Document Redmond_doc_0eecc1d7eb

TENW Transportation Engineering NorthWest Transportation Planning I Design I Traffic Impact & Operations PO Box 65254, Seattle, WA 98155I Office (206) 361-7333 MEMORANDUM DATE: July 11, 2016 TO: Min Luo, Senior Engineer, City of Redmond FROM: Michael J Read, P.E., Principal, TENW SUBJECT: Phase II Traffic Impact Analysis Redmond Town Center Apartments – Redmond, WA – TENW Project No. 3428 This memorandum documents the Phase II traffic impact analysis completed for the proposed Redmond Town Center (RTC) Apartments project in Redmond, WA. The study includes a summary of the traffic scoping analysis review and approved previously by the City of Redmond, a description the proposed project, a summary of existing transportation conditions at study intersections, trip generation estimate approved by the City of Redmond, project trip distribution and assignment, and future traffic operations with and without the proposed RTC Apartments project. Traffic Scoping Analysis In November 2015, the City of Redmond review and approved a Phase I scoping analysis prepared by TENW for the RTC Apartments project. This approval included a review of project trip generation, trip distribution, and identification of the following study intersections to be included in the Phase II traffic impact analysis: 1. 166th Avenue NE (private southern leg) at Cleveland Street ă A signalized intersection. 2. 166th Avenue NE (private southern leg) at NE 76th Street ă An all-way stop controlled intersection. 3. 168th Avenue NE (private) at NE 76th Street ă A two-way stop controlled intersection. 4. 170th Avenue NE (private southern leg) at NE 76th Street ă A signalized intersection. 5. 170th Avenue NE at Redmond Way ă A signalized intersection. Safety considerations and parking analysis review normally provided in the context of the Phase II traffic impact analysis has already been performed by the City of Redmond since the completion of the Phase I review, with sight distance, driveway configurations, and parking supply approvals documented. Project Description The proposed Redmond Town Center project is located on Parcel 5B within the existing Redmond Town Center development in Redmond, WA. A vicinity map showing the location of the site and the surrounding area is included in Figure 1. The proposed redevelopment would include a 6-story mixed use building containing approximately 286 residential units and 9,100 square-feet of ground-floor retail. Parking would be provided by a multistory parking garage with 522 garage parking stalls (to replace existing commercial parking and provide project parking) and 8 new on-street stalls. The project site is currently an existing surface parking lot within Redmond Town Center. Access to the projectÊs proposed parking garage would be provided via an internal private drive-aisle on the eastside of the existing MacyÊs between NE 76th Street and NE 74th Street (no new driveways are proposed). A ground-floor site plan is provided in Figure 2. ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 2 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 3 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 4 Existing Conditions at Study Intersections and Immediate Vicinity The proposed RTC Apartments project is located on Parcel 5B within the existing Redmond Town Center development in Redmond, WA. As the site is adjacent to the downtown Redmond core, arterial urban streets, transit service, and multiple freeway interchange access routes are available. Site vehicular access would be provided by mostly private streets within the Redmond Town Center development, but also directly from NE 76th Street, an east-west 5-lane public street immediately north of the subject property. East of 166th Avenue NE (most adjacent to the project), NE 76th Street carries approximately 3,850 average daily vehicles ADT (Source: City of Redmond Traffic Counts, 2014.) In comparison, Redmond Way, an east-west major arterial several blocks north of the site, currently carries approximately 34,150 ADT east of its intersection with 170th Avenue NE. Figure 3 highlights existing geometry and traffic control treatments at each of the study intersections, while Figure 4 overviews p.m. peak hour traffic counts collected by IDAX data solutions in 2016. Raw count data is provided in Attachment A. Project Trip Generation Weekday daily, AM and PM peak hour trip generation estimates for the proposed land uses were estimated based on trip rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. Internal trips for the proposed residential uses within the overall Redmond Town Center were limited to the previous Redmond Town Center Traffic Impact Analysis, and as such, are considered conservative. The resulting estimated new weekday daily, AM, and PM peak hour trips are summarized in Table 1. A detailed trip generation estimate is in Attachment B. Table 1 Redmond Town Center Apartments Trip Generation Summary Net New Trips