Document Redmond_doc_84aa2c9f95

coterra 321 3rd Avenue South, Suite 307 Seattle, Washington 98104 [PHONE REDACTED] PRELIMINARY STORMWATER SITE PLAN REPORT Project: Redmond Integrated Service Center 15511 NE 90th Street Redmond, WA 98052 Prepared For: Third Place Design CO-OP 117 Wester Ave W, Suite 266 Seattle, WA 98119 Prepared By: Max Berde, PE Reviewed By: Peter Apostol, PE Date: September 1, 2016 ENGINEERING PLLC ATTACHMENT P ---PAGE BREAK--- “I hereby certify that this Stormwater Site Plan for the Redmond Integrated Service Center Redevelopment Project has been prepared by me or under my supervision and meets minimum standards of City of Redmond and normal standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me.” ATTACHMENT P ---PAGE BREAK--- TABLE OF CONTENTS Section No. Subject SECTION I PROJECT OVERVIEW SECTION II EXISTING CONDITIONS SECTION III OFFSITE SECTION IV PERMANENT STORMWATER CONTROL SECTION V ESC ANALYSIS AND DESIGN SECTION VI SPECIAL REPORTS AND SECTION VII OTHER PERMITS SECTION VIII LIST OF FIGURES FIGURE 1 VICINITY FIGURE 2 SOILS FIGURE 3 EXISTING FIGURE 4 EXISTING FIGURE 5 DEVELOPED FIGURE 6 DEVELOPED LIST OF APPENDICES APPENDIX A CIVIL PLANS APPENDIX B DRAINAGE CALCULATIONS AND PRELIMINARY INFILTRATION SIZING APPENDIX C PRELIMINARY BIORETENTION CALCULATIONS APPENDIX D GEOTECHNICAL ENGINEERING STUDY APPENDIX E FLOODPLAIN STORAGE ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 4 Proj. # 15011 SSP Report Coterra Engineering PLLC SECTION I – PROJECT OVERVIEW General Description: The Redmond Integrated Service Center project site is located at the existing Sammamish River Business Park Buildings in Redmond, WA. The site address is 15511 NE 90th Street, Redmond, WA 98052 (see Figure 1 for vicinity map). The project site includes existing developed approximately 1.72 acres. The proposed improvements will consist of the following major items of work: Demolition of both existing office buildings (combined footprint of 34170 SF) Construction of 2-story Service Center building (approx.14,000 SF footprint) Construction of parking lot and utility improvements Existing Conditions: The existing site for the Redmond Integrated Service Center project consists of an existing 17,114 SF office and warehouse structure on the west portion of the site and associated impervious parking and loading areas to the south, west, and east of the building. Refer to Figure 2 and Appendix D for the existing soils. On the east portion of site consists of an existing 17,056 SF office and warehouse with associated impervious parking and loading areas to the east and south of the building (see Figure 3 for a graphical depiction of the Project Site’s existing surfaces). The site is generally flat and has been graded to drain to catch basins throughout the site. Slopes are generally less than The site has an existing storm drainage collection and conveyance system via 6-12” PVC and CMP pipe between catch basins. Runoff is conveyed from the southern portion of the site to the northern end, where it heads east and is discharged into Sammamish River. Refer to Figure 4 for the existing hydrology. Using WWHM, the release rates for the existing site are 0.605, 0.879, and 1.247 cfs for the 2, 10, and 50 year return periods, respectively. Refer to Appendix B for the pre and post developed drainage calculations. Developed Conditions: The proposed site for the Redmond Integrated Service Center projects consists of an approximately 14,000 SF two story building, a 315 SF green house, 25,000 SF of parking lot, 3 bioretention areas with a total of 715 SF of bottom area, as well as a new storm drainage system and utility connections. Refer to Figure 5 for the proposed developed conditions. The proposed redeveloped site is graded such that stormwater runoff from pollution- generating impervious surfaces (PGIS) sheets flows to curb scuppers for collection and then into bioretention areas to provide enhanced water quality treatment. Treated stormwater is then conveyed the existing stormwater line, which discharges into the Sammamish River. All non PGIS will be conveyed to the existing stormwater system and discharged into the Sammamish River via catch basins, area drains, and stormwater lines. Refer to Figure 6 ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 5 Proj. # 15011 SSP Report Coterra