment density, D 88.29 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11553 pc/h Capacity as a 15-minute flow rate, c 11217 pc/h Capacity as a full-hour volume, ch 10656 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4640 4000 a Average flow rate 2350 b Volume ratio, VR 0.23 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9800 40 1860 690 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2579 11 489 182 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10625 43 2016 748 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.76 0.42 Weaving and non-weaving speeds, Si 46.18 53.86 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.08 mph Weaving segment density, D 51.59 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11577 pc/h Capacity as a 15-minute flow rate, c 11240 pc/h Capacity as a full-hour volume, ch 10678 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2764 4000 a Average flow rate 2686 2350 b Volume ratio, VR 0.21 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.30 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8100 50 2470 970 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2132 13 650 255 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8782 54 2678 1051 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.86 0.60 Weaving and non-weaving speeds, Si 44.64 49.35 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.79 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.85 mph Weaving segment density, D 52.52 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11504 pc/h Capacity as a 15-minute flow rate, c 11169 pc/h Capacity as a full-hour volume, ch 10611 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3729 4000 a Average flow rate 2513 2350 b Volume ratio, VR 0.30 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.26 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4390 10 710 250 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1155 3 187 66 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4759 10 769 271 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.18 Weaving and non-weaving speeds, Si 52.72 61.69 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.87 mph Weaving segment density, D 19.41 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11408 pc/h Capacity as a 15-minute flow rate, c 11076 pc/h Capacity as a full-hour volume, ch 10522 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1040 4000 a Average flow rate 1161 2350 b Volume ratio, VR 0.18 0.80 c Weaving ratio, R 0.26 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Chapman On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1230 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7790 20 410 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2050 5 108 79 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8446 21 444 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.53 0.17 Weaving and non-weaving speeds, Si 51.04 62.00 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.69 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.91 mph Weaving segment density, D 30.33 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 769 4000 a Average flow rate 1847 2350 b Volume ratio, VR 0.08 0.80 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 1230 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.07 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9650 10 520 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2539 3 137 63 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10462 10 563 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.12 0.54 Weaving and non-weaving speeds, Si 40.89 50.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.85 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.81 mph Weaving segment density, D 45.35 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10572 pc/h Capacity as a 15-minute flow rate, c 10264 pc/h Capacity as a full-hour volume, ch 9751 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 823 2800 a Average flow rate 2259 2350 b Volume ratio, VR 0.07 0.20 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9480 40 660 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2495 11 174 168 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10278 43 715 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.28 0.68 Weaving and non-weaving speeds, Si 39.10 47.82 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.15 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.58 mph Weaving segment density, D 50.37 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10432 pc/h Capacity as a 15-minute flow rate, c 10128 pc/h Capacity as a full-hour volume, ch 9622 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1408 2800 a Average flow rate 2345 2350 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.24 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4030 20 950 320 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1061 5 250 84 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4369 21 1030 346 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.48 0.23 Weaving and non-weaving speeds, Si 52.08 59.87 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.80 mph Weaving segment density, D 19.95 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11341 pc/h Capacity as a 15-minute flow rate, c 11011 pc/h Capacity as a full-hour volume, ch 10460 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1376 4000 a Average flow rate 1153 2350 b Volume ratio, VR 0.24 0.80 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Orangewood On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1360 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.15 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7750 30 740 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2039 8 195 174 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8402 32 802 715 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.60 0.25 Weaving and non-weaving speeds, Si 49.29 58.90 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.96 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.20 mph Weaving segment density, D 34.79 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 11582 pc/h Capacity as a 15-minute flow rate, c 11245 pc/h Capacity as a full-hour volume, ch 10683 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1517 4000 a Average flow rate 1990 2350 b Volume ratio, VR 0.15 0.80 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1360 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8530 10 860 170 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2245 3 226 45 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9248 10 932 184 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.78 0.39 Weaving and non-weaving speeds, Si 45.94 54.45 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.12 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.38 mph Weaving segment density, D 38.87 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11237 pc/h Capacity as a 15-minute flow rate, c 10910 pc/h Capacity as a full-hour volume, ch 10364 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1116 2800 a Average flow rate 2074 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9090 30 900 480 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2392 8 237 126 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9855 32 975 520 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.89 0.48 Weaving and non-weaving speeds, Si 44.08 52.06 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.27 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.85 mph Weaving segment density, D 44.77 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11065 pc/h Capacity as a 15-minute flow rate, c 10743 pc/h Capacity as a full-hour volume, ch 10206 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1495 2800 a Average flow rate 2276 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4000 10 900 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1053 3 237 61 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4336 10 975 249 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.36 0.16 Weaving and non-weaving speeds, Si 55.31 62.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.11 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.73 mph Weaving segment density, D 18.34 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11600 pc/h Capacity as a 15-minute flow rate, c 11262 pc/h Capacity as a full-hour volume, ch 10699 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1224 4000 a Average flow rate 1114 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10610 30 950 490 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2792 8 250 129 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11503 32 1030 531 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.55 0.22 Weaving and non-weaving speeds, Si 50.52 59.97 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.54 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.66 mph Weaving segment density, D 44.65 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1561 4000 a Average flow rate 2619 2350 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11110 30 1070 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2924 8 282 168 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12045 32 1160 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.64 0.30 Weaving and non-weaving speeds, Si 48.61 57.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.45 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.10 mph Weaving segment density, D 62.07 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9126 pc/h Capacity as a full-hour volume, ch 8670 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1853 4000 a Average flow rate 3482 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8840 30 770 550 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2326 8 203 145 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9584 32 834 596 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.54 0.23 Weaving and non-weaving speeds, Si 50.78 59.72 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.39 mph Weaving segment density, D 47.29 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9126 pc/h Capacity as a full-hour volume, ch 8670 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1430 4000 a Average flow rate 2761 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3620 20 1050 400 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 953 5 276 105 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3924 21 1138 433 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.39 0.21 Weaving and non-weaving speeds, Si 54.43 60.48 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.40 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.63 mph Weaving segment density, D 18.82 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11156 pc/h Capacity as a 15-minute flow rate, c 10831 pc/h Capacity as a full-hour volume, ch 10289 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1571 4000 a Average flow rate 1103 2350 b Volume ratio, VR 0.28 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 16060 30 1600 620 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 4226 8 421 163 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 17412 32 1734 672 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.72 0.33 Weaving and non-weaving speeds, Si 47.03 56.27 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.54 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.97 mph Weaving segment density, D 72.23 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2406 4000 a Average flow rate 2350 b Volume ratio, VR 0.12 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.18 Weaving ratio, R 0.44 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9050 60 1090 860 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2382 16 287 226 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9812 65 1181 932 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.57 0.37 Weaving and non-weaving speeds, Si 30.40 55.11 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.21 mph Weaving segment density, D 49.74 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10597 pc/h Capacity as a 15-minute flow rate, c 10288 pc/h Capacity as a full-hour volume, ch 9774 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2113 2800 a Average flow rate 2398 2350 b Volume ratio, VR 0.18 0.20 c Weaving ratio, R 0.44 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.36 Weaving ratio, R 0.38 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4570 90 1630 980 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1203 24 429 258 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4954 97 1767 1062 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.35 0.38 Weaving and non-weaving speeds, Si 31.42 54.76 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.25 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.23 mph Weaving segment density, D 36.46 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10426 pc/h Capacity as a 15-minute flow rate, c 10122 pc/h Capacity as a full-hour volume, ch 9616 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2829 2800 a Average flow rate 1576 2350 b Volume ratio, VR 0.36 0.20 c Weaving ratio, R 0.38 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.30 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4940 20 880 380 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1300 5 232 100 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5329 21 949 409 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.21 Weaving and non-weaving speeds, Si 52.76 60.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.78 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.63 mph Weaving segment density, D 28.60 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 9386 pc/h Capacity as a 15-minute flow rate, c 9157 pc/h Capacity as a full-hour volume, ch 8699 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1358 4000 a Average flow rate 1677 2350 b Volume ratio, VR 0.20 0.80 c Weaving ratio, R 0.30 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8820 30 1270 590 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2321 8 334 155 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9516 32 1370 636 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.63 0.32 Weaving and non-weaving speeds, Si 48.68 56.74 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.66 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.16 mph Weaving segment density, D 52.37 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9400 pc/h Capacity as a 15-minute flow rate, c 9171 pc/h Capacity as a full-hour volume, ch 8712 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2006 4000 a Average flow rate 2888 2350 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.79 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1500 50 4960 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 395 13 1305 245 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1618 53 5351 1003 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.26 0.90 Weaving and non-weaving speeds, Si 27.90 43.99 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.05 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 30.20 mph Weaving segment density, D 53.15 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 6354 2800 a Average flow rate 1605 2350 b Volume ratio, VR 0.79 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.82 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1720 70 6620 1290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 453 18 1742 339 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1855 75 7142 1391 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 4.35 1.34 Weaving and non-weaving speeds, Si 25.29 38.55 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.31 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 27.00 mph Weaving segment density, D 77.50 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 8533 2800 a Average flow rate 2092 2350 b Volume ratio, VR 0.82 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6030 20 630 360 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1587 5 166 95 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6506 21 679 388 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.37 0.14 Weaving and non-weaving speeds, Si 55.19 63.38 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.67 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 62.09 mph Weaving segment density, D 24.46 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1067 4000 a Average flow rate 1518 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11100 20 850 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2921 5 224 124 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11976 21 917 507 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.51 0.20 Weaving and non-weaving speeds, Si 51.34 60.79 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.63 mph Weaving segment density, D 45.02 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1424 4000 a Average flow rate 2684 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4520 30 490 160 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1189 8 129 42 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4876 32 528 172 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.18 0.58 Weaving and non-weaving speeds, Si 31.04 37.19 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.75 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.29 mph Weaving segment density, D 51.51 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5493 pc/h Capacity as a 15-minute flow rate, c 5359 pc/h Capacity as a full-hour volume, ch 5091 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 700 2800 a Average flow rate 1869 b Volume ratio, VR 0.12 0.45 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.24 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6010 40 690 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1582 11 182 58 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6484 43 744 237 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.59 0.86 Weaving and non-weaving speeds, Si 28.53 33.80 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.80 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 33.01 mph Weaving segment density, D 75.83 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 5468 pc/h Capacity as a 15-minute flow rate, c 5335 pc/h Capacity as a full-hour volume, ch 5068 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 981 2800 a Average flow rate 2502 b Volume ratio, VR 0.13 0.45 c Weaving ratio, R 0.24 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6170 30 1230 490 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1624 8 324 129 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6657 32 1327 528 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.70 0.37 Weaving and non-weaving speeds, Si 47.39 55.23 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.04 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.31 mph Weaving segment density, D 40.07 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9062 pc/h Capacity as a 15-minute flow rate, c 8841 pc/h Capacity as a full-hour volume, ch 8399 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1855 4000 a Average flow rate 2136 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11280 40 1210 670 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2968 11 318 176 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12170 43 1305 722 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.87 0.42 Weaving and non-weaving speeds, Si 44.44 53.78 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.72 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.21 mph Weaving segment density, D 68.18 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 9312 pc/h Capacity as a 15-minute flow rate, c 9085 pc/h Capacity as a full-hour volume, ch 8631 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2027 4000 a Average flow rate 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3370 40 1640 800 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 887 11 432 211 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3636 