Generated Time Period In Out Total Weekday Daily 962 963 1,925 Weekday AM Peak Hour 30 64 94 Weekday PM Peak Hour 72 55 127 Source: Trip Generation Manual, 9th Edition, ITE, 2012. As shown in Table 1, the proposed Redmond Town Center Apartments development is estimated to generate 1,925 new weekday daily trips, with 94 new trips occurring during the weekday a.m. peak hour (30 entering, 64 exiting), and 127 new trips occurring during the weekday p.m. peak hour (72 entering, 55 exiting). Project Trip Distribution The distribution of the proposed apartment trips was estimated based on available access routes to/from the project site to regional freeway systems and directness or ease of circulation, and the overall distribution of local shopping/commercial areas and employment centers in the vicinity of the site. The resulting approved trip distribution of p.m. peak hour project trips is illustrated in Figure 5. Figure 6 illustrates the resultant trip assignment of project trips during p.m. peak hour at each study intersection. ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 5 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 6 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 7 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 8 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 9 Non-Project Forecasts Per the City of Redmond Traffic Impact Study Guidelines, a background growth rate of 2 percent per year were applied to existing 2016 traffic volumes documented as part of this traffic analysis. As the expected completion date of 2018 is anticipated by the applicant, a 2019 horizon year was assumed for building occupancy under which a 1.06 factor was applied to existing traffic counts. Figure 7 documents future 2019 traffic volumes at study intersections during the p.m. peak hour without and with the proposed RTC Apartment projects. Traffic Operational Impacts Level of service (LOS) refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes LOS. At signalized intersections, LOS A represents free-flow conditions-motorists experience little or no delays, and LOS F represents forced-flow conditions-motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay for all vehicles entering the intersection. The LOS reported at stop-controlled intersections is also based on the average control delay (sec/veh), but is reported for stop controlled and yield movements only. Table 2 outlines the LOS criteria for signalized and unsignalized intersections based on these methodologies. Table 2 Level of Service Criteria for Intersections Signalized Intersection Unsignalized Intersection Level of Service Average Delay Range (sec) Delay Range (sec) A  10  10 B > 10 to  20 > 10 to  15 C > 20 to  35 > 15 to  25 D > 35 to  55 > 25 to  35 E > 55 to  80 > 35 to  50 F > 80 > 50 Source: “Highway Capacity Manual”, Special Report 209, Transportation Research Board, 2010. A summary of existing (2016) intersection levels of service are provided at all study intersections in Table 3. As shown, all existing signalized and unsignalized study intersections currently operate at LOS D or better. Estimated project intersection LOS impacts during the p.m. peak hour in 2019 are summarized in Table 4. As shown, all signalized and unsignalized study intersections are estimated to operate at LOS D or better with or without the project in 2019, with no resultant significant adverse traffic operational impacts expected to occur as a result of the project. All study intersections would meet adopted LOS standards for the City of Redmond. Detailed LOS summary worksheets and queuing estimates at the signalized study intersections are included in Attachment C. As shown in Attachment C, all 95th-percentile critical vehicle queues are expected to remain within existing built storage areas. ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 10 ---PAGE BREAK--- Phase II Traffic Impact Analysis Redmond Town Center Apartments TENW July 11, 2016 Page 11 Table 3 2016 Intersection Levels of Service PM Peak Hour Study Intersection LOS Delay (sec) V/C Ratio Signal Controlled Intersections #1 166th Avenue NE/Cleveland Street B 16.9 0.60 #4 170th Avenue NE/NE 76th Street A 9.2 0.50 #5 170th Avenue NE/Redmond Way D 35.5 0.87 Stop Controlled Intersections #2 166th Avenue NE/NE 76th Street (all-way stop) A 9.9 0.39 #3 168th Avenue NE/NE 76th Street(NB stop approach) A 9.9 0.11 Source: TENW using 8.0. Worst movement or approach group reported only for stop controlled intersections. Table 4 2019 PM Peak Hour Intersection Level of Service Impacts PM Peak Hour Without Project PM Peak Hour With Project Study Intersection LOS Delay (sec) V/C Ratio LOS Delay (sec) V/C Ratio Signal Controlled Intersections #1 166th Avenue NE/Cleveland Street B 17.7 0.64 B 17.6 0.64 #4 170th Avenue NE/NE 76th Street A 9.5 0.53 B 10.05 0.58 #5 170th Avenue NE/Redmond Way D 38.1 0.92 D 39.9 0.93 Stop Controlled Intersections #2 166th Avenue NE/NE 76th Street (all-way stop) B 10.3 