Engineering PLLC for the developed hydrology (drainage basin map). Using WWHM, the release rates for the proposed developed site are 0.489, 0.724, and 0.947 cfs for the 2, 10, and 50 year return periods, respectively. Refer to Appendix B for the pre and post developed drainage calculations. Although the site has high seasonal groundwater, onsite infiltration is proposed for clean stormwater runoff from the building’s roof into 2’ deep infiltration galleries to the west and east of the building. Due to the high groundwater readings onsite, only 3.0’ of separation is possible from the bottom of infiltration gallery to the high groundwater reading determined by the City of Redmond. Per the 2005 Department of Ecology Stormwater Management Manual, a groundwater mounding analysis is in process to determine if 3.0’ is adequate separate from the groundwater for infiltration to occur. The proposed site also lies within the City of Redmond Wellhead Protection Zone 2, which prohibits infilitration of PGIS runoff. The water quality requirements of the 2005 Department of Ecology Stormwater Management Manual for Western Washington and the City of Redmond Stormwater Modifications will be met through the use of onsite bioretention cells. Refer to Appendix C for preliminary bioretention calculations. Pre- and Post- Developed Release Rates Minimum Requirements: The project will meet requirements of the City of Redmond and the 2005 Department of Ecology (DOE) manual. Since the project site has more than 35% of existing impervious coverage it is classified as a redevelopment. Since the site has more than 5,000 square feet of proposed new plus replaced impervious surfaces, the project must be in compliance with Minimum Requirements #1 through #9 (per Figure 2.3 of the 2012 DOE Manual). The following is a summary of how these requirements are being met: Minimum Requirement #1 - Preparation of Stormwater Site Plans Stormwater site plans have been developed and include this report and plans which are included in Appendix A. Minimum Requirement #2 - Construction Stormwater Pollution Prevention (SWPP) Return Period Pre-developed Post-developed 2 year 0.605 cfs 0.489 cfs 10 year 0.879 cfs 0.724 cfs 50 year 1.247 cfs 0.947 cfs ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 6 Proj. # 15011 SSP Report Coterra Engineering PLLC A Construction Stormwater Pollution Prevention Plan will be completed for the project including a temporary erosion and sedimentation control plan which the Contractor will implement. Minimum Requirement #3 - Source Control of Pollution As required by the City of Redmond, operational and structural source control BMPs for the proposed use of the site will be implemented with the project. Minimum Requirement #4 - Preservation of Natural Drainage Systems and Outfalls Existing flow patterns will not be altered by the proposed improvements and existing discharge points will be maintained (Sammamish River). Minimum Requirement #5 - Onsite Stormwater Management All new landscape areas within the project will have compost-amended soils per City of Redmond requirements. Existing impervious site coverage makes dispersion BMPs infeasible. Onsite treated stormwater is proposed to be discharged into the Sammamish River. Roof runoff is proposed to be infiltrated onsite. Minimum Requirement #6 – Runoff Treatment Runoff Treatment is required as the amount of on-site pollution generating impervious surfaces is greater than the 5,000 SF threshold requirement. Bioretention cells are proposed to provide enhanced water quality treatment. Cells will be lined to protect the well head and prevent PGIS runoff from infiltrating. Minimum Requirement #7 – Flow Control A basin analysis has been performed to determine the impacts of direct discharge of site stormwater to an existing conveyance outfall in the Sammamish River. The project site is drained by a conveyance system that is comprised entirely of manmade conveyance elements that extends to the ordinary high water line of the exempt receiving water, though it does experience tailwater effects depending on the level of the Sammamish River. Minimum Requirement #8 – Wetlands Protection Minimum Requirement #8 is not applicable to this project. Minimum Requirement #9 – Operation and Maintenance An Operations and Maintenance Manual for the onsite stormwater facilities will be prepared at a later date. ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 7 Proj. # 15011 SSP Report Coterra Engineering PLLC FIGURE 1 – VICINITY MAP Project Site Boundary ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 8 Proj. # 15011 SSP Report Coterra Engineering PLLC SECTION II –EXISTING CONDITIONS SUMMARY The existing topographical and physical conditions of the project area including existing buildings, existing utilities, and other natural features is indicated on Figure 3, the topographic survey, which follows this Section. Site Soils Per the NRCS soils survey (see Figure 2 below), the onsite soils consist of Indianola Loamy Fine Sand, which are part of the SCS Hydrologic Group A. Topography The site is generally flat and has been graded to drain to catch basins throughout the site. Slopes are generally less than The right-of-way on NE 68th St drains the west. Critical Areas The site lies within the FEMA 100-year floodplain for the Sammamish River. The Base Flood Elevation at this particular location is 33.6’, NAVD 88 datum. To ensure the proposed site has a positive net floodplain storage in comparison to the existing sites floodplain storage, a Civil3D model was run comparing the volume lying under the BFE for both the existing and proposed site. The existing site has a floodplain storage of 340 cubic yards, while the proposed site has a floodplain storage of 550 cubic yards, meeting the compensatory storage requirement. Refer to Appendix E for visualization of existing and proposed floodplain storage. ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 9 Proj. # 15011 SSP Report Coterra Engineering PLLC Existing site soils are Snohomish silt loam, SCS Hydrologic Group C. FIGURE 2 – SOILS ATTACHMENT P ---PAGE BREAK--- coterra 321 3rd Avenue South, Suite 307 Seattle, Washington 98104 [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 11 Proj. # 15011 SSP Report Coterra Engineering PLLC SECTION III –OFFSITE ANALYSIS Offsite analysis for this site consisted of research of the existing conveyance systems both upstream and of the proposed site. A drainage report was obtained from the City of Redmond, completed in 1999 along NE 90th Street. Upstream, water is conveyed from both 154th Avenue NE and NE 90th Street through catch basins and 12” and 18” storm lines. An estimated 0.515 acres is collected and conveyed to the north east corner of the property site from 154th ave, and an estimated 0.273 acres is collected and conveyed tro the same spot from NE 90th street. This stormwater runoff combines into an 18” line at the NE corner of the proposed site, at a slope of 0.7%. The proposed on-site stormwater will replace the existing onsite storm lines, connecting at the same catch offsite catch basins as before. As shown in Figures 4 and 6, the release rate for the proposed site will decrease from the existing site’s release rate. analysis of the proposed site revealed that the conveyance system for this site consists entirely of manmade-structures (18” concrete pipe), discharging below the ordinary high water line of the Sammamish River. See the supplemental Basin Analysis of the NE 90th St conveyance system for more information. ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 12 Proj. # 15011 SSP Report Coterra Engineering PLLC SECTION IV - PERMANENT STORMWATER CONTROL PLAN The proposed site improvements have been designed to drain stormwater runoff to bioretention cells located in the site parking lot islands. The bioretention cells will provide enhanced water quality treatment. The cells will be lined and include an underdrain to protect the well head Water Quality System Proposed improvements will result in more than 5,000 SF of pollution generating surfaces. Construction of a stormwater treatment facility is therefore required. The project site required enhanced water quality treatment per DOE and City of Redmond requirements. Bioretention cells are proposed to provide enhanced treatment before infiltrating stormwater onsite. Preliminary bioretention sizing was completed using (15 min time step), an approved program by the Department of Ecology, to ensure at least 91% of runoff is treated through the facility. The bioretention sizing calculations are summarized below. The full model calculations are provided in Appendix B. The