43 1769 863 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.25 1.17 Weaving and non-weaving speeds, Si 30.54 31.14 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.93 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 30.89 mph Weaving segment density, D 68.10 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 4863 pc/h Capacity as a 15-minute flow rate, c 4744 pc/h Capacity as a full-hour volume, ch 4507 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2632 4000 a Average flow rate 2103 b Volume ratio, VR 0.42 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 3 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.43 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4410 60 2290 1100 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1161 16 603 289 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4758 64 2470 1186 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.57 1.67 Weaving and non-weaving speeds, Si 28.60 28.13 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.02 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 28.33 mph Weaving segment density, D 99.75 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 4815 pc/h Capacity as a 15-minute flow rate, c 4698 pc/h Capacity as a full-hour volume, ch 4463 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3656 4000 a Average flow rate 2826 b Volume ratio, VR 0.43 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.56 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2390 100 1990 1190 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 629 26 524 313 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2578 107 2147 1283 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.05 1.29 Weaving and non-weaving speeds, Si 41.82 39.05 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.91 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 40.55 mph Weaving segment density, D 37.70 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 6735 pc/h Capacity as a 15-minute flow rate, c 6571 pc/h Capacity as a full-hour volume, ch 6242 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3430 4000 a Average flow rate 1528 2350 b Volume ratio, VR 0.56 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.60 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2870 150 2800 1650 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 755 39 737 434 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3096 161 3021 1780 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.34 1.94 Weaving and non-weaving speeds, Si 38.52 33.73 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.16 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.43 mph Weaving segment density, D 55.30 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6563 pc/h Capacity as a 15-minute flow rate, c 6403 pc/h Capacity as a full-hour volume, ch 6083 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4801 4000 a Average flow rate 2014 2350 b Volume ratio, VR 0.60 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.58 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1820 40 1900 710 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 479 11 500 187 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1963 43 2049 766 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.74 0.89 Weaving and non-weaving speeds, Si 46.57 44.03 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.68 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.48 mph Weaving segment density, D 26.50 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 6794 pc/h Capacity as a 15-minute flow rate, c 6628 pc/h Capacity as a full-hour volume, ch 6297 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2815 4000 a Average flow rate 1205 2350 b Volume ratio, VR 0.58 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.38 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5540 60 2340 1110 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1458 16 616 292 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5977 64 2524 1197 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.90 0.80 Weaving and non-weaving speeds, Si 43.95 45.62 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.81 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 44.97 mph Weaving segment density, D 54.27 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 8114 pc/h Capacity as a 15-minute flow rate, c 7916 pc/h Capacity as a full-hour volume, ch 7520 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3721 4000 a Average flow rate 2440 2350 b Volume ratio, VR 0.38 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3940 30 650 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1037 8 171 168 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4251 32 701 690 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.92 0.50 Weaving and non-weaving speeds, Si 43.60 51.65 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.35 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.41 mph Weaving segment density, D 28.71 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 7601 pc/h Capacity as a 15-minute flow rate, c 7416 pc/h Capacity as a full-hour volume, ch 7045 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1391 2800 a Average flow rate 1418 2350 b Volume ratio, VR 0.25 0.35 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6690 70 1300 750 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1761 18 342 197 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7218 75 1402 809 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.47 0.54 Weaving and non-weaving speeds, Si 27.29 50.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.40 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.31 mph Weaving segment density, D 56.16 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 7688 pc/h Capacity as a 15-minute flow rate, c 7500 pc/h Capacity as a full-hour volume, ch 7125 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2211 2800 a Average flow rate 2376 2350 b Volume ratio, VR 0.23 0.35 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.27 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3670 30 840 540 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 966 8 221 142 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3959 32 906 582 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.15 0.29 Weaving and non-weaving speeds, Si 32.44 57.51 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.43 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.53 mph Weaving segment density, D 28.82 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 7438 pc/h Capacity as a 15-minute flow rate, c 7257 pc/h Capacity as a full-hour volume, ch 6894 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1488 2800 a Average flow rate 1369 2350 b Volume ratio, VR 0.27 0.35 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 4 Weaving segment length, L 1270 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.31 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4000 40 1050 790 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1053 11 276 208 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4315 43 1132 852 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.66 0.40 Weaving and non-weaving speeds, Si 30.02 54.18 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.60 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 43.28 mph Weaving segment density, D 36.63 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 7150 pc/h Capacity as a 15-minute flow rate, c 6976 pc/h Capacity as a full-hour volume, ch 6627 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1984 2800 a Average flow rate 1585 2350 b Volume ratio, VR 0.31 0.35 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 1270 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix a-N eCp creeway oamp Analysis torksheets under OMPM tith mroject Conditions EmitigatedF ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5320 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2020 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 340 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5320 2020 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1400 532 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5796 2190 369 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 921 pc/h 12 F FM Actual Maximum LOS F? v 6595 9600 No FO v v 1742 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1762 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1762 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.419 S Space mean speed in ramp influence area, S = 58.3 mph R Space mean speed in outer lanes, S = 67.0 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Connector from SR-22 Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11570 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp Off Distance to adjacent Ramp 1580 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11570 2800 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3045 737 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12605 3036 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 2112 pc/h 12 F FM Actual Maximum LOS F? v 13141 9600 Yes FO v v 3996 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4042 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4042 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 49.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 4.840 S Space mean speed in ramp influence area, S = -65.5 mph R Space mean speed in outer lanes, S = 59.1 mph 0 Space mean speed for all vehicles, S = mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5975 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 340 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1350 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5975 340 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1572 89 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6510 369 1464 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2621 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5534 9600 No Fi F v = v - v 5165 9600 No FO F R v 369 2000 No R v v 1456 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2621 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2621 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 22.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.461 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 75.0 mph 0 Space mean speed for all vehicles, S = 65.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Chapman Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11975 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 890 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11975 420 890 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3151 111 234 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13046 455 965 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4807 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10437 9600 Yes Fi F v = v - v 9982 9600 Yes FO F R v 455 2000 No R v v 2815 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5037 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5037 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 43.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.469 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5692 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1350 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 340 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5692 1350 340 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1498 355 89 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6201 1464 369 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2454 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5271 9600 No Fi F v = v - v 3807 9600 No FO F R v 1464 3800 No R v v 1408 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2454 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2454 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 11.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.560 S Space mean speed in ramp influence area, S = 54.3 mph R Space mean speed in outer lanes, S = 75.2 mph 0 Space mean speed for all vehicles, S = 63.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11625 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 890 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 420 vph Position of adjacent ramp Upstream Type of adjacent ramp Off Distance to adjacent ramp 780 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11625 890 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3059 234 111 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12665 965 455 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3348 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10132 9600 Yes Fi F v = v - v 9167 9600 No FO F R v 965 3800 No R v v 3392 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4732 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4732 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.515 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 62.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 230 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1350 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4900 230 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1289 61 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5338 249 1464 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.187 Using Equation 4 FM v = v (P ) = 777 pc/h 12 F FM Actual Maximum LOS F? v 4413 9600 No FO v v 1693 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1665 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1665 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.312 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.3 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at State College Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9067 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 890 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1350 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9067 440 890 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2386 116 234 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9878 477 965 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 1167 pc/h 12 F FM Actual Maximum LOS F? v 7855 9600 No FO v v 3105 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2951 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2951 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 28.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.406 S Space mean speed in ramp influence area, S = 58.6 mph R Space mean speed in outer lanes, S = 63.8 mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project With Mitigation ANALYSIS PERIOD: AM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 5,810 6,391 0.95 Max Upstream Fwy Flow, VF1 14,100 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 6 1.2 18.7 0.957 Level of service, LOS B 1.00 Level 6,391 User Input Mit Measure: Add aux flow lane Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type ---PAGE BREAK--- ROUTE: I-5 Northbound RAMP: Off-Ramp to Katella Avenue FORECAST YEAR: 2030 With Project With Mitigation ANALYSIS PERIOD: PM Peak Hour Flow Inputs and Adjustments LOS and Performance Measures 12,710 13,981 0.95 Max Upstream Fwy Flow, VF1 14,100 9 If overcapacity (v>Max No 0 Density Factor 0.01758 1.5 Number of lanes, N 6 1.2 41.0 0.957 Level of service, LOS E 1.00 Level 13,981 User Input Mit Measure: Add aux flow lane Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Terrain type Peak Hour Factor, PHF % Trucks and buses PTMLUP TRAFFIC STUDY RAMP MAJOR DIVERGE WORKSHEET Volume, V Flow rate, VF Flow rate, VF % RVs Trucks and buses PCE, ET Density, D Driver population factor, fp ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4860 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 370 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1050 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4860 370 1050 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1279 97 276 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5346 401 1138 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.168 Using Equation 4 FM v = v (P ) = 699 pc/h 12 F FM Actual Maximum LOS F? v 4571 9600 No FO v v 1735 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1668 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1668 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.310 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 67.3 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Orangwood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 570 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1740 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11000 570 1740 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2895 150 458 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12100 618 1887 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.141 Using Equation 4 FM v = v (P ) = 1349 pc/h 12 F FM Actual Maximum LOS F? v 10218 9600 Yes FO v v 4125 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3840 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3840 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.623 S Space mean speed in ramp influence area, S = 52.6 mph R Space mean speed in outer lanes, S = 60.0 mph 0 Space mean speed for all vehicles, S = 56.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5230 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 370 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5230 260 370 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1376 68 97 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5753 282 401 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 798 pc/h 12 F FM Actual Maximum LOS F? v 4655 9600 No FO v v 1787 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1749 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1749 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.316 S Space mean speed in ramp influence area, S = 61.2 mph R Space mean speed in outer lanes, S = 67.1 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11540 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 410 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 570 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1400 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11540 410 570 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3037 108 150 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12694 445 618 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.162 Using Equation 4 FM v = v (P ) = 1653 pc/h 12 F FM Actual Maximum LOS F? v 10639 9600 Yes FO v v 4270 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4077 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4077 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 37.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.645 S Space mean speed in ramp influence area, S = 51.9 mph R Space mean speed in outer lanes, S = 58.9 mph 0 Space mean speed for all vehicles, S = 55.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1250 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 220 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1250 220 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 329 58 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1316 232 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1316 pc/h 12 F FM Actual Maximum LOS F? v 1548 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1316 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1316 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 14.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.304 S Space mean speed in ramp influence area, S = 61.5 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 61.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: HOV On-Ramp at Gene Autry Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 2 Free-flow speed on freeway 70.0 mph Volume on freeway 1800 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 1800 930 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 474 245 v Trucks and buses 0 0 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 1.000 1.000 Driver population factor, fP 1.00 1.00 Flow rate, vp 1895 979 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 1.000 Using Equation 0 FM v = v (P ) = 1895 pc/h 12 F FM Actual Maximum LOS F? v 2874 4800 No FO v v 0 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 1895 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1895 4600 No R12 of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.355 S Space mean speed in ramp influence area, S = 60.1 mph R Space mean speed in outer lanes, S = N/A mph 0 Space mean speed for all vehicles, S = 60.