0.40 B 10.8 0.46 #3 168th Avenue NE/NE 76th Street(NB stop approach) A 10.0 0.12 B 10.1 0.17 Source: TENW using 8.0. Worst movement or approach group reported only for stop controlled intersections. Conclusions The proposed Redmond Town Center Apartments development was evaluated for increased traffic demands and traffic operational impacts to key intersections within the project vicinity per City of Redmond standards. Approximately 1,925 daily, 94 new a.m. peak hour trips and 127 new p.m. peak hour vehicular trips are estimated to be generated by the project, but are not expected to result in any significant adverse traffic operational impacts or increase in average vehicle delay at any of the signalized or unsignalized study intersections per the detailed traffic operational impact analysis. To mitigate traffic impacts to system improvements planned by the City of Redmond, traffic impact fees are assessed for new development. As there remains entitlement capacity within the overall Redmond Town Center development area, the City is currently considering the applicantÊs and RTCÊs owners request to transfer trip credits in lieu of payment of traffic impact fees. If allowed, the applicant would pay RTC for the trip credits that get transferred. If the City does not allow the private transfer, the project would be assessed an estimated traffic impact fee of $1,047,004.92 by the City using a rate of $3,261.22 per apartment and $12.56 per square-foot of miscellaneous retail space. If you have any questions, please feel free to contact me at (206) 361-7333, ext. 101 or [EMAIL REDACTED]. ---PAGE BREAK--- ATTACHMENT A 2016 PM Peak Hour Traffic Counts ---PAGE BREAK--- www.idaxdata.com 01 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 18 14 8 14 19 5 14 12 104 50 Peak Hour Date: Tue, Feb 23, 2016 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0% 0.87 TOTAL 1.0% 0.95 TH RT WB 1.1% 0.91 NB 0.7% 0.92 Peak Hour: 5:00 PM 6:00 PM HV PHF EB 1.4% 0.86 UT LT TH RT UT LT Rolling One Hour Eastbound Westbound Northbound Southbound UT LT TH RT Interval Start REDMOND WAY REDMOND WAY 170TH AVE NE 170TH AVE NE 15-min Total UT LT TH RT 0 69 218 36 0 10 41 34 3 863 0 4:15 PM 1 12 177 22 44 0 6 54 132 0 4:00 PM 1 16 183 11 0 75 263 31 19 4 811 0 4:45 PM 1 6 199 17 32 0 14 78 144 0 808 0 4:30 PM 0 9 187 14 0 60 219 60 135 0 35 30 3 796 3,278 5:00 PM 2 7 220 17 0 69 229 62 137 0 42 27 3 0 58 197 30 0 17 0 46 231 36 0 7 47 40 2 914 3,329 5:15 PM 1 8 233 19 45 0 19 66 151 0 31 40 4 872 3,459 5:45 PM 0 13 144 9 35 0 12 85 175 0 877 3,398 5:30 PM 0 14 197 19 0 63 197 68 154 0 31 37 6 802 3,465 89 159 0 32 37 3 0 58 205 37 0 16 0 236 862 153 0 Count Total 6 85 1,540 128 0 498 1,759 290 264 28 6,743 0 0 0 0 0 5 4 West North South 4:00 PM 4 5 1 3 42 794 295 0 101 562 1,187 0 15 3,465 0 54 308 639 0 141 154 64 0 10 0 EB WB NB SB Total East 4:45 PM 3 6 2 1 12 0 0 4 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6 3 4:15 PM 4 4 2 0 2 2 4:30 PM 2 6 2 1 11 0 0 0 0 0 1 4 4 4 3 2 13 0 1 6 4 5:15 PM 6 5 2 0 13 0 0 0 0 0 0 7 2 3 7 2 5:00 PM 4 2 2 0 8 0 0 0 1 0 1 2 5:45 PM 1 4 1 0 6 0 0 3 5 2 4 1 5:30 PM 2 3 2 0 7 0 0 0 0 0 0 2 0 2 4 2 4 0 0 0 0 0 2 29 22 Peak Hour 13 14 7 0 34 0 0 1 1 0 2 29 24 Count Total 26 35 15 4 80 0 13 0 0 0 14 11 12 0 0 0 0 12 13 11 14 N 170TH AVE NE REDMOND WAY REDMOND WAY 170TH AVE NE REDMOND WAY 170TH AVE NE 3,465 TEV: 0.95 PHF: 15 154 141 310 503 0 153 862 236 1,251 1,574 0 639 308 54 1,001 454 0 64 794 42 903 934 3 Mark Skaggs: (425) 250-0777 [EMAIL REDACTED] ---PAGE BREAK--- www.idaxdata.com 02 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 13 12 11 22 21 17 13 16 125 67 Peak Hour Date: Tue, Feb 23, 2016 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.8% 0.96 TOTAL 1.5% 0.92 TH RT WB - - NB 0.5% 0.96 Peak Hour: 5:00 PM 6:00 PM HV PHF EB 2.0% 0.89 UT LT TH RT UT LT Rolling One Hour Eastbound Westbound Northbound Southbound UT LT TH RT Interval Start CLEVELAND ST CLEVELAND ST 166TH AVE NE 166TH AVE NE 15-min Total UT LT TH RT 0 0 0 0 0 0 30 19 0 345 0 4:15 PM 0 18 199 12 0 0 0 36 34 0 4:00 PM 0 11 205 10 0 0 0 31 15 0 367 0 4:45 PM 0 19 222 11 0 0 0 46 30 0 361 0 4:30 PM 0 16 222 7 0 0 0 33 42 0 33 24 0 377 1,450 5:00 PM 0 19 304 14 0 0 0 47 27 0 29 22 0 0 0 0 0 0 0 0 0 0 0 0 0 40 16 0 489 1,594 5:15 PM 0 22 256 12 0 0 0 59 37 0 23 37 0 449 1,754 5:45 PM 0 21 242 16 0 0 0 58 38 0 439 1,672 5:30 PM 0 16 265 12 0 0 0 44 42 0 33 30 0 431 1,808 50 39 0 31 32 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 142 1,915 94 0 0 0 250 195 0 3,258 0 0 0 0 0 5 5 West North South 4:00 PM 7 0 0 0 78 1,067 0 0 0 373 289 0 0 1,808 0 0 211 156 0 127 115 54 0 7 0 EB WB NB SB Total East 4:45 PM 3 0 0 0 3 0 0 4 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2 1 4:15 PM 5 0 5 1 1 2 4:30 PM 5 0 1 2 8 0 0 0 0 0 0 3 5 2 0 1 6 0 0 6 2 5:15 PM 7 0 1 2 10 0 0 0 0 0 0 7 6 10 5 3 5:00 PM 7 0 1 0 8 0 0 0 0 0 0 4 5:45 PM 7 0 0 0 7 0 0 3 6 3 1 5 5:30 PM 3 0 0 0 3 0 0 0 0 0 0 5 5 2 5 4 0 0 0 1 0 1 7 25 15 Peak Hour 24 