proposed bioretention areas are shown on the civil plans in Appendix A. Bioretention Sizing Flow Control A supplemental basin analysis of the NE 90th St conveyance system is provided. Clean roof runoff is proposed to be infiltrated onsite to the extent feasible based on site limitations and the groundwater levels. Proposed PGIS Area Required Bioretention Area Proposed Bioretention Area 0.58 AC 657 SF 715 SF ATTACHMENT P ---PAGE BREAK--- coterra 321 3rd Avenue South, Suite 307 Seattle, Washington 98104 [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC ATTACHMENT P ---PAGE BREAK--- coterra 321 3rd Avenue South, Suite 307 Seattle, Washington 98104 [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC ATTACHMENT P ---PAGE BREAK--- coterra 321 3rd Avenue South, Suite 307 Seattle, Washington 98104 [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Page 16 Proj. # 15011 SSP Report Coterra Engineering PLLC SECTION V- CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN The Erosion and Sediment Control (ESC) Best Management Practices (BMP’s) to be implemented during the site construction will limit the disturbance of soils and sediment transport of the project property. ESC BMP’s  Construction/ Clearing Limits: Prior to construction, the limits of disturbance will be clearly identified and delineated by survey tape and stakes. The proposed limits are intended to reduce the amount of disturbed area and unnecessary impact that would increase the potential for erosion during construction.  Cover Measures: Temporary cover shall be provided if any area is to remain unworked for more than seven days during the dry season. Temporary cover shall consist of mulch, erosion control nets, or plastic sheeting.  Perimeter Protection: Perimeter protection shall be installed to reduce the amount of sediment transported beyond the disturbed areas to the adjacent properties. Filter fabric fencing will also be installed around excavation stockpiles. Additional BMPs will be shown in the TESC plan. The ESC measures shall be applied and maintained so as to prevent, to the maximum extent practicable, the transport of sediment laden runoff from the disturbed areas from leaving the project site. All ESC BMP’s shall be inspected daily and maintained to ensure they are operating properly and as intended by the TESC Plans. SECTION VI – SPECIAL REPORTS AND STUDIES A geotechnical engineering report was completed by Geotech Consultants, Inc. on 11/5/2015, and is included in Appendix D. SECTION VII – OTHER PERMITS Additional permits include the civil construction permit through the Coordinated Civil Review Process (CCR) in the City of Redmond, Building Permit from the City of Redmond, as well as the Washington State Department of Ecology NPDES Notice of Intent for Construction Stormwater. SECTION VIII –OPERATION AND MAINTENANCE MANUAL The Operations and Maintenance Manual will be submitted at the later date. ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Proj. # 15011 SSP Report Coterra Engineering PLLC APPENDIX A – CIVIL PLANS ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: PA 2.16.2016 30% INTAKE 1 coterra 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC 5.5.2016 60% INTAKE 2 15511 NE 90th St. Redmond, WA 98052 Hopelink Redmond Integrated Service Center 9.1.2016 90% INTAKE 3 ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Proj. # 15011 SSP Report Coterra Engineering PLLC APPENDIX B – DRAINAGE CALCULATIONS AND PRELIMINARY INFILATRATION SIZING ATTACHMENT P ---PAGE BREAK--- MGS FLOOD PROJECT REPORT Program Version: 4.34 Program License Number: 201510001 Run Date: 05/25/2016 4:14 PM Input File Name: Hopelink - Roof Inf.fld Project Name: Hopelink RISC Analysis Title: Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 60 Extended Precipitation Timeseries Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.320 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.000 Subbasin Total 0.320 POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.320 ATTACHMENT P ---PAGE BREAK--- Subbasin Total 0.320 LINK DATA PREDEVELOPED Number of Links: 0 LINK DATA POSTDEVELOPED Number of Links: 1 Link Name: New Infilt Trench Lnk1 Link Type: Infiltration Trench Link: None Trench Type : Trench on Embankment Sideslope Trench Length (ft) : 130.00 Trench Width (ft) : 10.00 Trench Depth (ft) : 2.00 