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5490 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 440 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5490 440 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1445 116 68 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6039 477 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.158 Using Equation 4 FM v = v (P ) = 726 pc/h 12 F FM Actual Maximum LOS F? v 5067 9600 No FO v v 1932 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1836 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1836 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 19.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.318 S Space mean speed in ramp influence area, S = 61.1 mph R Space mean speed in outer lanes, S = 66.8 mph 0 Space mean speed for all vehicles, S = 64.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Anaheim Boulevard Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11950 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 410 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1570 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11950 1290 410 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3145 339 108 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13145 1399 445 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.043 Using Equation 4 FM v = v (P ) = 457 pc/h 12 F FM Actual Maximum LOS F? v 12044 9600 Yes FO v v 5094 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4258 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4258 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 45.2 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 1.396 S Space mean speed in ramp influence area, S = 30.9 mph R Space mean speed in outer lanes, S = 58.1 mph 0 Space mean speed for all vehicles, S = 41.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4817 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 820 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 290 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4817 820 290 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1268 216 76 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5299 889 314 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2581 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4770 9600 No Fi F v = v - v 3881 9600 No FO F R v 889 2000 No R v v 1094 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2581 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2581 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 21.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.508 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 76.4 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: Off-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9792 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1010 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 740 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9792 1010 740 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2577 266 195 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10771 1095 802 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4375 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8617 9600 No Fi F v = v - v 7522 9600 No FO F R v 1095 2000 No R v v 2121 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4375 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4375 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.527 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 72.4 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4980 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 290 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 820 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4980 290 820 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1311 76 216 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 5478 314 889 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.179 Using Equation 4 FM v = v (P ) = 763 pc/h 12 F FM Actual Maximum LOS F? v 4587 9600 No FO v v 1755 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1709 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1709 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 17.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.308 S Space mean speed in ramp influence area, S = 61.4 mph R Space mean speed in outer lanes, S = 67.2 mph 0 Space mean speed for all vehicles, S = 64.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Junction: On-Ramp at Harbor Blvd Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10740 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 740 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 1010 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1330 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10740 740 1010 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2826 195 266 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11814 802 1095 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.118 Using Equation 4 FM v = v (P ) = 1095 pc/h 12 F FM Actual Maximum LOS F? v 10116 9600 Yes FO v v 4109 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3725 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3725 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.640 S Space mean speed in ramp influence area, S = 52.1 mph R Space mean speed in outer lanes, S = 60.5 mph 0 Space mean speed for all vehicles, S = 56.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6420 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 960 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 440 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6420 960 440 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1689 253 116 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7062 1041 477 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.088 Using Equation 4 FM v = v (P ) = 452 pc/h 12 F FM Actual Maximum LOS F? v 6197 9600 No FO v v 2352 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2062 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2062 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.366 S Space mean speed in ramp influence area, S = 59.8 mph R Space mean speed in outer lanes, S = 66.2 mph 0 Space mean speed for all vehicles, S = 62.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Katella Avenue Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7970 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 810 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 590 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1260 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7970 810 590 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2097 213 155 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8767 878 640 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.108 Using Equation 4 FM v = v (P ) = 677 pc/h 12 F FM Actual Maximum LOS F? v 7145 9600 No FO v v 2795 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2506 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2506 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.394 S Space mean speed in ramp influence area, S = 59.0 mph R Space mean speed in outer lanes, S = 65.0 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6990 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6990 700 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1839 184 63 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7689 759 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 676 pc/h 12 F FM Actual Maximum LOS F? v 6257 9600 No FO v v 2411 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2199 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2199 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.354 S Space mean speed in ramp influence area, S = 60.1 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7800 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 320 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 720 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7800 900 320 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2053 237 84 v Trucks and buses 9 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8580 976 347 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 582 pc/h 12 F FM Actual Maximum LOS F? v 7056 9600 No FO v v 2749 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2432 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2432 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 27.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.397 S Space mean speed in ramp influence area, S = 58.9 mph R Space mean speed in outer lanes, S = 65.2 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7000 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 950 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1060 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7000 950 1060 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1842 250 279 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7626 1030 1149 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3241 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6101 9600 No Fi F v = v - v 5071 9600 No FO F R v 1030 2000 No R v v 1430 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3241 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3241 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 27.6 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.521 S Space mean speed in ramp influence area, S = 55.4 mph R Space mean speed in outer lanes, S = 75.1 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Junction: to SR-22 WB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8008 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1320 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1350 vph Position of adjacent ramp Type of adjacent ramp Off Distance to adjacent ramp 680 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8008 1320 1350 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2107 347 355 v Trucks and buses 7 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8725 1431 1464 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3850 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6980 9600 No Fi F v = v - v 5549 9600 No FO F R v 1431 2000 No R v v 1565 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3850 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3850 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.9 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.557 S Space mean speed in ramp influence area, S = 54.4 mph R Space mean speed in outer lanes, S = 74.6 mph 0 Space mean speed for all vehicles, S = 61.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4283 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 910 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4283 910 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1127 239 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4644 987 564 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2379 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4180 9600 No Fi F v = v - v 3193 9600 No FO F R v 987 2000 No R v v 900 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2379 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2379 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 20.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.517 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 76.8 mph 0 Space mean speed for all vehicles, S = 63.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10067 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 980 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 650 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1500 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10067 980 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2649 258 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10915 1063 705 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4407 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8732 9600 No Fi F v = v - v 7669 9600 No FO F R v 1063 2000 No R v v 2162 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4407 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4407 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.524 S Space mean speed in ramp influence area, S = 55.3 mph R Space mean speed in outer lanes, S = 72.3 mph 0 Space mean speed for all vehicles, S = 62.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 3958 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 420 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3958 420 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1042 111 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 4291 455 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.161 Using Equation 4 FM v = v (P ) = 539 pc/h 12 F FM Actual Maximum LOS F? v 3802 9600 No FO v v 1404 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1338 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1338 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.309 S Space mean speed in ramp influence area, S = 61.3 mph R Space mean speed in outer lanes, S = 68.2 mph 0 Space mean speed for all vehicles, S = 64.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9792 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 900 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 650 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9792 900 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2577 237 171 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10617 976 705 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.096 Using Equation 4 FM v = v (P ) = 778 pc/h 12 F FM Actual Maximum LOS F? v 9093 9600 No FO v v 3669 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3246 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3246 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.552 S Space mean speed in ramp influence area, S = 54.5 mph R Space mean speed in outer lanes, S = 62.7 mph 0 Space mean speed for all vehicles, S = 58.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 3525 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 420 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3525 520 420 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 928 137 111 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 3822 564 455 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 439 pc/h 12 F FM Actual Maximum LOS F? v 3546 9600 No FO v v 1271 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1192 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1192 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 15.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, M = 0.309 S Space mean speed in ramp influence area, S = 61.4 mph R Space mean speed in outer lanes, S = 68.6 mph 0 Space mean speed for all vehicles, S = 64.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9250 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 900 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9250 650 900 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2434 171 237 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10029 705 976 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.130 Using Equation 4 FM v = v (P ) = 976 pc/h 12 F FM Actual Maximum LOS F? v 8234 9600 No FO v v 3276 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3011 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3011 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 31.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.446 S Space mean speed in ramp influence area, S = 57.5 mph R Space mean speed in outer lanes, S = 63.7 mph 0 Space mean speed for all vehicles, S = 60.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11583 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1770 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 240 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11583 1770 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3048 466 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12558 1919 260 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5463 pc/h 12 R F R FD Actual Maximum LOS F? v = v 10047 9600 Yes Fi F v = v - v 8128 9600 No FO F R v 1919 2000 No R v v 2292 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5463 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5463 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 46.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.601 S Space mean speed in ramp influence area, S = 53.2 mph R Space mean speed in outer lanes, S = 71.8 mph 0 Space mean speed for all vehicles, S = 60.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6875 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1210 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 520 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1180 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6875 1210 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1809 318 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7454 1312 564 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3340 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5964 9600 No Fi F v = v - v 4652 9600 No FO F R v 1312 2000 No R v v 1312 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3340 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3340 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 28.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.546 S Space mean speed in ramp influence area, S = 54.7 mph R Space mean speed in outer lanes, S = 75.6 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 240 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 670 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12130 240 670 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3192 63 176 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13151 260 726 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.185 Using Equation 4 FM v = v (P ) = 1974 pc/h 12 F FM Actual Maximum LOS F? v 10911 9600 Yes FO v v 4338 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4260 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4260 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 37.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.644 S Space mean speed in ramp influence area, S = 52.0 mph R Space mean speed in outer lanes, S = 58.1 mph 0 Space mean speed for all vehicles, S = 55.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7100 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 520 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 580 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7100 520 580 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1868 137 153 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 7698 564 629 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.147 Using Equation 4 FM v = v (P ) = 811 pc/h 12 F FM Actual Maximum LOS F? v 6069 9600 No FO v v 2347 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2202 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2202 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.348 S Space mean speed in ramp influence area, S = 60.3 mph R Space mean speed in outer lanes, S = 65.9 mph 0 Space mean speed for all vehicles, S = 63.2 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12370 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 670 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 240 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12370 670 240 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3255 176 63 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13412 726 260 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.127 Using Equation 4 FM v = v (P ) = 1386 pc/h 12 F FM Actual Maximum LOS F? v 11638 9600 Yes FO v v 4763 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4364 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4364 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.919 S Space mean speed in ramp influence area, S = 44.3 mph R Space mean speed in outer lanes, S = 57.6 mph 0 Space mean speed for all vehicles, S = 50.