0 2 2 28 0 0 0 1 0 1 38 47 Count Total 44 0 3 5 52 0 8 1 0 1 22 22 15 0 0 1 0 15 8 22 22 N 166TH AVE NE CLEVELAND ST CLEVELAND ST 166TH AVE NE CLEVELAND ST 166TH AVE NE 1,808 TEV: 0.92 PHF: 0 115 127 242 289 0 0 0 0 0 1,350 0 156 211 0 367 169 0 54 1,067 78 1,199 0 0 Mark Skaggs: (425) 250-0777 [EMAIL REDACTED] ---PAGE BREAK--- www.idaxdata.com 03 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 26 9 10 7 20 7 10 12 101 49 Peak Hour Date: Tue, Feb 23, 2016 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0% 0.90 TOTAL 0.5% 0.93 TH RT WB 0.0% 0.85 NB 0.8% 0.92 Peak Hour: 5:00 PM 6:00 PM HV PHF EB 0.6% 0.85 UT LT TH RT UT LT Rolling One Hour Eastbound Westbound Northbound Southbound UT LT TH RT Interval Start NE 76TH ST DRIVEWAY 170TH AVE NE 170TH AVE NE 15-min Total UT LT TH RT 0 3 1 17 0 1 8 74 20 300 0 4:15 PM 0 25 1 3 12 0 1 149 2 0 4:00 PM 0 29 0 2 0 1 2 7 61 18 326 0 4:45 PM 0 32 4 3 11 0 1 182 3 0 335 0 4:30 PM 0 33 1 5 0 2 2 169 5 0 10 70 30 317 1,278 5:00 PM 0 41 2 0 0 5 1 166 2 0 9 64 19 0 4 1 10 0 3 0 2 1 13 0 1 11 88 25 383 1,361 5:15 PM 0 26 1 5 19 0 1 187 3 0 15 72 25 400 1,436 5:45 PM 0 41 4 3 18 0 3 211 1 0 336 1,362 5:30 PM 0 45 2 4 0 3 1 182 2 0 14 66 23 373 1,492 192 0 0 8 82 17 0 0 2 20 0 4 0 10 5 70 0 Count Total 0 272 15 25 0 20 11 82 577 177 2,770 0 0 0 0 0 6 6 West North South 4:00 PM 0 0 2 0 153 9 120 0 15 1,438 18 0 90 1,492 0 9 772 6 0 48 308 12 0 2 0 EB WB NB SB Total East 4:45 PM 0 0 3 0 3 0 0 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 7 7 4:15 PM 0 1 3 5 0 1 4:30 PM 0 0 0 2 2 0 0 0 1 1 2 0 2 6 2 1 4 0 0 9 4 5:15 PM 1 0 1 0 2 0 0 0 1 0 1 6 1 1 4 0 5:00 PM 0 0 2 0 2 0 0 0 0 0 0 2 5:45 PM 0 0 2 0 2 0 0 1 5 4 0 1 5:30 PM 0 0 1 0 1 0 0 0 0 0 0 1 1 4 4 6 1 0 0 0 0 0 1 45 14 Peak Hour 1 0 6 0 7 0 0 0 2 1 3 19 23 Count Total 1 1 13 3 18 0 6 1 0 1 9 11 23 0 0 1 0 23 6 11 9 N 170TH AVE NE NE 76TH ST DRIVEWAY 170TH AVE NE NE 76TH ST 170TH AVE NE 1,492 TEV: 0.93 PHF: 90 308 48 446 995 0 70 5 10 85 63 0 6 772 9 787 330 0 12 9 153 174 104 0 Mark Skaggs: (425) 250-0777 [EMAIL REDACTED] ---PAGE BREAK--- www.idaxdata.com 04 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 16 12 16 30 33 26 21 32 186 112 Peak Hour Date: Tue, Feb 23, 2016 Peak Hour Count Period: 4:00 PM 6:00 PM SB 1.2% 0.86 TOTAL 0.7% 0.93 TH RT WB 0.0% 0.87 NB 0.7% 0.76 Peak Hour: 5:00 PM 6:00 PM HV PHF EB 0.7% 0.82 UT LT TH RT UT LT Rolling One Hour Eastbound Westbound Northbound Southbound UT LT TH RT Interval Start NE 76TH ST NE 76TH ST 166TH AVE NE 166TH AVE NE 15-min Total UT LT TH RT 0 6 9 14 0 4 5 15 8 138 0 4:15 PM 0 34 20 3 5 0 2 30 3 0 4:00 PM 0 31 14 4 0 5 16 7 8 7 140 0 4:45 PM 0 31 20 6 13 0 2 19 1 0 154 0 4:30 PM 0 45 21 3 0 1 13 25 1 1 4 20 13 153 585 5:00 PM 0 58 27 4 0 3 14 32 4 0 2 20 11 0 5 7 11 0 4 0 1 17 15 0 4 3 17 8 178 625 5:15 PM 0 46 19 3 16 0 1 24 3 0 5 27 15 198 701 5:45 PM 0 43 25 4 15 0 4 41 5 1 172 643 5:30 PM 0 40 20 4 0 4 17 22 3 0 11 14 17 186 734 34 5 0 9 24 14 0 5 10 8 0 5 0 13 58 54 0 Count Total 0 328 166 31 0 30 103 46 145 93 1,319 0 1 0 0 1 8 1 West North South 4:00 PM 0 0 0 0 187 91 97 0 26 227 25 2 54 734 0 14 121 16 1 28 82 15 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 1 1 0 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 5 2 4:15 PM 0 0 7 7 1 1 4:30 PM 0 0 1 1 2 0 0 0 0 0 0 4 3 4 0 1 1 0 0 7 6 5:15 PM 1 0 0 1 2 0 0 0 0 0 0 10 10 9 4 9 5:00 PM 1 0 1 0 2 0 0 0 0 0 0 8 5:45 PM 0 0 0 1 1 0 0 6 6 6 3 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 12 5 4 5 8 7 0 0 1 0 1 12 45 34 Peak Hour 2 0 1 2 5 0 0 1 1 0 2 61 46 Count Total 2 0 2 5 9 0 21 1 0 1 40 26 25 0 0 1 0 25 21 26 40 N 166TH AVE NE NE 76TH ST NE 76TH ST 166TH AVE NE NE 76TH ST 166TH AVE NE 734 TEV: 0.93 PHF: 54 82 28 165 363 1 54 58 13 125 135 0 16 121 14 151 110 0 15 91 187 293 126 0 Mark Skaggs: (425) 250-0777 [EMAIL REDACTED] ---PAGE BREAK--- www.idaxdata.com 05 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 2 0 0 4 7 3 1 21 15 9 0 0 0 3 3 0 0 14 Peak Hr 1 0 0 0 1 0 0 0 0 0 0 4 3 Count Total 1 1 0 0 2 0 0 0 1 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 2 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 3 5:15 PM 1 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 3 4:15 PM 0 0 0 0 0 0 1 0 West North South 4:00 PM 0 0 0 0 0 118 0 0 42 0 99 0 0 320 0 29 0 55 0 0 0 17 1 14 86 0 0 Count Total 0 0 209 31 1 26 173 0 0 0 581 0 80 320 0 14 0 0 0 0 0 6 17 0 0 5 0 0 0 83 307 5:45 PM 0 0 33 5 0 0 4 0 18 0 75 295 5:30 PM 0 0 30 4 1 1 25 0 11 0 0 0 0 0 6 19 0 0 11 0 0 0 82 281 5:15 PM 0 0 24 4 0 0 9 0 12 0 67 261 5:00 PM 0 0 31 4 0 1 25 0 14 0 0 0 0 0 3 20 0 0 4 0 0 0 71 0 4:45 PM 0 0 25 1 0 0 3 0 15 0 61 0 4:30 PM 0 0 24 5 0 2 22 0 8 0 0 0 0 0 3 25 0 0 2 0 0 0 62 0 4:15 PM 0 0 19 4 0 0 4 0 7 0 TH RT 4:00 PM 0 0 23 4 0 4 20 UT LT TH RT UT LT Rolling One Hour Eastbound Westbound Northbound Southbound UT LT TH RT Interval Start NE 76TH ST NE 76TH ST 168TH AVE NE 0 15-min Total UT LT TH RT SB - - TOTAL 0.3% 0.96 WB 0.0% 0.94 NB 0.0% 0.95 Peak Hour: 5:00 PM 6:00 PM HV PHF EB 