Trench Bottom Elev (ft) : 100.00 Trench Rockfill Porosity : 30.00 Constant Infiltration Option Used Infiltration Rate (in/hr): 2.00 FREQUENCY AND DURATION PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 55.484 Total: 55.484 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Link: New Infilt Trench Ln 141.324 Total: 141.324 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.351 ac-ft/year, Post Developed: 0.894 ac-ft/year Quality Facility Data PREDEVELOPED Number of Links: 0 ATTACHMENT P ---PAGE BREAK--- POSTDEVELOPED Number of Links: 1 Link: New Infilt Trench Lnk1 Infiltration/Filtration Total Runoff Volume (ac-ft): 141.32 Total Runoff Infiltrated (ac-ft): 141.32, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Infilt Trench Lnk1 Point of Compliance Flow Frequency Data Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 6.794E-03 2-Year 1.606E-06 5-Year 1.160E-02 5-Year 3.366E-06 10-Year 1.443E-02 10-Year 4.821E-06 25-Year 1.862E-02 25-Year 7.254E-06 50-Year 2.241E-02 50-Year 8.534E-06 100-Year 2.691E-02 100-Year 9.655E-06 200-Year 3.638E-02 200-Year 7.881E-02 Record too Short to Compute Peak Discharge for These Recurrence Intervals Flow Duration Performance Excursion at Predeveloped 50%Q2 (Must be Less Than -100.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than -100.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -80.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS LID Duration Performance Excursion at Predeveloped 8%Q2 (Must be Less Than -100.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than -100.0% PASS MEETS ALL LID DURATION DESIGN CRITERIA: PASS ATTACHMENT P ---PAGE BREAK--- WWHM2012 PROJECT REPORT ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 2 General Model Information Project Name: RISC-Peaks Site Name: RISC Site Address: 15511 NE 90TH ST City: REDMOND Report Date: 2/12/2016 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.00 Version: 2015/07/20 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 3 Landuse Basin Data Predeveloped Land Use EXISTING Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat 0.16 Pervious Total 0.16 Impervious Land Use Acres ROOF TOPS FLAT 0.78 PARKING FLAT 0.78 Impervious Total 1.56 Basin Total 1.72 Element Flows To: Surface Interflow Groundwater ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 4 Mitigated Land Use PROPOSED Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat 0.44 Pervious Total 0.44 Impervious Land Use Acres ROOF TOPS FLAT 0.37 PARKING FLAT 0.84 Impervious Total 1.21 Basin Total 1.65 Element Flows To: Surface Interflow Groundwater ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 5 Routing Elements Predeveloped Routing ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 6 Mitigated Routing ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:22:19 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.16 Total Impervious Area: 1.56 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.44 Total Impervious Area: 1.21 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.605057 5 year 0.767724 10 year 0.87863 25 year 1.022886 50 year 1.133561 100 year 1.247137 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.489442 5 year 0.628652 10 year 0.72446 25 year 0.850001 50 year 0.946943 100 year 1.046932 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.794 0.661 1950 0.836 0.656 1951 0.495 0.412 1952 0.430 0.337 1953 0.464 0.364 1954 0.492 0.399 1955 0.556 0.445 1956 0.547 0.440 1957 0.627 0.517 1958 0.500 0.399 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 8 1959 0.504 0.391 1960 0.510 0.426 1961 0.534 0.436 1962 0.459 0.363 1963 0.517 0.422 1964 0.498 0.396 1965 0.648 0.537 1966 0.427 0.343 1967 0.738 0.596 1968 0.840 0.679 1969 0.590 0.488 1970 0.564 0.457 1971 0.673 0.546 1972 0.708 0.600 1973 0.413 0.321 1974 0.617 0.507 1975 0.695 0.539 1976 0.478 0.392 1977 0.506 0.393 1978 0.620 0.487 1979 0.850 0.665 1980 0.792 0.677 1981 0.631 0.507 1982 0.896 0.735 1983 0.719 0.569 1984 0.457 0.370 1985 0.630 0.508 1986 0.542 0.429 1987 0.834 0.657 1988 0.503 0.390 1989 0.629 0.488 1990 1.120 0.988 1991 0.884 0.760 1992 0.453 0.366 1993 0.389 0.309 1994 0.420 0.326 1995 0.558 0.447 1996 0.606 0.508 1997 0.585 0.484 1998 0.583 0.462 1999 1.213 1.004 2000 0.600 0.488 2001 0.649 0.509 2002 0.778 0.651 2003 0.604 0.506 2004 1.132 0.932 2005 0.518 0.428 2006 