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Ball Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 580 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 520 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 860 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7600 580 520 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2000 153 137 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8240 629 564 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.139 Using Equation 4 FM v = v (P ) = 820 pc/h 12 F FM Actual Maximum LOS F? v 6521 9600 No FO v v 2536 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2356 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2356 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 25.3 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.363 S Space mean speed in ramp influence area, S = 59.8 mph R Space mean speed in outer lanes, S = 65.4 mph 0 Space mean speed for all vehicles, S = 62.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12850 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 1100 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 260 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12850 1100 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3382 289 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13932 1193 282 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 5533 pc/h 12 R F R FD Actual Maximum LOS F? v = v 11146 9600 Yes Fi F v = v - v 9953 9600 Yes FO F R v 1193 2000 No R v v 2806 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5746 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5746 4400 Yes 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 49.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.535 S Space mean speed in ramp influence area, S = 55.0 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 61.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10190 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 800 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 510 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1120 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10190 800 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2682 211 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11048 867 553 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4343 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8839 9600 No Fi F v = v - v 7972 9600 No FO F R v 867 2000 No R v v 2248 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4343 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4343 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence E Intermediate speed variable, D = 0.506 S Space mean speed in ramp influence area, S = 55.8 mph R Space mean speed in outer lanes, S = 71.9 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 180 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11750 260 180 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3092 68 47 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12739 282 195 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.183 Using Equation 4 FM v = v (P ) = 1869 pc/h 12 F FM Actual Maximum LOS F? v 10521 9600 Yes FO v v 4185 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4095 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4095 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.596 S Space mean speed in ramp influence area, S = 53.3 mph R Space mean speed in outer lanes, S = 58.8 mph 0 Space mean speed for all vehicles, S = 56.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: WB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 510 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 510 vph Position of adjacent Ramp Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9400 510 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2474 134 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10192 553 553 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.149 Using Equation 4 FM v = v (P ) = 1144 pc/h 12 F FM Actual Maximum LOS F? v 8245 9600 No FO v v 3274 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3076 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3076 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.433 S Space mean speed in ramp influence area, S = 57.9 mph R Space mean speed in outer lanes, S = 63.4 mph 0 Space mean speed for all vehicles, S = 60.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 12010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 180 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 12010 180 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3161 47 68 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 13021 195 282 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.193 Using Equation 4 FM v = v (P ) = 2035 pc/h 12 F FM Actual Maximum LOS F? v 10716 9600 Yes FO v v 4243 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 4208 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 4208 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 36.6 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.605 S Space mean speed in ramp influence area, S = 53.1 mph R Space mean speed in outer lanes, S = 58.3 mph 0 Space mean speed for all vehicles, S = 56.1 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Katella Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9900 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 510 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 510 vph Position of adjacent Ramp Upstream Type of adjacent Ramp On Distance to adjacent Ramp 1015 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9900 510 510 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2605 134 134 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10734 553 553 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.149 Using Equation 4 FM v = v (P ) = 1224 pc/h 12 F FM Actual Maximum LOS F? v 8787 9600 No FO v v 3505 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3293 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3293 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.1 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.469 S Space mean speed in ramp influence area, S = 56.9 mph R Space mean speed in outer lanes, S = 62.5 mph 0 Space mean speed for all vehicles, S = 59.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7975 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 250 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7975 870 250 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2099 229 66 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8647 943 271 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3548 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6918 9600 No Fi F v = v - v 5975 9600 No FO F R v 943 2000 No R v v 1685 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3548 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3548 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 30.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 74.1 mph 0 Space mean speed for all vehicles, S = 63.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8750 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 930 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 700 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8750 930 700 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2303 245 184 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9487 1008 759 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3878 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7590 9600 No Fi F v = v - v 6582 9600 No FO F R v 1008 2000 No R v v 1856 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3878 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3878 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 33.1 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.519 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 73.5 mph 0 Space mean speed for all vehicles, S = 63.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8700 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 250 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8700 250 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2289 66 229 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9433 271 943 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.184 Using Equation 4 FM v = v (P ) = 1275 pc/h 12 F FM Actual Maximum LOS F? v 7204 9600 No FO v v 2829 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2773 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2773 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.0 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.368 S Space mean speed in ramp influence area, S = 59.7 mph R Space mean speed in outer lanes, S = 64.3 mph 0 Space mean speed for all vehicles, S = 62.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: EB On-Ramp at Orangewood Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 700 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 930 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 1970 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9570 700 930 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2518 184 245 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10376 759 1008 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.123 Using Equation 4 FM v = v (P ) = 968 pc/h 12 F FM Actual Maximum LOS F? v 8635 9600 No FO v v 3454 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3150 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3150 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.5 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.480 S Space mean speed in ramp influence area, S = 56.5 mph R Space mean speed in outer lanes, S = 63.1 mph 0 Space mean speed for all vehicles, S = 60.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7458 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 530 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 430 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7458 530 430 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1963 139 113 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 8086 575 466 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3145 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6469 9600 No Fi F v = v - v 5894 9600 No FO F R v 575 2000 No R v v 1662 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3145 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3145 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 26.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.480 S Space mean speed in ramp influence area, S = 56.6 mph R Space mean speed in outer lanes, S = 74.2 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Junction: Off-Ramp at Chapman Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 8558 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 680 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 600 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2160 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 8558 680 600 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2252 179 158 v Trucks and buses 6 6 6 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 9279 737 651 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3653 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7424 9600 No Fi F v = v - v 6687 9600 No FO F R v 737 2000 No R v v 1885 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3653 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3653 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 31.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.494 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 73.3 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9600 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 260 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 980 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9600 260 980 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2526 68 258 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10358 281 1057 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3772 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8287 9600 No Fi F v = v - v 8006 9600 No FO F R v 281 2000 No R v v 2257 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3772 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3772 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 32.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.453 S Space mean speed in ramp influence area, S = 57.3 mph R Space mean speed in outer lanes, S = 71.9 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11130 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 300 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 1360 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11130 300 1360 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2929 79 358 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12009 324 1467 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 4372 pc/h 12 R F R FD Actual Maximum LOS F? v = v 9608 9600 Yes Fi F v = v - v 9284 9600 No FO F R v 324 2000 No R v v 2618 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4372 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4372 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.457 S Space mean speed in ramp influence area, S = 57.2 mph R Space mean speed in outer lanes, S = 70.5 mph 0 Space mean speed for all vehicles, S = 63.7 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: On-Ramp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9340 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 980 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 260 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9340 980 260 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2458 258 68 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 10077 1057 281 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.086 Using Equation 4 FM v = v (P ) = 649 pc/h 12 F FM Actual Maximum LOS F? v 8634 9600 No FO v v 3464 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3030 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3030 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.518 S Space mean speed in ramp influence area, S = 55.5 mph R Space mean speed in outer lanes, S = 63.6 mph 0 Space mean speed for all vehicles, S = 59.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: On-Ramp from Fairview Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10830 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 1360 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 300 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 2950 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10830 1360 300 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2850 358 79 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11685 1467 324 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.034 Using Equation 4 FM v = v (P ) = 316 pc/h 12 F FM Actual Maximum LOS F? v 10652 9600 Yes FO v v 4434 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3674 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3674 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.8 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.952 S Space mean speed in ramp influence area, S = 43.3 mph R Space mean speed in outer lanes, S = 60.7 mph 0 Space mean speed for all vehicles, S = 50.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector to I-5/SR-57/City Dr Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7492 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 3340 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7492 3340 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1972 879 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 8083 3604 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 4348 pc/h 12 R F R FD Actual Maximum LOS F? v = v 6467 9600 No Fi F v = v - v 2863 9600 No FO F R v 3604 3800 No R v v 1059 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 4348 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 4348 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 25.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.752 S Space mean speed in ramp influence area, S = 48.9 mph R Space mean speed in outer lanes, S = 76.6 mph 0 Space mean speed for all vehicles, S = 55.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector to I-5/SR-57/City Dr Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9700 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 4460 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9700 4460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2553 1174 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 10466 4812 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 5738 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8373 9600 No Fi F v = v - v 3561 9600 No FO F R v 4812 3800 Yes R v v 1317 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 5738 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 5738 4400 Yes 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 37.4 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, D = 0.861 S Space mean speed in ramp influence area, S = 45.9 mph R Space mean speed in outer lanes, S = 75.6 mph 0 Space mean speed for all vehicles, S = 52.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 5010 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 330 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5010 330 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1318 87 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 5406 356 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 2558 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5406 9600 No Fi F v = v - v 5050 9600 No FO F R v 356 2000 No R v v 1424 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2558 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2558 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 21.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.460 S Space mean speed in ramp influence area, S = 57.1 mph R Space mean speed in outer lanes, S = 75.1 mph 0 Space mean speed for all vehicles, S = 65.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Off-Ramp at City Drive Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 6690 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-Flow speed on ramp 35.0 mph Volume on ramp 460 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6690 460 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1761 121 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 7218 496 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.436 Using Equation 8 FD v = v + (v - v ) P = 3427 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7218 9600 No Fi F v = v - v 6722 9600 No FO F R v 496 2000 No R v v 1895 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3427 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3427 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 29.2 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, D = 0.473 S Space mean speed in ramp influence area, S = 56.8 mph R Space mean speed in outer lanes, S = 73.3 mph 0 Space mean speed for all vehicles, S = 64.