0.7% 0.89 Date: Tue, Feb 23, 2016 Peak Hour Count Period: 4:00 PM 6:00 PM Peak Hour 0 0 0 0 9 3 3 N 168TH AVE NE NE 76TH ST NE 76TH ST 168TH AVE NE NE 76TH ST 320 TEV: 0.96 PHF: 86 14 101 174 1 55 29 84 31 0 17 118 135 115 0 Mark Skaggs: (425) 250-0777 [EMAIL REDACTED] ---PAGE BREAK--- ATTACHMENT B Project Trip Generation Estimate ---PAGE BREAK--- ITE Trip Generation, 9th Edition, 2012 Redmond Town Center Apartments LU Daily Daily Rate AM Rate PM Rate Proposed X Code Enter Exit Trips Enter Exit Trips Trips Mid‐Rise Apartment 286 223 32 72 104 73 53 126 1885 6.59 fitted curve fitted curve Specialty Retail2 9,092 826 3 3 6 11 11 22 359 44.32 0.70 2.71 35 75 110 84 64 148 2243 Net Trips without Mode Split Adjustments 35 75 110 84 64 148 2,243 Internal Adjustment within Redmond Town Center 1 15% reduction for residential trips (PM) 10% reduction for retail trips ‐5 ‐11 ‐16 ‐12 ‐9 ‐21 ‐319 Total 30 64 94 72 55 127 1,925 Notes 1. Source: Trip Generation Handbook, 3rd Edition, (page 57‐58), cite internal person trip internal capture rates of between 42 and 46 percent during the PM Peak Hour. Given the project's location within the overall Redmond Town Center development, a conservative approach was taken and trip reductions consistent with the previous Redmond Town Center traffic analyses, a 10 percent reduction for retail trips and a 15 percent reduction for residential trips was applied. 2. Based on PM rate for Specialty Retail (LUC 826) factored by ratio of AM to PM trip rate for Shopping Center (LUC 820). AM Peak PM Peak RTC Apartments.xlsx ---PAGE BREAK--- ATTACHMENT C Intersection Level of Service Summary Sheets ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: 166th Ave NE & Cleveland St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 78 1067 54 0 0 0 0 211 156 127 115 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3527 1583 3539 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.50 1.00 Satd. Flow (perm) 3527 1583 3539 1583 934 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 85 1160 59 0 0 0 0 229 170 138 125 0 RTOR Reduction (vph) 0 0 34 0 0 0 0 0 68 0 0 0 Lane Group Flow (vph) 0 1245 25 0 0 0 0 229 102 138 125 0 Turn Type Perm NA Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 6 Actuated Green, G 25.8 25.8 18.7 18.7 26.2 26.2 Effective Green, g 25.8 25.8 18.7 18.7 26.2 26.2 Actuated g/C Ratio 0.43 0.43 0.31 0.31 0.44 0.44 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1516 680 1102 493 456 813 v/s Ratio Prot 0.06 c0.02 0.07 v/s Ratio Perm 0.35 0.02 0.06 c0.11 v/c Ratio 0.82 0.04 0.21 0.21 0.30 0.15 Uniform Delay, d1 15.1 9.9 15.2 15.2 10.5 10.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.0 0.4 0.9 0.4 0.4 Delay 18.8 9.9 15.6 16.1 10.9 10.6 Level of Service B A B B B B Approach Delay 18.4 0.0 15.8 10.7 Approach LOS B A B B Intersection Summary HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 60.0 Sum of lost time 12.0 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 2: 166th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 187 91 15 13 58 54 14 121 16 29 82 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 203 99 16 14 63 59 15 132 17 32 89 59 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total (vph) 203 115 14 122 164 121 59 Volume Left (vph) 203 0 14 0 15 32 0 Volume Right (vph) 0 16 0 59 17 0 59 Hadj 0.53 -0.07 0.53 -0.30 -0.01 0.16 -0.67 Departure Headway 6.2 5.6 6.5 5.7 6.0 6.2 5.3 Degree Utilization, x 0.35 0.18 0.03 0.19 0.27 0.21 0.09 Capacity (veh/h) 552 610 516 593 568 546 625 Control Delay 11.4 8.7 8.5 8.8 11.2 9.6 7.6 Approach Delay 10.4 8.8 11.2 8.9 Approach LOS B A B A Intersection Summary Delay 9.9 Level of Service A Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 3: 168th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 118 17 15 86 29 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 128 18 16 93 32 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 147 264 138 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 147 264 138 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 99 96 93 cM capacity (veh/h) 1435 717 911 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 147 16 93 91 Volume Left 0 16 0 32 Volume Right 18 0 0 60 cSH 1700 1435 1700 833 Volume to Capacity 0.09 0.01 0.05 0.11 Queue Length 95th (ft) 0 1 0 9 Control Delay 0.0 7.5 0.0 9.9 Lane LOS A A Approach Delay 0.0 1.1 9.9 Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 24.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: 170th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 153 9 12 10 5 70 9 772 6 48 308 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.99 0.89 1.00 1.00 1.00 0.97 Flt Protected 0.96 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1768 1645 1770 3535 1770 3419 Flt Permitted 0.79 0.95 0.50 1.00 0.24 1.00 Satd. Flow (perm) 1461 1579 932 3535 452 3419 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 166 10 13 11 5 76 10 839 7 52 335 98 RTOR Reduction (vph) 0 6 0 0 60 0 0 1 0 0 36 0 Lane Group Flow (vph) 0 183 0 0 32 0 10 845 0 52 397 0 Turn Type Perm NA Perm NA Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 10.6 10.6 25.5 25.5 31.4 31.4 Effective Green, g 10.6 10.6 25.5 25.5 31.4 31.4 Actuated g/C Ratio 0.21 0.21 0.51 0.51 0.63 0.63 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 309 [PHONE REDACTED] 333 2147 v/s Ratio Prot c0.24 0.01 c0.12 v/s Ratio Perm c0.13 0.02 0.01 0.09 v/c Ratio 0.59 0.10 0.02 0.47 0.16 0.18 Uniform Delay, d1 17.7 15.8 6.1 7.9 4.3 3.