0.460 0.384 2007 1.061 0.880 2008 0.869 0.746 2009 0.769 0.597 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 1.2129 1.0036 2 1.1324 0.9875 3 1.1201 0.9324 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 9 4 1.0609 0.8800 5 0.8964 0.7601 6 0.8843 0.7463 7 0.8686 0.7347 8 0.8499 0.6789 9 0.8400 0.6774 10 0.8361 0.6650 11 0.8344 0.6613 12 0.7935 0.6573 13 0.7918 0.6558 14 0.7776 0.6507 15 0.7692 0.5996 16 0.7384 0.5975 17 0.7191 0.5960 18 0.7078 0.5691 19 0.6947 0.5457 20 0.6729 0.5391 21 0.6490 0.5369 22 0.6480 0.5168 23 0.6308 0.5095 24 0.6301 0.5084 25 0.6292 0.5079 26 0.6274 0.5074 27 0.6201 0.5068 28 0.6171 0.5057 29 0.6058 0.4881 30 0.6042 0.4881 31 0.5996 0.4880 32 0.5898 0.4867 33 0.5851 0.4845 34 0.5825 0.4621 35 0.5640 0.4572 36 0.5583 0.4473 37 0.5557 0.4455 38 0.5475 0.4402 39 0.5417 0.4364 40 0.5341 0.4286 41 0.5181 0.4278 42 0.5171 0.4262 43 0.5099 0.4225 44 0.5061 0.4118 45 0.5039 0.3989 46 0.5031 0.3987 47 0.4996 0.3962 48 0.4980 0.3931 49 0.4952 0.3920 50 0.4923 0.3911 51 0.4779 0.3903 52 0.4642 0.3839 53 0.4599 0.3697 54 0.4591 0.3663 55 0.4575 0.3641 56 0.4531 0.3628 57 0.4298 0.3426 58 0.4273 0.3369 59 0.4199 0.3257 60 0.4132 0.3206 61 0.3894 0.3089 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 10 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 11 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.3025 1772 776 43 Pass 0.3109 1615 703 43 Pass 0.3193 1453 641 44 Pass 0.3277 1320 584 44 Pass 0.3361 1192 527 44 Pass 0.3445 1079 490 45 Pass 0.3529 988 440 44 Pass 0.3613 906 401 44 Pass 0.3697 841 368 43 Pass 0.3781 765 343 44 Pass 0.3865 706 321 45 Pass 0.3949 654 288 44 Pass 0.4033 602 262 43 Pass 0.4117 560 242 43 Pass 0.4200 516 223 43 Pass 0.4284 480 202 42 Pass 0.4368 438 194 44 Pass 0.4452 407 178 43 Pass 0.4536 385 161 41 Pass 0.4620 354 151 42 Pass 0.4704 331 138 41 Pass 0.4788 314 131 41 Pass 0.4872 284 120 42 Pass 0.4956 271 110 40 Pass 0.5040 249 105 42 Pass 0.5124 232 94 40 Pass 0.5208 215 89 41 Pass 0.5292 205 82 40 Pass 0.5376 189 79 41 Pass 0.5460 181 77 42 Pass 0.5544 166 75 45 Pass 0.5628 157 67 42 Pass 0.5711 145 66 45 Pass 0.5795 136 61 44 Pass 0.5879 129 56 43 Pass 0.5963 120 53 44 Pass 0.6047 113 49 43 Pass 0.6131 106 46 43 Pass 0.6215 102 43 42 Pass 0.6299 96 41 42 Pass 0.6383 88 40 45 Pass 0.6467 85 35 41 Pass 0.6551 80 32 40 Pass 0.6635 77 27 35 Pass 0.6719 72 26 36 Pass 0.6803 67 22 32 Pass 0.6887 64 20 31 Pass 0.6971 61 19 31 Pass 0.7055 60 17 28 Pass 0.7138 55 16 29 Pass 0.7222 52 15 28 Pass 0.7306 52 14 26 Pass 0.7390 49 12 24 Pass ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 12 0.7474 47 10 21 Pass 0.7558 44 9 20 Pass 0.7642 40 8 20 Pass 0.7726 37 8 21 Pass 0.7810 33 8 24 Pass 0.7894 32 8 25 Pass 0.7978 30 8 26 Pass 0.8062 27 8 29 Pass 0.8146 24 8 33 Pass 0.8230 24 8 33 Pass 0.8314 22 7 31 Pass 0.8398 18 7 38 Pass 0.8482 17 7 41 Pass 0.8566 13 7 53 Pass 0.8649 12 7 58 Pass 0.8733 11 7 63 Pass 0.8817 10 5 50 Pass 0.8901 9 4 44 Pass 0.8985 8 4 50 Pass 0.9069 8 4 50 Pass 0.9153 8 4 50 Pass 0.9237 8 3 37 Pass 0.9321 8 3 37 Pass 0.9405 8 2 25 Pass 0.9489 8 2 25 Pass 0.9573 8 2 25 Pass 0.9657 8 2 25 Pass 0.9741 8 2 25 Pass 0.9825 8 2 25 Pass 0.9909 8 1 12 Pass 0.9993 7 1 14 Pass 1.0076 6 0 0 Pass 1.0160 6 0 0 Pass 1.0244 6 0 0 Pass 1.0328 6 0 0 Pass 1.0412 6 0 0 Pass 1.0496 6 0 0 Pass 1.0580 6 0 0 Pass 1.0664 5 0 0 Pass 1.0748 5 0 0 Pass 1.0832 4 0 0 Pass 1.0916 4 0 0 Pass 1.1000 4 0 0 Pass 1.1084 3 0 0 Pass 1.1168 3 0 0 Pass 1.1252 2 0 0 Pass 1.1336 1 0 0 Pass ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:00 PM Page 14 LID Report ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. Changes No changes have been made. ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 16 Appendix Predeveloped Schematic ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 17 Mitigated Schematic ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 18 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES WDM 26 RISC-Peaks.wdm MESSU 25 PreRISC-Peaks.MES 27 PreRISC-Peaks.L61 28 PreRISC-Peaks.L62 30 POCRISC-Peaks1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 4 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 EXISTING MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD END OPCODE PARM # # K END PARM END GENER PERLND GEN-INFO Active Sections # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 