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 3590 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2090 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3590 2090 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 945 550 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 3873 2255 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 809 pc/h 12 F FM Actual Maximum LOS F? v 6128 9600 No FO v v 1532 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1549 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1549 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 24.7 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.391 S Space mean speed in ramp influence area, S = 59.1 mph R Space mean speed in outer lanes, S = 67.6 mph 0 Space mean speed for all vehicles, S = 62.0 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Junction: Connector from I-5/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 4 Free-flow speed on freeway 70.0 mph Volume on freeway 4610 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2950 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4610 2950 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1213 776 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4974 3183 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1040 pc/h 12 F FM Actual Maximum LOS F? v 8157 9600 No FO v v 1967 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1989 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1989 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.903 S Space mean speed in ramp influence area, S = 44.7 mph R Space mean speed in outer lanes, S = 66.4 mph 0 Space mean speed for all vehicles, S = 50.8 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 4470 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 1940 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 4470 1940 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1176 511 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4823 2093 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 2677 pc/h 12 R F R FD Actual Maximum LOS F? v = v 4341 9600 No Fi F v = v - v 2248 9600 No FO F R v 2093 3800 No R v v 832 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 2677 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2677 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 13.8 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence B Intermediate speed variable, D = 0.616 S Space mean speed in ramp influence area, S = 52.7 mph R Space mean speed in outer lanes, S = 76.8 mph 0 Space mean speed for all vehicles, S = 59.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector to I-5/SR-57 NB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 9050 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 2400 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent ramp vph Position of adjacent ramp Type of adjacent ramp Distance to adjacent ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 9050 2400 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2382 632 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade 0.00 % 0.00 % % Length 0.00 mi 0.00 mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 9764 2589 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3947 pc/h 12 R F R FD Actual Maximum LOS F? v = v 7812 9600 No Fi F v = v - v 5223 9600 No FO F R v 2589 3800 No R v v 1932 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 No 3 or av34 12 If yes, v = 3947 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3947 4400 No 12 of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 24.7 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.661 S Space mean speed in ramp influence area, S = 51.5 mph R Space mean speed in outer lanes, S = 73.2 mph 0 Space mean speed for all vehicles, S = 60.3 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 3933 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2000 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 3933 2000 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 1035 526 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 4243 2158 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 692 pc/h 12 F FM Actual Maximum LOS F? v 5468 9600 No FO v v 1309 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 1324 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 1324 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 20.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.322 S Space mean speed in ramp influence area, S = 61.0 mph R Space mean speed in outer lanes, S = 68.2 mph 0 Space mean speed for all vehicles, S = 63.4 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Connector from I-15/SR-57 SB Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 7817 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-flow speed on ramp 35.0 mph Volume on ramp 2570 vph Length of first accel/decel lane 600 ft Length of second accel/decel lane 600 ft Ramp Data (if one Does adjacent ramp exist? No Volume on adjacent Ramp vph Position of adjacent Ramp Type of adjacent Ramp Distance to adjacent Ramp ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 7817 2570 vph Peak-hour factor, PHF 0.95 0.95 Peak 15-min volume, v15 2057 676 v Trucks and buses 5 5 % Recreational vehicles 0 0 % Terrain type: Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fP 1.00 1.00 Flow rate, vp 8434 2773 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.209 Using Equation 0 FM v = v (P ) = 1260 pc/h 12 F FM Actual Maximum LOS F? v 8804 9600 No FO v v 2385 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2412 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2412 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence D Intermediate speed variable, M = 0.891 S Space mean speed in ramp influence area, S = 45.0 mph R Space mean speed in outer lanes, S = 65.3 mph 0 Space mean speed for all vehicles, S = 51.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 5867 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 650 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 550 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 5867 650 550 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1544 171 145 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6330 701 593 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 1918 pc/h 12 R F R FD Actual Maximum LOS F? v = v 5381 9600 No Fi F v = v - v 4680 9600 No FO F R v 701 3800 No R v v 1731 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2152 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 2152 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 9.3 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence A Intermediate speed variable, D = 0.491 S Space mean speed in ramp influence area, S = 56.2 mph R Space mean speed in outer lanes, S = 74.4 mph 0 Space mean speed for all vehicles, S = 65.9 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: Off-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Diverge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 10367 vph Ramp Side of freeway Right Number of lanes in ramp 2 Free-Flow speed on ramp 35.0 mph Volume on ramp 870 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane 500 ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent ramp 810 vph Position of adjacent ramp Type of adjacent ramp On Distance to adjacent ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 10367 870 810 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 2728 229 213 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade 0.00 % 0.00 % 0.00 % Length 0.00 mi 0.00 mi 0.00 mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 11185 939 874 pcph of V12 Diverge L = (Equation 25-8 or 25-9) EQ P = 0.260 Using Equation 0 FD v = v + (v - v ) P = 3021 pc/h 12 R F R FD Actual Maximum LOS F? v = v 8948 9600 No Fi F v = v - v 8009 9600 No FO F R v 939 3800 No R v v 2963 pc/h (Equation 25-15 or 25-16) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3579 (Equation 25-18) 12A Entering Diverge Influence Actual Max Desirable Violation? v 3579 4400 No 12A of Service Determination (if not Density, D = 4.252 + 0.0086 v - 0.009 L = 21.5 pc/mi/ln R 12 D Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, D = 0.513 S Space mean speed in ramp influence area, S = 55.6 mph R Space mean speed in outer lanes, S = 70.2 mph 0 Space mean speed for all vehicles, S = 63.6 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Rampr at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 6400 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 550 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 650 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 6400 550 650 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 1684 145 171 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 6905 593 701 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.144 Using Equation 4 FM v = v (P ) = 724 pc/h 12 F FM Actual Maximum LOS F? v 5634 9600 No FO v v 2158 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? No 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 2016 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 2016 4600 No 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.4 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence C Intermediate speed variable, M = 0.339 S Space mean speed in ramp influence area, S = 60.5 mph R Space mean speed in outer lanes, S = 66.4 mph 0 Space mean speed for all vehicles, S = 63.5 mph ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date performed: 10/01/10 Analysis time period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Junction: On-Ramp at Haster Street Jurisdiction: City of Anaheim Analysis Year: 2030 Description: PTMLUP Traffic Study - With Project With Mitigation Type of analysis Merge Number of lanes in freeway 5 Free-flow speed on freeway 70.0 mph Volume on freeway 11570 vph Ramp Side of freeway Right Number of lanes in ramp 1 Free-flow speed on ramp 35.0 mph Volume on ramp 810 vph Length of first accel/decel lane 500 ft Length of second accel/decel lane ft Ramp Data (if one Does adjacent ramp exist? Yes Volume on adjacent Ramp 870 vph Position of adjacent Ramp Upstream Type of adjacent Ramp Off Distance to adjacent Ramp 3000 ft to pc/h Under Base Junction Components Freeway Ramp Adjacent Ramp Volume, V (vph) 11570 810 870 vph Peak-hour factor, PHF 0.95 0.95 0.95 Peak 15-min volume, v15 3045 213 229 v Trucks and buses 5 5 5 % Recreational vehicles 0 0 0 % Terrain type: Level Level Level Grade % % % Length mi mi mi Trucks and buses PCE, ET 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 Driver population factor, fP 1.00 1.00 1.00 Flow rate, vp 12483 874 939 pcph of V12 Merge L = (Equation 25-2 or 25-3) EQ P = 0.109 Using Equation 4 FM v = v (P ) = 1084 pc/h 12 F FM Actual Maximum LOS F? v 10857 9600 Yes FO v v 4449 pc/h (Equation 25-4 or 25-5) 3 or av34 Is v v > 2700 pc/h? Yes 3 or av34 Is v v > 1.5 v /2 Yes 3 or av34 12 If yes, v = 3993 (Equation 25-8) 12A Entering Merge Influence Actual Max Desirable Violation? v 3993 4600 Yes 12A of Service Determination (if not Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 39.9 pc/mi/ln R R 12 A Level of service for ramp-freeway junction areas of influence F Intermediate speed variable, M = 0.793 S Space mean speed in ramp influence area, S = 47.8 mph R Space mean speed in outer lanes, S = 59.3 mph 0 Space mean speed for all vehicles, S = 53.5 mph ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix a-O eCp creeway jainline Analysis torksheets under OMPM tith mroject Conditions EmitigatedF ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 With Project With Mitigation 6,020 10,040 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,324 2,209 65.0 Average passenger-car speed (mi/h) 70 20.4 31.6 C D ROUTE: I-5 Southbound SEGMENT: 1 - SR-91 to Brookhurst Street ANALYSIS YEAR: 2030 With Project With Mitigation 8,940 8,010 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,639 1,469 65 Average passenger-car speed (mi/h) 65 25.2 22.6 C C ROUTE: I-5 Northbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 6,300 10,420 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,155 1,910 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 17.8 29.4 Level of Service B D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP-y30-wProj- FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 2 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project With Mitigation 8,470 8,840 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,863 1,945 65 Average passenger-car speed (mi/h) 65 28.7 29.9 D D ROUTE: I-5 Northbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 6,300 10,830 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,155 1,986 65 Average passenger-car speed (mi/h) 65 17.8 30.5 B D ROUTE: I-5 Southbound SEGMENT: 3 - Euclid Street to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 9,050 8,860 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,991 1,949 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 30.6 30.0 Level of Service D D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation 6,470 12,350 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,186 2,264 65 Average passenger-car speed (mi/h) 65 18.2 34.8 C D ROUTE: I-5 Southbound SEGMENT: 4- Lincoln Avenue to Harbor Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation 7,860 8,830 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,729 1,943 65 Average passenger-car speed (mi/h) 65 26.6 29.9 D D ROUTE: I-5 Northbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 5,780 11,750 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,060 2,154 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 16.3 33.1 Level of Service B D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 5 - Harbor Boulevard to Katella Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 6,860 7,770 5 5 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,509 1,709 65 Average passenger-car speed (mi/h) 65 23.2 26.3 C D ROUTE: I-5 Northbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation 5,810 12,710 6 6 0.95 0.95 9 9 0 0 1.5 1.5 1.2 1.2 0.957 0.957 1.00 1.00 Level Level 1,065 2,330 65.0 Average passenger-car speed (mi/h) 65 16.4 35.8 B E ROUTE: I-5 Southbound SEGMENT: 6 - Katella Avenue to State College Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 7,620 8,640 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 9 9 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,676 1,901 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 25.8 29.2 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 With Project With Mitigation 6,830 13,950 7 7 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,063 2,171 65 Average passenger-car speed (mi/h) 65 16.4 33.4 B D ROUTE: I-5 Southbound SEGMENT: 7 - State College Boulevard to SR-22 ANALYSIS YEAR: 2030 With Project With Mitigation 10,330 10,020 6 6 0.95 0.95 7 7 0 0 1.5 1.5 1.2 1.2 0.966 0.966 1.00 1.00 Level Level 1,876 1,819 65 Average passenger-car speed (mi/h) 65 28.9 28.0 D D ROUTE: I-5 Northbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 8,480 14,620 Number of mainline lanes, N 7 7 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,313 2,264 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 20.2 34.8 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 8 - SR-22 to 17th Street ANALYSIS YEAR: 2030 With Project With Mitigation 15,020 18,760 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,326 2,906 65.0 Average passenger-car speed (mi/h) 65.0 35.8 44.7 E E ROUTE: I-5 Northbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 8,800 17,750 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,363 2,749 65 Average passenger-car speed (mi/h) 65.0 21.0 42.3 C E ROUTE: I-5 Southbound SEGMENT: 9 - 17th Street to Grand Avenue ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 15,920 16,580 Number of mainline lanes, N 7 7 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,466 2,568 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65.0 Density, D (pc/mi/ln) 37.9 39.5 Level of Service E E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Northbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 With Project With Mitigation 9,500 20,100 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,471 3,113 65 Average passenger-car speed (mi/h) 65 22.6 47.9 C F ROUTE: I-5 Southbound SEGMENT: 10 - Grand Avenue to 4th Street ANALYSIS YEAR: 2030 With Project With Mitigation 14,700 14,760 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,277 2,286 65 Average passenger-car speed (mi/h) 65 35.0 35.2 E E ROUTE: I-5 Northbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 8,590 22,760 Number of mainline lanes, N 7 7 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,330 3,525 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 20.5 54.2 Level of Service C F Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: I-5 Southbound SEGMENT: 11 - 4th Street to SR-55 ANALYSIS YEAR: 2030 With Project With Mitigation 14,870 13,910 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,303 2,154 65 Average passenger-car speed (mi/h) 65 35.4 33.1 E D ROUTE: SR-57 Northbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 6,430 10,220 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,162 1,847 65 Average passenger-car speed (mi/h) 65 17.9 28.4 B D ROUTE: SR-57 Southbound SEGMENT: 12 - SR-22 to Orangewood Avenue ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 10,420 10,820 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,883 1,955 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 29.0 30.1 Level of Service D D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 5,320 9,180 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,154 1,991 65 Average passenger-car speed (mi/h) 65 17.7 30.6 B D ROUTE: SR-57 Southbound SEGMENT: 13 - Orangewood Avenue to Katella Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 9,570 10,500 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 1,729 1,897 65 Average passenger-car speed (mi/h) 65 26.6 29.2 D D ROUTE: SR-57 Northbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 5,140 12,080 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 929 2,183 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 14.3 33.6 Level of Service B D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Southbound SEGMENT: 14 - Katella Avenue to Ball Road ANALYSIS YEAR: 2030 With Project With Mitigation 12,850 10,190 5 5 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,786 2,210 65 Average passenger-car speed (mi/h) 65 42.9 34.0 E D ROUTE: SR-57 Northbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 5,230 14,730 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 945 2,662 65 Average passenger-car speed (mi/h) 65 14.5 40.9 B E ROUTE: SR-57 Southbound SEGMENT: 15 - Ball Road to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 13,900 8,250 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 6 6 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 Driver population factor, fp 1.00 1.00 Terrain type Level Level 2,512 1,491 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 38.6 22.9 Level of Service E C Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-57 Northbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 5,090 18,310 6 6 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 920 3,309 65 Average passenger-car speed (mi/h) 65 14.2 50.9 B F ROUTE: SR-57 Southbound SEGMENT: 16 - SR-91 to Lincoln Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 13,270 8,720 7 7 0.95 0.95 6 6 0 0 1.5 1.5 1.2 1.2 0.971 0.971 1.00 1.00 Level Level 2,055 1,351 65 Average passenger-car speed (mi/h) 65 31.6 20.8 D C ROUTE: SR-22 Eastbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 6,870 8,090 Number of mainline lanes, N 4 4 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,853 2,182 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 28.5 33.6 Level of Service D D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 17 - Brookhurst Street to Euclid Street ANALYSIS YEAR: 2030 With Project With Mitigation 5,640 8,720 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,217 1,882 65 Average passenger-car speed (mi/h) 65 18.7 28.9 C D ROUTE: SR-22 Eastbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation 10,400 9,560 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,244 2,063 65 Average passenger-car speed (mi/h) 65 34.5 31.7 D D ROUTE: SR-22 Westbound SEGMENT: 18 - Euclid Street to Harbor Boulevard ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 6,220 10,710 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,342 2,311 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 20.6 35.6 Level of Service C E Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 9,600 11,130 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 2,072 2,402 65 Average passenger-car speed (mi/h) 65 31.9 36.9 D E ROUTE: SR-22 Westbound SEGMENT: 19 - Harbor Boulevard to Haster Avenue ANALYSIS YEAR: 2030 With Project With Mitigation 6,370 10,770 5 5 0.95 0.95 4 4 0 0 1.5 1.5 1.2 1.2 0.980 0.980 1.00 1.00 Level Level 1,368 2,313 65 Average passenger-car speed (mi/h) 65 21.0 35.6 C E ROUTE: SR-22 Eastbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 8,990 11,640 Number of mainline lanes, N 6 6 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 1,617 2,093 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 24.9 32.2 Level of Service C D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 20 - Haster Avenue to The City Drive/I-5 ANALYSIS YEAR: 2030 With Project With Mitigation 7,040 12,440 6 6 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,266 2,237 65 Average passenger-car speed (mi/h) 65 19.5 34.4 C D ROUTE: SR-22 Eastbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 With Project With Mitigation 5,670 7,470 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,529 2,015 65 Average passenger-car speed (mi/h) 65 23.5 31.0 C D ROUTE: SR-22 Westbound SEGMENT: 21 - I-5 to Main Street ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 4,470 9,050 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 965 1,953 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 14.8 30.0 Level of Service B D Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Eastbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 With Project With Mitigation 5,260 8,810 5 5 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,135 1,901 65 Average passenger-car speed (mi/h) 65 17.5 29.2 B D ROUTE: SR-22 Westbound SEGMENT: 22 - Main Street to Glassell Street ANALYSIS YEAR: 2030 With Project With Mitigation 5,080 5,880 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,370 1,586 65 Average passenger-car speed (mi/h) 65 21.1 24.4 C C ROUTE: SR-22 Eastbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 With Project With Mitigation Volume, V (veh/hr) 3,490 6,110 Number of mainline lanes, N 5 5 Peak Hour Factor, PHF 0.95 0.95 % Trucks and buses 5 5 % RVs 0 0 Trucks and buses PCE, ET 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 Driver population factor, fp 1.00 1.00 Terrain type Level Level 753 1,318 Average passenger-car speed (mi/h) 65 Average passenger-car speed (mi/h) 65 Density, D (pc/mi/ln) 11.6 20.3 Level of Service B C Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV AM Peak Hour PM Peak Hour Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service Volume, V (veh/hr) Volume, V (veh/hr) Number of mainline lanes, N Number of mainline lanes, N Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Number of mainline lanes, N Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service AM Peak Hour PM Peak Hour Volume, V (veh/hr) Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Density, D (pc/mi/ln) Level of Service Peak Hour Factor, PHF % Trucks and buses % RVs Trucks and buses PCE, ET Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Driver population factor, fp Terrain type V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- ROUTE: SR-22 Westbound SEGMENT: 23 - Glassell Street to SR-55 ANALYSIS YEAR: 2030 With Project With Mitigation 5,030 5,770 4 4 0.95 0.95 5 5 0 0 1.5 1.5 1.2 1.2 0.976 0.976 1.00 1.00 Level Level 1,357 1,556 65 Average passenger-car speed (mi/h) 65 20.9 23.9 C C Number of mainline lanes, N Number of mainline lanes, N PLATINUM TRIANGLE MASTER LAND USE PLAN TRAFFIC STUDY AM Peak Hour PM Peak Hour Volume, V (veh/hr) Volume, V (veh/hr) Peak Hour Factor, PHF Peak Hour Factor, PHF % Trucks and buses % Trucks and buses % RVs % RVs Trucks and buses PCE, ET Trucks and buses PCE, ET Recreational vehicle PCE, ER Recreational vehicle PCE, ER Heavy vehicle adjustment, fHV Heavy vehicle adjustment, fHV Driver population factor, fp Driver population factor, fp Terrain type Terrain type Flow rate, VF (pc/h/ln) Flow rate, VF (pc/h/ln) Average passenger-car speed (mi/h) Density, D (pc/mi/ln) Density, D (pc/mi/ln) Level of Service Level of Service V:\11944-AnaheimPlanningServices\PlatinumTriangle-RevMLUP\FwyAnalysis\Sept2010\WProject-y30\Mainline\PTMLUP- y30-wProj-FwyMainline-Mitigation-093010.xlsx 10/8/2010 ---PAGE BREAK--- The oevised mlatinum Triangle Expansion mroject pupplemental ptate eighway pystem Analysis oeport pupplemental ptate eighway pystem Analysis oeport--Appendices Appendix a-P eCp creeway teaving Analysis torksheets under OMPM tith mroject Conditions EmitigatedF ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4550 10 460 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1197 3 121 61 v Trucks and buses 9 9 6 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5005 11 498 248 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.33 0.11 Weaving and non-weaving speeds, Si 56.51 64.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.73 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 63.49 mph Weaving segment density, D 18.15 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 746 4000 a Average flow rate 1152 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Lincoln On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2000 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8060 20 650 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2121 5 171 79 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8866 22 704 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.45 0.16 Weaving and non-weaving speeds, Si 52.88 62.40 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.25 mph Weaving segment density, D 32.38 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1029 4000 a Average flow rate 1983 2350 b Volume ratio, VR 0.10 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2000 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.15 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4530 20 540 290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1192 5 142 76 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4983 22 585 314 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.38 0.13 Weaving and non-weaving speeds, Si 54.94 63.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.89 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 62.00 mph Weaving segment density, D 19.05 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11683 pc/h Capacity as a 15-minute flow rate, c 11180 pc/h Capacity as a full-hour volume, ch 10621 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 899 4000 a Average flow rate 1180 2350 b Volume ratio, VR 0.15 0.80 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Disneyland On to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1680 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.41 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9120 20 680 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2400 5 179 124 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10032 22 737 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.55 0.21 Weaving and non-weaving speeds, Si 50.55 60.58 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.61 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 59.29 mph Weaving segment density, D 38.12 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11737 pc/h Capacity as a 15-minute flow rate, c 11232 pc/h Capacity as a full-hour volume, ch 10670 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1246 4000 a Average flow rate 2260 2350 b Volume ratio, VR 0.11 0.80 c Weaving ratio, R 0.41 N/A d Weaving length (ft) 1680 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5180 40 680 660 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1363 11 179 174 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5698 44 737 715 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.73 0.22 Weaving and non-weaving speeds, Si 35.16 60.14 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.53 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.60 mph Weaving segment density, D 27.35 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10338 pc/h Capacity as a 15-minute flow rate, c 9893 pc/h Capacity as a full-hour volume, ch 9398 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1452 2800 a Average flow rate 1438 2350 b Volume ratio, VR 0.20 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Disneyland On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1520 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.40 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5680 50 980 650 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1495 13 258 171 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6248 55 1062 704 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.99 0.27 Weaving and non-weaving speeds, Si 33.38 58.36 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.63 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.15 mph Weaving segment density, D 32.18 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 10338 pc/h Capacity as a 15-minute flow rate, c 9893 pc/h Capacity as a full-hour volume, ch 9398 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1766 2800 a Average flow rate 1613 2350 b Volume ratio, VR 0.22 0.20 c Weaving ratio, R 0.40 N/A d Weaving length (ft) 1520 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3580 20 800 420 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 942 5 211 111 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3938 22 867 455 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.09 0.14 Weaving and non-weaving speeds, Si 41.36 63.44 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.77 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.96 mph Weaving segment density, D 18.88 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10813 pc/h Capacity as a 15-minute flow rate, c 10347 pc/h Capacity as a full-hour volume, ch 9830 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1322 2800 a Average flow rate 1056 2350 b Volume ratio, VR 0.25 0.20 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Anaheim On to Harbor Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2080 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.44 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7550 60 1230 950 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1987 16 324 250 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8305 66 1333 1030 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.05 0.31 Weaving and non-weaving speeds, Si 33.04 57.03 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.77 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.17 mph Weaving segment density, D 43.66 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10813 pc/h Capacity as a 15-minute flow rate, c 10347 pc/h Capacity as a full-hour volume, ch 9830 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2363 2800 a Average flow rate 2146 2350 b Volume ratio, VR 0.22 0.20 c Weaving ratio, R 0.44 N/A d Weaving length (ft) 2080 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.26 Weaving ratio, R 0.17 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3570 10 1040 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 939 3 274 58 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3927 11 1127 238 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.36 0.17 Weaving and non-weaving speeds, Si 55.49 61.89 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.25 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.11 mph Weaving segment density, D 17.65 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11376 pc/h Capacity as a 15-minute flow rate, c 10886 pc/h Capacity as a full-hour volume, ch 10342 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1365 4000 a Average flow rate 1060 2350 b Volume ratio, VR 0.26 0.80 c Weaving ratio, R 0.17 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: St College On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8432 20 1720 420 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2219 5 453 111 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9275 22 1864 455 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.56 0.29 Weaving and non-weaving speeds, Si 50.27 57.78 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.95 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 56.11 mph Weaving segment density, D 41.41 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11244 pc/h Capacity as a full-hour volume, ch 10682 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2319 4000 a Average flow rate 2323 2350 b Volume ratio, VR 0.20 0.80 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.39 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4800 50 910 590 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1263 13 239 155 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5280 55 986 639 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.53 0.20 Weaving and non-weaving speeds, Si 36.76 60.76 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.71 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.72 mph Weaving segment density, D 26.40 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10610 pc/h Capacity as a 15-minute flow rate, c 10153 pc/h Capacity as a full-hour volume, ch 9645 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1625 2800 a Average flow rate 1392 2350 b Volume ratio, VR 0.23 0.20 c Weaving ratio, R 0.39 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Katella On to St College Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1830 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5540 40 850 790 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1458 11 224 208 v Trucks and buses 9 9 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.957 0.957 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6094 44 921 856 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.70 0.23 Weaving and non-weaving speeds, Si 35.35 59.65 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.70 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.67 mph Weaving segment density, D 30.64 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10610 pc/h Capacity as a 15-minute flow rate, c 10153 pc/h Capacity as a full-hour volume, ch 9645 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1777 2800 a Average flow rate 1583 2350 b Volume ratio, VR 0.22 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 1830 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.11 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2870 100 1920 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 755 26 505 63 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3126 108 2081 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.56 0.42 Weaving and non-weaving speeds, Si 50.21 53.68 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.87 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.17 mph Weaving segment density, D 21.37 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 8402 pc/h Capacity as a 15-minute flow rate, c 8118 pc/h Capacity as a full-hour volume, ch 7712 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2341 3500 a Average flow rate 1115 2350 b Volume ratio, VR 0.42 0.50 c Weaving ratio, R 0.11 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR-22 to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1720 ft Terrain type Level Grade % Length mi Weaving type C Multilane or C-D Volume ratio, VR 0.29 Weaving ratio, R 0.10 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7190 140 2660 280 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1892 37 700 74 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7833 152 2884 303 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.30 6.00 c (Exhibit 24-6) 0.80 1.10 d (Exhibit 24-6) 0.60 0.60 Weaving intensity factor, Wi 0.78 0.50 Weaving and non-weaving speeds, Si 45.91 51.70 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.78 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.00 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 49.90 mph Weaving segment density, D 44.77 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10800 pc/h Capacity as a 15-minute flow rate, c 10435 pc/h Capacity as a full-hour volume, ch 9913 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3187 3500 a Average flow rate 2234 2350 b Volume ratio, VR 0.29 0.50 c Weaving ratio, R 0.10 0.40 d Weaving length (ft) 1720 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6200 10 940 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1632 3 247 61 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6754 10 1019 249 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.76 0.38 Weaving and non-weaving speeds, Si 46.19 54.80 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 53.23 mph Weaving segment density, D 30.18 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10632 pc/h Capacity as a 15-minute flow rate, c 10272 pc/h Capacity as a full-hour volume, ch 9758 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1268 2800 a Average flow rate 1606 2350 b Volume ratio, VR 0.16 0.20 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: St College On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.19 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5540 20 1300 300 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1458 5 342 79 v Trucks and buses 7 7 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.966 0.966 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6035 21 1409 325 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.95 0.26 Weaving and non-weaving speeds, Si 33.65 58.62 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.31 mph Weaving segment density, D 30.97 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10329 pc/h Capacity as a 15-minute flow rate, c 9980 pc/h Capacity as a full-hour volume, ch 9481 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1734 2800 a Average flow rate 1558 2350 b Volume ratio, VR 0.22 0.20 c Weaving ratio, R 0.19 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.32 Weaving ratio, R 0.43 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4050 60 1110 840 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1066 16 292 221 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4391 65 1203 910 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.54 0.34 Weaving and non-weaving speeds, Si 50.72 56.18 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.74 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.30 mph Weaving segment density, D 24.20 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10982 pc/h Capacity as a 15-minute flow rate, c 10662 pc/h Capacity as a full-hour volume, ch 10129 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2113 4000 a Average flow rate 1313 2350 b Volume ratio, VR 0.32 0.80 c Weaving ratio, R 0.43 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Main On to SR22 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1740 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.28 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7430 100 1850 1060 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1955 26 487 279 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8055 108 2005 1149 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.73 0.47 Weaving and non-weaving speeds, Si 46.71 52.30 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.58 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.61 mph Weaving segment density, D 44.72 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11361 pc/h Capacity as a 15-minute flow rate, c 11030 pc/h Capacity as a full-hour volume, ch 10478 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3154 4000 a Average flow rate 2263 2350 b Volume ratio, VR 0.28 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 1740 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.17 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5480 10 1170 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1442 3 308 63 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5941 10 1268 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.79 0.23 Weaving and non-weaving speeds, Si 34.69 59.69 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.55 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.03 mph Weaving segment density, D 28.75 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10346 pc/h Capacity as a 15-minute flow rate, c 10045 pc/h Capacity as a full-hour volume, ch 9543 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1528 2800 a Average flow rate 1495 2350 b Volume ratio, VR 0.20 0.20 c Weaving ratio, R 0.17 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 17th