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.0 0.1 0.1 0.9 0.2 0.2 Delay 20.8 16.0 6.1 8.8 4.5 4.1 Level of Service C B A A A A Approach Delay 20.8 16.0 8.7 4.1 Approach LOS C B A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length 50.0 Sum of lost time 12.0 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 5 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 3 42 794 64 236 862 153 54 308 639 141 154 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.97 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3499 3433 4970 1770 1863 1583 1770 1838 Flt Permitted 0.95 1.00 0.95 1.00 0.64 1.00 1.00 0.33 1.00 Satd. Flow (perm) 1770 3499 3433 4970 1196 1863 1583 620 1838 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 46 863 70 257 937 166 59 335 695 153 167 RTOR Reduction (vph) 0 0 8 0 0 31 0 0 0 183 0 5 Lane Group Flow (vph) 0 49 925 0 257 1072 0 59 335 512 153 178 Turn Type Prot Prot NA Prot NA pm+pt NA Perm pm+pt NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 2 2 6 Actuated Green, G 3.6 23.4 7.0 26.8 25.8 23.4 23.4 31.4 26.2 Effective Green, g 3.6 23.4 7.0 26.8 25.8 23.4 23.4 31.4 26.2 Actuated g/C Ratio 0.05 0.31 0.09 0.36 0.34 0.31 0.31 0.42 0.35 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 84 1091 320 1775 429 581 493 339 642 v/s Ratio Prot 0.03 c0.26 c0.07 c0.22 0.00 0.18 c0.03 0.10 v/s Ratio Perm 0.04 c0.32 0.16 v/c Ratio 0.58 0.85 0.80 0.60 0.14 0.58 1.04 0.45 0.28 Uniform Delay, d1 35.0 24.1 33.3 19.8 16.7 21.6 25.8 14.8 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.9 6.3 13.5 0.6 0.1 4.1 50.9 1.0 1.1 Delay 44.9 30.4 46.9 20.3 16.8 25.8 76.7 15.7 18.7 Level of Service D C D C B C E B B Approach Delay 31.1 25.3 57.8 17.3 Approach LOS C C E B Intersection Summary HCM 2000 Control Delay 35.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 75.0 Sum of lost time 16.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2016 Existing PM Peak 8 Report TENW Page 6 Movement SBR Lane Configurations Volume (vph) 15 Ideal Flow 1900 Total Lost time Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 16 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: 166th Ave NE & Cleveland St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 78 1067 54 0 0 0 0 211 156 127 115 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3527 1583 3539 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.49 1.00 Satd. Flow (perm) 3527 1583 3539 1583 920 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% Adj. Flow (vph) 90 1229 62 0 0 0 0 243 180 146 132 0 RTOR Reduction (vph) 0 0 35 0 0 0 0 0 63 0 0 0 Lane Group Flow (vph) 0 1319 27 0 0 0 0 243 117 146 132 0 Turn Type Perm NA Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 6 Actuated Green, G 26.3 26.3 18.5 18.5 25.7 25.7 Effective Green, g 26.3 26.3 18.5 18.5 25.7 25.7 Actuated g/C Ratio 0.44 0.44 0.31 0.31 0.43 0.43 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1546 693 1091 488 439 797 v/s Ratio Prot 0.07 c0.02 0.07 v/s Ratio Perm 0.37 0.02 0.07 c0.12 v/c Ratio 0.85 0.04 0.22 0.24 0.33 0.17 Uniform Delay, d1 15.1 9.6 15.4 15.5 10.8 10.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 0.0 0.5 1.2 0.4 0.4 Delay 19.9 9.7 15.9 16.7 11.3 11.0 Level of Service B A B B B B Approach Delay 19.5 0.0 16.2 11.2 Approach LOS B A B B Intersection Summary HCM 2000 Control Delay 17.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 60.0 Sum of lost time 12.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 2: 166th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 187 91 15 13 58 54 14 121 16 29 82 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 215 105 17 15 67 62 16 139 18 33 94 62 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total (vph) 215 122 15 129 174 128 62 Volume Left (vph) 215 0 15 0 16 33 0 Volume Right (vph) 0 17 0 62 18 0 62 Hadj 0.53 -0.07 0.53 -0.30 -0.01 0.16 -0.67 Departure Headway 6.3 5.7 6.6 5.8 6.1 6.3 5.4 Degree Utilization, x 0.38 0.19 0.03 0.21 0.29 0.22 0.09 Capacity (veh/h) 544 600 505 580 558 535 611 Control Delay 11.9 8.9 8.6 9.1 11.6 9.9 7.8 Approach Delay 10.8 9.0 11.6 9.2 Approach LOS B A B A Intersection Summary Delay 10.3 Level of Service B Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 3: 168th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 118 17 15 86 29 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 136 20 17 99 33 63 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 156 279 146 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 156 279 146 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 99 95 93 cM capacity (veh/h) 1425 702 901 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 156 17 99 97 Volume Left 0 17 0 33 Volume Right 20 0 0 63 cSH 1700 1425 1700 821 Volume to Capacity 0.09 0.01 0.06 0.12 Queue Length 95th (ft) 0 1 0 10 Control Delay 0.0 7.6 0.0 10.0 Lane LOS A A Approach Delay 0.0 1.1 10.0 Approach LOS A Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 25.