19 END PRINT-INFO PWAT-PARM1 PWATER variable parameter value flags # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 PWATER input info: Part 2 # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 PWATER input info: Part 4 # - # CEPSC UZSN NSUR INTFW IRC LZETP 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 # - # CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND GEN-INFO Active Sections # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 IWATER variable parameter value flags # - # CSNO RTOP VRS VNN RTLI 4 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 IWATER input info: Part 2 # - # LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 20 END IWAT-PARM2 IWAT-PARM3 IWATER input info: Part 3 # - # ***PETMAX PETMIN 4 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 Initial conditions at start of simulation # - # RETS SURS 4 0 0 11 0 0 END IWAT-STATE1 END SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK # <-factor-> # Tbl# EXISTING*** PERLND 16 0.16 COPY 501 12 PERLND 16 0.16 COPY 501 13 4 0.78 COPY 501 15 11 0.78 COPY 501 15 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> # # #<-factor->strg # # # # COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> # # #<-factor->strg # # # # END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer # - User T-series Engl Metr LKFG in out END GEN-INFO Section RCHRES*** ACTIVITY Active Sections # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section # - # VC A1 A2 A3 for each for each FUNCT for each FG FG FG FG possible exit possible exit possible exit * * * * * * * * * * * * * * END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 END HYDR-PARM2 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 21 HYDR-INIT RCHRES Initial conditions for each HYDR section # - # VOL Initial value of COLIND Initial value of OUTDGT ac-ft for each possible exit for each possible exit END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <-Target vols> <-Grp> <-Member-> # # tem strg<-factor->strg # # # # WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> Tsys Tgap Amd # # #<-factor->strg # tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <-Grp> <-Member-><--Mult--> <-Grp> <-Member->*** # #<-factor-> # MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 22 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES WDM 26 RISC-Peaks.wdm MESSU 25 MitRISC-Peaks.MES 27 MitRISC-Peaks.L61 28 MitRISC-Peaks.L62 30 POCRISC-Peaks1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 4 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 PROPOSED MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD END OPCODE PARM # # K END PARM END GENER PERLND GEN-INFO Active Sections # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 23 END PRINT-INFO PWAT-PARM1 PWATER variable parameter value flags # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 PWATER input info: Part 2 # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 PWATER input info: Part 4 # - # CEPSC UZSN NSUR INTFW IRC LZETP 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 # - # CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND GEN-INFO Active Sections # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 IWATER variable parameter value flags # - # CSNO RTOP VRS VNN RTLI 4 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 IWATER input info: Part 2 # - # LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 24 END IWAT-PARM2 IWAT-PARM3 IWATER input info: Part 3 # - # ***PETMAX PETMIN 4 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 Initial conditions at start of simulation # - # RETS SURS 4 0 0 11 0 0 END IWAT-STATE1 END SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK # <-factor-> # Tbl# PROPOSED*** PERLND 16 0.44 COPY 501 12 PERLND 16 0.44 COPY 501 13 4 0.37 COPY 501 15 11 0.84 COPY 501 15 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> # # #<-factor->strg # # # # COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> # # #<-factor->strg # # # # END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer # - User T-series Engl Metr LKFG in out END GEN-INFO Section RCHRES*** ACTIVITY Active Sections # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG END ACTIVITY PRINT-INFO Print-flags PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section # - # VC A1 A2 A3 for each for each FUNCT