On to Main Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1530 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.15 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9690 20 1380 350 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2550 5 363 92 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10506 21 1496 379 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.14 0.65 Weaving and non-weaving speeds, Si 40.74 48.33 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.38 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.01 mph Weaving segment density, D 52.77 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10698 pc/h Capacity as a 15-minute flow rate, c 10386 pc/h Capacity as a full-hour volume, ch 9867 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1875 2800 a Average flow rate 2480 2350 b Volume ratio, VR 0.15 0.20 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 1530 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9740 30 520 440 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2563 8 137 116 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10560 32 563 477 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.96 0.48 Weaving and non-weaving speeds, Si 43.12 52.05 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.99 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.10 mph Weaving segment density, D 45.52 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11049 pc/h Capacity as a 15-minute flow rate, c 10727 pc/h Capacity as a full-hour volume, ch 10191 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1040 2800 a Average flow rate 2326 2350 b Volume ratio, VR 0.09 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Main On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1510 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.45 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11840 40 840 680 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3116 11 221 179 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12837 43 910 737 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.24 0.71 Weaving and non-weaving speeds, Si 39.51 47.25 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.18 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.22 mph Weaving segment density, D 62.86 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10953 pc/h Capacity as a 15-minute flow rate, c 10634 pc/h Capacity as a full-hour volume, ch 10102 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1647 2800 a Average flow rate 2905 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.45 N/A d Weaving length (ft) 1510 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.48 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5280 20 510 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1389 5 134 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5724 21 552 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.50 0.24 Weaving and non-weaving speeds, Si 51.78 59.43 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.36 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.09 mph Weaving segment density, D 23.43 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11148 pc/h Capacity as a 15-minute flow rate, c 10823 pc/h Capacity as a full-hour volume, ch 10282 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1061 2800 a Average flow rate 1361 2350 b Volume ratio, VR 0.16 0.20 c Weaving ratio, R 0.48 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: Grand On to 17th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2110 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.11 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11230 40 710 700 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2955 11 187 184 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12175 43 769 758 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.90 0.51 Weaving and non-weaving speeds, Si 43.98 51.50 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.21 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 50.54 mph Weaving segment density, D 54.39 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11468 pc/h Capacity as a 15-minute flow rate, c 11134 pc/h Capacity as a full-hour volume, ch 10577 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1527 2800 a Average flow rate 2749 2350 b Volume ratio, VR 0.11 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 2110 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.10 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10210 30 610 520 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2687 8 161 137 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11069 32 661 563 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.19 0.62 Weaving and non-weaving speeds, Si 40.09 48.94 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.04 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.89 mph Weaving segment density, D 51.47 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10728 pc/h Capacity as a 15-minute flow rate, c 10416 pc/h Capacity as a full-hour volume, ch 9895 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1224 2800 a Average flow rate 2465 2350 b Volume ratio, VR 0.10 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Penn On to Santa Ana Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1260 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 10320 40 800 690 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2716 11 211 182 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 11189 43 867 748 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.31 0.72 Weaving and non-weaving speeds, Si 38.83 46.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.21 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.77 mph Weaving segment density, D 56.14 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10547 pc/h Capacity as a 15-minute flow rate, c 10240 pc/h Capacity as a full-hour volume, ch 9728 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1615 2800 a Average flow rate 2569 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.46 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5960 20 440 370 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1568 5 116 97 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6461 21 477 401 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.56 0.26 Weaving and non-weaving speeds, Si 50.24 58.69 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.14 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.54 mph Weaving segment density, D 25.58 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11188 pc/h Capacity as a 15-minute flow rate, c 10862 pc/h Capacity as a full-hour volume, ch 10319 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 878 2800 a Average flow rate 1472 2350 b Volume ratio, VR 0.12 0.20 c Weaving ratio, R 0.46 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: 4th On to Grand Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1820 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.08 Weaving ratio, R 0.47 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 13170 30 610 550 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3466 8 161 145 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 14279 32 661 596 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.07 0.60 Weaving and non-weaving speeds, Si 41.53 49.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.00 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.71 mph Weaving segment density, D 63.92 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11328 pc/h Capacity as a 15-minute flow rate, c 10998 pc/h Capacity as a full-hour volume, ch 10448 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1257 2800 a Average flow rate 3113 2350 b Volume ratio, VR 0.08 0.20 c Weaving ratio, R 0.47 N/A d Weaving length (ft) 1820 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9580 20 580 320 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2521 5 153 84 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 10386 21 628 346 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.43 0.15 Weaving and non-weaving speeds, Si 53.48 62.87 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.35 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 61.94 mph Weaving segment density, D 36.75 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 974 4000 a Average flow rate 2276 2350 b Volume ratio, VR 0.09 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: Santa Ana On to 4th Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2500 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9190 30 850 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2418 8 224 124 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9963 32 921 509 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.19 Weaving and non-weaving speeds, Si 52.53 61.40 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.54 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.13 mph Weaving segment density, D 38.00 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1430 4000 a Average flow rate 2285 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2500 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.48 Weaving ratio, R 0.23 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3070 120 2280 670 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 808 32 600 176 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3328 130 2472 726 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.70 0.67 Weaving and non-weaving speeds, Si 47.40 47.93 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.74 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.68 mph Weaving segment density, D 27.92 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 8370 pc/h Capacity as a 15-minute flow rate, c 8126 pc/h Capacity as a full-hour volume, ch 7720 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3198 4000 a Average flow rate 1331 2350 b Volume ratio, VR 0.48 0.80 c Weaving ratio, R 0.23 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 NB Weaving Location: SR55 to 1st Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1750 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.26 Weaving ratio, R 0.22 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11800 180 3350 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3105 47 882 245 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12793 195 3632 1008 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.97 0.68 Weaving and non-weaving speeds, Si 42.88 47.64 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.59 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 46.29 mph Weaving segment density, D 76.16 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11410 pc/h Capacity as a 15-minute flow rate, c 11078 pc/h Capacity as a full-hour volume, ch 10524 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4640 4000 a Average flow rate 2350 b Volume ratio, VR 0.26 0.80 c Weaving ratio, R 0.22 N/A d Weaving length (ft) 1750 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.24 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8030 40 1860 690 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2113 11 489 182 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8706 43 2016 748 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.73 0.42 Weaving and non-weaving speeds, Si 46.80 53.70 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.39 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.86 mph Weaving segment density, D 44.40 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11550 pc/h Capacity as a 15-minute flow rate, c 11214 pc/h Capacity as a full-hour volume, ch 10653 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2764 4000 a Average flow rate 2302 2350 b Volume ratio, VR 0.24 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: I-5 SB Weaving Location: 1st On to SR55 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1580 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.35 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6440 50 2470 970 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1695 13 650 255 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6982 54 2678 1051 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.83 0.65 Weaving and non-weaving speeds, Si 44.99 48.43 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.08 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.18 mph Weaving segment density, D 45.63 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10723 pc/h Capacity as a 15-minute flow rate, c 10411 pc/h Capacity as a full-hour volume, ch 9890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3729 4000 a Average flow rate 2153 2350 b Volume ratio, VR 0.35 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1580 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.09 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7910 10 520 240 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2082 3 137 63 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8576 10 563 260 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.97 0.45 Weaving and non-weaving speeds, Si 42.91 52.91 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.92 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.85 mph Weaving segment density, D 36.29 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10572 pc/h Capacity as a 15-minute flow rate, c 10264 pc/h Capacity as a full-hour volume, ch 9751 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 823 2800 a Average flow rate 1881 2350 b Volume ratio, VR 0.09 0.20 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Orangewood On to Chapman Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1140 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.49 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7680 40 660 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2021 11 174 168 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8326 43 715 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.13 0.58 Weaving and non-weaving speeds, Si 40.87 49.80 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.25 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.28 mph Weaving segment density, D 40.50 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10265 pc/h Capacity as a 15-minute flow rate, c 9966 pc/h Capacity as a full-hour volume, ch 9468 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1408 2800 a Average flow rate 1955 2350 b Volume ratio, VR 0.14 0.20 c Weaving ratio, R 0.49 N/A d Weaving length (ft) 1140 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6940 10 860 170 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1826 3 226 45 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7524 10 932 184 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.68 0.34 Weaving and non-weaving speeds, Si 47.74 56.16 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.22 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.91 mph Weaving segment density, D 31.50 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11081 pc/h Capacity as a 15-minute flow rate, c 10758 pc/h Capacity as a full-hour volume, ch 10220 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1116 2800 a Average flow rate 1730 2350 b Volume ratio, VR 0.13 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Katella On to Orangewood Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1780 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.16 Weaving ratio, R 0.35 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7340 30 900 480 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1932 8 237 126 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7958 32 975 520 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.79 0.42 Weaving and non-weaving speeds, Si 45.80 53.77 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.39 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 52.33 mph Weaving segment density, D 36.25 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 10874 pc/h Capacity as a 15-minute flow rate, c 10557 pc/h Capacity as a full-hour volume, ch 10029 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1495 2800 a Average flow rate 1897 2350 b Volume ratio, VR 0.16 0.20 c Weaving ratio, R 0.35 N/A d Weaving length (ft) 1780 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.26 Weaving ratio, R 0.20 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3142 10 900 230 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 827 3 237 61 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3406 10 975 249 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.35 0.16 Weaving and non-weaving speeds, Si 55.84 62.26 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.33 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.43 mph Weaving segment density, D 15.36 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11267 pc/h Capacity as a 15-minute flow rate, c 10939 pc/h Capacity as a full-hour volume, ch 10392 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1224 4000 a Average flow rate 928 2350 b Volume ratio, VR 0.26 0.80 c Weaving ratio, R 0.20 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Katella On to Ball Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2130 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.34 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8597 30 950 490 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2262 8 250 129 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9320 32 1030 531 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.51 0.21 Weaving and non-weaving speeds, Si 51.53 60.42 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.68 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.96 mph Weaving segment density, D 37.02 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1561 4000 a Average flow rate 2182 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.34 N/A d Weaving length (ft) 2130 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11110 30 1070 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2924 8 282 168 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12045 32 1160 693 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.54 0.24 Weaving and non-weaving speeds, Si 50.62 59.49 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.57 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.13 mph Weaving segment density, D 47.92 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1853 4000 a Average flow rate 2786 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: Ball On to Katella Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2490 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.42 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8840 30 770 550 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2326 8 203 145 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9584 32 834 596 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.46 0.18 Weaving and non-weaving speeds, Si 52.68 61.46 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.56 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.16 mph Weaving segment density, D 36.72 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1430 4000 a Average flow rate 2209 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.42 N/A d Weaving length (ft) 2490 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.34 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2770 20 1050 400 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 729 5 276 105 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3003 21 1138 433 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.38 0.23 Weaving and non-weaving speeds, Si 54.79 59.85 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.69 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 58.02 mph Weaving segment density, D 15.84 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10610 pc/h Capacity as a 15-minute flow rate, c 10301 pc/h Capacity as a full-hour volume, ch 9786 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1571 4000 a Average flow rate 919 2350 b Volume ratio, VR 0.34 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 NB Weaving Location: Lincoln On to SR91 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2250 