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: 170th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 153 9 12 10 5 70 9 772 6 48 308 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.99 0.89 1.00 1.00 1.00 0.97 Flt Protected 0.96 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1767 1647 1770 3535 1770 3419 Flt Permitted 0.79 0.96 0.49 1.00 0.22 1.00 Satd. Flow (perm) 1450 1587 908 3535 419 3419 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% Adj. Flow (vph) 176 10 14 12 6 81 10 889 7 55 355 104 RTOR Reduction (vph) 0 6 0 0 64 0 0 1 0 0 38 0 Lane Group Flow (vph) 0 194 0 0 35 0 10 895 0 55 421 0 Turn Type Perm NA Perm NA Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 10.5 10.5 25.6 25.6 31.5 31.5 Effective Green, g 10.5 10.5 25.6 25.6 31.5 31.5 Actuated g/C Ratio 0.21 0.21 0.51 0.51 0.63 0.63 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 304 [PHONE REDACTED] 315 2153 v/s Ratio Prot c0.25 0.01 c0.12 v/s Ratio Perm c0.13 0.02 0.01 0.10 v/c Ratio 0.64 0.11 0.02 0.49 0.17 0.20 Uniform Delay, d1 18.0 16.0 6.0 8.0 4.4 3.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 0.1 0.1 1.0 0.3 0.2 Delay 22.3 16.1 6.1 8.9 4.6 4.1 Level of Service C B A A A A Approach Delay 22.3 16.1 8.9 4.2 Approach LOS C B A A Intersection Summary HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 50.0 Sum of lost time 12.0 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 5 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 3 42 794 64 236 862 153 54 308 639 141 154 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.97 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3499 3433 4970 1770 1863 1583 1770 1838 Flt Permitted 0.95 1.00 0.95 1.00 0.60 1.00 1.00 0.39 1.00 Satd. Flow (perm) 1770 3499 3433 4970 1121 1863 1583 718 1838 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% 106% Adj. Flow (vph) 3 48 915 74 272 993 176 62 355 736 162 177 RTOR Reduction (vph) 0 0 6 0 0 26 0 0 0 146 0 4 Lane Group Flow (vph) 0 51 983 0 272 1143 0 62 355 590 162 190 Turn Type Prot Prot NA Prot NA pm+pt NA Perm pm+pt NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 2 2 6 Actuated Green, G 3.6 27.6 8.0 32.0 37.6 34.4 34.4 39.2 35.2 Effective Green, g 3.6 27.6 8.0 32.0 37.6 34.4 34.4 39.2 35.2 Actuated g/C Ratio 0.04 0.31 0.09 0.36 0.42 0.38 0.38 0.44 0.39 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 70 1073 305 1767 491 712 605 359 718 v/s Ratio Prot 0.03 c0.28 c0.08 0.23 0.00 0.19 c0.02 0.10 v/s Ratio Perm 0.05 c0.37 0.18 v/c Ratio 0.73 0.92 0.89 0.65 0.13 0.50 0.98 0.45 0.27 Uniform Delay, d1 42.7 30.1 40.6 24.3 15.8 21.2 27.4 18.1 18.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.2 11.9 26.1 0.8 0.1 2.5 31.1 0.9 0.9 Delay 73.9 42.0 66.7 25.1 15.9 23.7 58.4 19.0 19.5 Level of Service E D E C B C E B B Approach Delay 43.5 32.9 45.5 19.3 Approach LOS D C D B Intersection Summary HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length 90.0 Sum of lost time 16.0 Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 Baseline PM Peak 8 Report TENW Page 6 Movement SBR Lane Configurations Volume (vph) 15 Ideal Flow 1900 Total Lost time Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Growth Factor (vph) 106% Adj. Flow (vph) 17 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 1: 166th Ave NE & Cleveland St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 83 1131 57 0 0 0 0 224 165 135 137 0 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3527 1583 3539 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.49 1.00 Satd. Flow (perm) 3527 1583 3539 1583 920 1863 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 90 1229 62 0 0 0 0 243 179 147 149 0 RTOR Reduction (vph) 0 0 35 0 0 0 0 0 63 0 0 0 Lane Group Flow (vph) 0 1319 27 0 0 0 0 243 116 147 149 0 Turn Type Perm NA Perm NA Perm pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 6 Actuated Green, G 26.3 26.3 18.5 18.5 25.7 25.7 Effective Green, g 26.3 26.3 18.5 18.5 25.7 25.7 Actuated g/C Ratio 0.44 0.44 0.31 0.31 0.43 0.43 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1546 693 1091 488 439 797 v/s Ratio Prot 0.07 c0.02 0.08 v/s Ratio Perm 0.37 0.02 0.07 c0.13 v/c Ratio 0.85 0.04 0.22 0.24 0.33 0.19 Uniform Delay, d1 15.1 9.6 15.4 15.5 10.8 10.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 0.0 0.5 1.1 0.5 0.5 Delay 19.9 9.7 15.9 16.6 11.3 11.2 Level of Service B A B B B B Approach Delay 19.5 0.0 16.2 11.2 Approach LOS B A B B Intersection Summary HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 60.0 Sum of lost time 12.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 2: 166th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 198 103 16 14 67 69 15 138 17 41 106 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 215 112 17 15 73 75 16 150 18 45 115 62 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 SB 2 Volume Total (vph) 215 129 15 148 185 160 62 Volume Left (vph) 215 0 15 0 16 45 0 Volume Right (vph) 0 17 0 75 18 0 62 Hadj 0.53 -0.06 0.53 -0.32 -0.01 0.17 -0.67 Departure Headway 6.5 5.9 6.8 6.0 6.2 6.4 5.6 Degree Utilization, x 0.39 0.21 0.03 0.24 0.32 0.28 0.10 Capacity (veh/h) 525 577 489 561 543 524 597 Control Delay 12.4 9.3 8.8 9.7 12.2 10.8 8.0 Approach Delay 11.3 9.6 12.2 10.0 Approach LOS B A B A Intersection Summary Delay 10.8 Level of Service B Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis 3: 168th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 137 18 31 63 23 105 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 149 20 34 68 25 114 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 168 295 159 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 168 295 159 tC, single 4.1 6.4 6.2 tC, 2 stage tF 2.2 3.5 3.3 p0 queue free % 98 96 87 cM capacity (veh/h) 1409 680 887 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 168 34 68 139 Volume Left 0 34 0 25 Volume Right 20 0 0 114 cSH 1700 1409 1700 841 Volume to Capacity 0.10 0.02 0.04 0.17 Queue Length 95th (ft) 0 2 0 15 Control Delay 0.0 7.6 0.0 10.1 Lane LOS A B Approach Delay 0.0 2.5 10.1 Approach LOS B Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 4: 170th Ave NE & NE 76th St 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 179 10 13 11 5 74 10 898 6 51 326 116 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.99 0.89 1.00 1.00 1.00 0.96 Flt Protected 0.96 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1768 1645 1770 3535 1770 3400 Flt Permitted 0.77 0.95 0.48 1.00 0.18 1.00 Satd. Flow (perm) 1425 1578 890 3535 337 3400 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 195 11 14 12 5 80 11 976 7 55 354 126 RTOR Reduction (vph) 0 5 0 0 60 0 0 1 0 0 52 0 Lane Group Flow (vph) 0 215 0 0 37 0 11 982 0 55 428 0 Turn Type Perm NA Perm NA Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G 12.5 12.5 23.8 23.8 29.5 29.5 Effective Green, g 12.5 12.5 23.8 23.8 29.5 29.5 Actuated g/C Ratio 0.25 0.25 0.48 0.48 0.59 0.59 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 356 [PHONE REDACTED] 247 2006 v/s Ratio Prot c0.28 0.01 c0.13 v/s Ratio Perm c0.15 0.02 0.01 0.12 v/c Ratio 0.60 0.09 0.03 0.58 0.22 0.21 Uniform Delay, d1 16.6 14.4 7.0 9.5 5.6 4.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 0.1 0.1 1.5 0.5 0.2 Delay 19.4 14.5 7.1 11.0 6.0 5.1 Level of Service B B A B A A Approach Delay 19.4 14.5 11.0 5.2 Approach LOS B B B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 50.0 Sum of lost time 12.0 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 5 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 3 45 844 68 264 918 162 57 332 688 149 170 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.97 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3500 3433 4971 1770 1863 1583 1770 1839 Flt Permitted 0.95 1.00 0.95 1.00 0.59 1.00 1.00 0.38 1.00 Satd. Flow (perm) 1770 3500 3433 4971 1103 1863 1583 706 1839 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 49 917 74 287 998 176 62 361 748 162 185 RTOR Reduction (vph) 0 0 6 0 0 26 0 0 0 146 0 4 Lane Group Flow (vph) 0 52 985 0 287 1148 0 62 361 602 162 198 Turn Type Prot Prot NA Prot NA pm+pt NA Perm pm+pt NA Protected Phases 7 7 4 3 8 5 2 1 6 Permitted Phases 2 2 6 Actuated Green, G 3.6 27.6 8.0 32.0 37.6 34.4 34.4 39.2 35.2 Effective Green, g 3.6 27.6 8.0 32.0 37.6 34.4 34.4 39.2 35.2 Actuated g/C Ratio 0.04 0.31 0.09 0.36 0.42 0.38 0.38 0.44 0.39 Clearance Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 70 1073 305 1767 484 712 605 354 719 v/s Ratio Prot 0.03 c0.28 c0.08 0.23 0.00 0.19 c0.02 0.11 v/s Ratio Perm 0.05 c0.38 0.18 v/c Ratio 0.74 0.92 0.94 0.65 0.13 0.51 1.00 0.46 0.28 Uniform Delay, d1 42.7 30.1 40.8 24.3 15.8 21.3 27.7 18.2 18.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.2 12.1 36.1 0.8 0.1 2.6 35.5 0.9 1.0 Delay 76.9 42.2 76.8 25.1 16.0 23.9 63.2 19.1 19.7 Level of Service E D E C B C E B B Approach Delay 43.9 35.3 48.6 19.4 Approach LOS D D D B Intersection Summary HCM 2000 Control Delay 39.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length 90.0 Sum of lost time 16.0 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 5: 170th Ave NE & Redmond Way 7/11/2016 RTC Apartments 5:00 pm 6/17/2016 2019 with Project PM Peak 8 Report TENW Page 6 Movement SBR Lane Configurations Volume (vph) 16 Ideal Flow 1900 Total Lost time Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.92 Adj. Flow (vph) 17 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G Effective Green, g Actuated g/C Ratio Clearance Time Vehicle Extension Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay Level of Service Approach Delay Approach LOS Intersection Summary