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.15 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 13010 30 1600 620 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 3424 8 421 163 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 14105 32 1734 672 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.66 0.32 Weaving and non-weaving speeds, Si 48.10 56.82 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.67 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.36 mph Weaving segment density, D 59.76 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11408 pc/h Capacity as a full-hour volume, ch 10838 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2406 4000 a Average flow rate 3308 2350 b Volume ratio, VR 0.15 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 2250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.21 Weaving ratio, R 0.44 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 7470 60 1090 860 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1966 16 287 226 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 8099 65 1181 932 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.34 0.34 Weaving and non-weaving speeds, Si 31.48 56.19 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 48.38 mph Weaving segment density, D 42.48 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10426 pc/h Capacity as a 15-minute flow rate, c 10122 pc/h Capacity as a full-hour volume, ch 9616 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2113 2800 a Average flow rate 2055 2350 b Volume ratio, VR 0.21 0.20 c Weaving ratio, R 0.44 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-57 SB Weaving Location: SR-91 to Lincoln Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1620 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.38 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3530 90 1630 980 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 929 24 429 258 v Trucks and buses 6 6 6 6 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.971 0.971 0.971 0.971 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3827 97 1767 1062 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.23 0.37 Weaving and non-weaving speeds, Si 32.05 55.07 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.44 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 42.33 mph Weaving segment density, D 31.90 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 10426 pc/h Capacity as a 15-minute flow rate, c 10122 pc/h Capacity as a full-hour volume, ch 9616 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2829 2800 a Average flow rate 1350 2350 b Volume ratio, VR 0.42 0.20 c Weaving ratio, R 0.38 N/A d Weaving length (ft) 1620 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.20 Weaving ratio, R 0.30 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4940 20 880 380 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1300 5 232 100 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5329 21 949 409 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.39 0.17 Weaving and non-weaving speeds, Si 54.56 61.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.99 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.32 mph Weaving segment density, D 22.24 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11733 pc/h Capacity as a 15-minute flow rate, c 11447 pc/h Capacity as a full-hour volume, ch 10875 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1358 4000 a Average flow rate 1341 2350 b Volume ratio, VR 0.20 0.80 c Weaving ratio, R 0.30 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Harbor On to Euclid Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2260 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 8820 30 1270 590 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2321 8 334 155 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9516 32 1370 636 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.54 0.25 Weaving and non-weaving speeds, Si 50.68 58.86 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.82 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 57.25 mph Weaving segment density, D 40.36 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2006 4000 a Average flow rate 2310 2350 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 2260 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.84 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1060 50 4960 930 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 279 13 1305 245 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1143 53 5351 1003 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.27 0.93 Weaving and non-weaving speeds, Si 27.89 43.57 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.20 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 29.57 mph Weaving segment density, D 51.06 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 6354 2800 a Average flow rate 1510 2350 b Volume ratio, VR 0.84 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project Scenario Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2350 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.87 Weaving ratio, R 0.16 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1130 70 6620 1290 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 297 18 1742 339 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1219 75 7142 1391 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 4.36 1.38 Weaving and non-weaving speeds, Si 25.27 38.10 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 4.47 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 26.44 mph Weaving segment density, D 74.33 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10991 pc/h Capacity as a 15-minute flow rate, c 10723 pc/h Capacity as a full-hour volume, ch 10187 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 8533 2800 a Average flow rate 1965 2350 b Volume ratio, VR 0.87 0.20 c Weaving ratio, R 0.16 N/A d Weaving length (ft) 2350 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.17 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4860 20 630 360 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1279 5 166 95 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5243 21 679 388 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.34 0.13 Weaving and non-weaving speeds, Si 55.97 63.59 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.82 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 62.17 mph Weaving segment density, D 20.37 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1067 4000 a Average flow rate 1266 2350 b Volume ratio, VR 0.17 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: Metropolitan On to Haster Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 2390 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 9030 20 850 470 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2376 5 224 124 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 9742 21 917 507 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.47 0.19 Weaving and non-weaving speeds, Si 52.38 61.30 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.56 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 60.00 mph Weaving segment density, D 37.29 pc/mi/ln Level of service, LOS E Capacity of base condition, cb 11750 pc/h Capacity as a 15-minute flow rate, c 11463 pc/h Capacity as a full-hour volume, ch 10890 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1424 4000 a Average flow rate 2237 2350 b Volume ratio, VR 0.13 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 2390 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 4 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.12 Weaving ratio, R 0.25 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4520 30 490 160 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1189 8 129 42 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4876 32 528 172 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 0.89 0.40 Weaving and non-weaving speeds, Si 33.48 40.05 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.97 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 39.09 mph Weaving segment density, D 35.87 pc/mi/ln Level of service, LOS D Capacity of base condition, cb 7320 pc/h Capacity as a 15-minute flow rate, c 7141 pc/h Capacity as a full-hour volume, ch 6784 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 700 2800 a Average flow rate 1402 b Volume ratio, VR 0.12 0.35 c Weaving ratio, R 0.25 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Fairview On to The City Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 4 Weaving segment length, L 970 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.13 Weaving ratio, R 0.24 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6010 40 690 220 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1582 11 182 58 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6484 43 744 237 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0035 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.20 0.59 Weaving and non-weaving speeds, Si 30.91 36.98 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.03 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.05 mph Weaving segment density, D 52.07 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 7288 pc/h Capacity as a 15-minute flow rate, c 7110 pc/h Capacity as a full-hour volume, ch 6754 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 981 2800 a Average flow rate 1877 b Volume ratio, VR 0.13 0.35 c Weaving ratio, R 0.24 N/A d Weaving length (ft) 970 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.22 Weaving ratio, R 0.28 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6170 30 1230 490 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1624 8 324 129 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 6657 32 1327 528 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.60 0.29 Weaving and non-weaving speeds, Si 49.44 57.51 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.28 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 55.54 mph Weaving segment density, D 30.77 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 11475 pc/h Capacity as a 15-minute flow rate, c 11195 pc/h Capacity as a full-hour volume, ch 10635 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1855 4000 a Average flow rate 1708 2350 b Volume ratio, VR 0.22 0.80 c Weaving ratio, R 0.28 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to Metropolitan Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1430 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.14 Weaving ratio, R 0.36 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 11280 40 1210 670 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 2968 11 318 176 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 12170 43 1305 722 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.74 0.33 Weaving and non-weaving speeds, Si 46.56 56.21 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 0.88 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 54.60 mph Weaving segment density, D 52.16 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 11640 pc/h Capacity as a 15-minute flow rate, c 11356 pc/h Capacity as a full-hour volume, ch 10788 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2027 4000 a Average flow rate 2848 2350 b Volume ratio, VR 0.14 0.80 c Weaving ratio, R 0.36 N/A d Weaving length (ft) 1430 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 4 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.42 Weaving ratio, R 0.33 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3370 40 1640 800 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 887 11 432 211 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3636 43 1769 863 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.02 0.88 Weaving and non-weaving speeds, Si 32.30 33.65 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.52 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 33.07 mph Weaving segment density, D 47.70 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6485 pc/h Capacity as a 15-minute flow rate, c 6327 pc/h Capacity as a full-hour volume, ch 6011 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2632 4000 a Average flow rate 1577 b Volume ratio, VR 0.42 0.80 c Weaving ratio, R 0.33 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Bristol On to SR57 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 45 mph Weaving number of lanes, N 4 Weaving segment length, L 850 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.43 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 4410 60 2290 1100 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1161 16 603 289 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4758 64 2470 1186 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.29 1.25 Weaving and non-weaving speeds, Si 30.31 30.56 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 30.45 mph Weaving segment density, D 69.61 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6416 pc/h Capacity as a 15-minute flow rate, c 6260 pc/h Capacity as a full-hour volume, ch 5947 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3656 4000 a Average flow rate 2119 b Volume ratio, VR 0.43 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 850 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.56 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2390 100 1990 1190 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 629 26 524 313 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 2578 107 2147 1283 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0010 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 1.69 0.51 Weaving and non-weaving speeds, Si 35.48 51.30 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.56 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 41.04 mph Weaving segment density, D 29.80 pc/mi/ln Level of service, LOS C Capacity of base condition, cb 7190 pc/h Capacity as a 15-minute flow rate, c 7015 pc/h Capacity as a full-hour volume, ch 6664 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3430 4000 a Average flow rate 1223 2350 b Volume ratio, VR 0.56 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: SR57 to Town&Country Off Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1180 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.60 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 2870 150 2800 1650 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 755 39 737 434 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 3096 161 3021 1780 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.15 0.0010 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 2.15 0.77 Weaving and non-weaving speeds, Si 32.48 45.99 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.88 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 36.85 mph Weaving segment density, D 43.73 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 6726 pc/h Capacity as a 15-minute flow rate, c 6562 pc/h Capacity as a full-hour volume, ch 6234 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 4801 4000 a Average flow rate 1611 2350 b Volume ratio, VR 0.60 0.80 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1180 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.58 Weaving ratio, R 0.27 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 1820 40 1900 710 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 479 11 500 187 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 1963 43 2049 766 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.63 0.72 Weaving and non-weaving speeds, Si 48.65 47.06 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 3.27 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.97 mph Weaving segment density, D 20.10 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 6884 pc/h Capacity as a 15-minute flow rate, c 6716 pc/h Capacity as a full-hour volume, ch 6380 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2815 4000 a Average flow rate 964 2350 b Volume ratio, VR 0.58 0.80 c Weaving ratio, R 0.27 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 WB Weaving Location: La Veta On to SR57/I5 Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1810 ft Terrain type Level Grade % Length mi Weaving type B Multilane or C-D Volume ratio, VR 0.38 Weaving ratio, R 0.32 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 5540 60 2340 1110 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1458 16 616 292 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 5977 64 2524 1197 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.08 0.0020 b (Exhibit 24-6) 2.20 6.00 c (Exhibit 24-6) 0.70 1.00 d (Exhibit 24-6) 0.50 0.50 Weaving intensity factor, Wi 0.77 0.64 Weaving and non-weaving speeds, Si 46.08 48.59 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 2.19 Maximum number of lanes, Nw (max) (Exhibit 24-7) 3.50 Type of operation is Unconstrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 47.61 mph Weaving segment density, D 41.01 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10159 pc/h Capacity as a 15-minute flow rate, c 9911 pc/h Capacity as a full-hour volume, ch 9415 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 3721 4000 a Average flow rate 1952 2350 b Volume ratio, VR 0.38 0.80 c Weaving ratio, R 0.32 N/A d Weaving length (ft) 1810 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: AM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.25 Weaving ratio, R 0.50 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 3940 30 650 640 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1037 8 171 168 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 4251 32 701 690 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 1.74 0.21 Weaving and non-weaving speeds, Si 35.11 60.30 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.64 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 51.28 mph Weaving segment density, D 22.13 pc/mi/ln Level of service, LOS B Capacity of base condition, cb 10010 pc/h Capacity as a 15-minute flow rate, c 9766 pc/h Capacity as a full-hour volume, ch 9278 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 1391 2800 a Average flow rate 1134 2350 b Volume ratio, VR 0.25 0.20 c Weaving ratio, R 0.50 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases. ---PAGE BREAK--- Analyst: PB Agency/Co.: Parsons Brinckerhoff Date Performed: 10/01/10 Analysis Time Period: PM Peak Hour Freeway/Dir of Travel: SR-22 EB Weaving Location: Town&Country On to Glassell Of Jurisdiction: Analysis Year: 2030 Description: PTMLUP - With Project With Mitigation Freeway free-flow speed, SFF 65 mph Weaving number of lanes, N 5 Weaving segment length, L 1250 ft Terrain type Level Grade % Length mi Weaving type A Multilane or C-D Volume ratio, VR 0.23 Weaving ratio, R 0.37 to pc/h Under Base Non-Weaving Weaving V V V V o1 o2 w1 w2 Volume, V 6690 70 1300 750 veh/h Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Peak 15-min volume, v15 1761 18 342 197 v Trucks and buses 5 5 5 5 % Recreational vehicles 0 0 0 0 % Trucks and buses PCE, ET 1.5 1.5 1.5 1.5 Recreational vehicle PCE, ER 1.2 1.2 1.2 1.2 Heavy vehicle adjustment, fHV 0.976 0.976 0.976 0.976 Driver population adjustment, fP 1.00 1.00 1.00 1.00 Flow rate, v 7218 75 1402 809 pc/h and Non-Weaving Weaving Non-Weaving a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 2.80 0.40 Weaving and non-weaving speeds, Si 29.48 54.23 Number of lanes required for unconstrained operation, Nw (Exhibit 24-7) 1.70 Maximum number of lanes, Nw (max) (Exhibit 24-7) 1.40 Type of operation is Constrained _________Weaving Segment Speed, Density, Level of Service and Capacity_________ Weaving segment speed, S 45.37 mph Weaving segment density, D 41.90 pc/mi/ln Level of service, LOS F Capacity of base condition, cb 10010 pc/h Capacity as a 15-minute flow rate, c 9766 pc/h Capacity as a full-hour volume, ch 9278 pc/h on Weaving If Max Exceeded See Note Analyzed Maximum Note Weaving flow rate, Vw 2211 2800 a Average flow rate 1900 2350 b Volume ratio, VR 0.23 0.20 c Weaving ratio, R 0.37 N/A d Weaving length (ft) 1250 2500 e Notes: a. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type 4,000 (Type 3,500 (Type g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases.

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