for each FG FG FG FG possible exit possible exit possible exit * * * * * * * * * * * * * * END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 END HYDR-PARM2 ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 25 HYDR-INIT RCHRES Initial conditions for each HYDR section # - # VOL Initial value of COLIND Initial value of OUTDGT ac-ft for each possible exit for each possible exit END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <-Target vols> <-Grp> <-Member-> # # tem strg<-factor->strg # # # # WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> Tsys Tgap Amd # # #<-factor->strg # tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <-Grp> <-Member-><--Mult--> <-Grp> <-Member->*** # #<-factor-> # MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 26 Predeveloped HSPF Message File ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 27 Mitigated HSPF Message File ATTACHMENT P ---PAGE BREAK--- DRAFT RISC-Peaks 2/12/2016 2:23:05 PM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Proj. # 15011 SSP Report Coterra Engineering PLLC APPENDIX C – PRELIMINARY BIORETENTION CALCULATIONS ATTACHMENT P ---PAGE BREAK--- MGS FLOOD PROJECT REPORT Program Version: 4.38 Program License Number: 201510001 Project Simulation Performed on: 02/12/2016 2:27 PM Report Generation Date: 02/12/2016 2:27 PM Input File Name: WQ Bioretention NORTH Sizing.fld Project Name: Analysis Title: Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 60 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.216 0.183 Area of Links that Include Precip/Evap (acres) 0.000 0.006 Total (acres) 0.216 0.189 PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 ATTACHMENT P ---PAGE BREAK--- Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.216 Subbasin Total 0.216 POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.183 Subbasin Total 0.183 LINK DATA PREDEVELOPED Number of Links: 0 LINK DATA POSTDEVELOPED Number of Links: 2 Link Name: New Copy Lnk1 Link Type: Copy Link: None Link Name: New Bio Lnk2 Link Type: Bioretention Facility Link Name: New Copy Lnk1 Base Elevation (ft) : 103.00 Riser Crest Elevation (ft) : 103.50 Storage Depth (ft) : 0.50 ATTACHMENT P ---PAGE BREAK--- Bottom Length (ft) : 5.0 Bottom Width (ft) : 50.4 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 252. Area at Riser Crest El (sq-ft) : 252. (acres) : 0.006 Volume at Riser Crest (cu-ft) : 202. (ac-ft) : 0.005 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 2.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 104.00 Native Soil Hydraulic Conductivity (in/hr) : 0.00 Underdrain Present Orifice Present in Under Drain Orifice Control Elevation (ft) : 101.00 Orifice Diameter (in) : 6.000 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 103.50 ft Hydraulic Structure Geometry Number of Devices: 0 FREQUENCY AND DURATION PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ***********Groundwater Recharge Summary Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Total: 0.000 ATTACHMENT P ---PAGE BREAK--- Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Link: New Copy Lnk1 0.000 Link: New Bio Lnk2 Not Computed Total: 0.000 Total Predevelopment Recharge Equals Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.000 ac-ft/year Quality Facility Data PREDEVELOPED Number of Links: 0 POSTDEVELOPED Number of Links: 2 Link: New Copy Lnk1 Infiltration/Filtration Inflow Volume (ac-ft): 93.13 Inflow Volume Including PPT-Evap (ac-ft): 93.13 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To System (ac-ft): 93.13 Secondary Outflow To System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 Point of Compliance Flow Frequency Data Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 6.224E-02 2-Year 4.829E-02 5-Year 7.831E-02 5-Year 6.400E-02 10-Year 9.256E-02 10-Year 7.252E-02 25-Year 0.104 25-Year 8.774E-02 50-Year 0.113 50-Year 9.361E-02 100-Year 0.124 100-Year 9.859E-02 200-Year 0.139 200-Year 0.118 ATTACHMENT P ---PAGE BREAK--- Record too Short to Compute Peak Discharge for These Recurrence Intervals Flow Duration Performance Excursion at Predeveloped 50%Q2 (Must be Less Than -68.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than -57.4% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -57.6% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS LID Duration Performance Excursion at Predeveloped 8%Q2 (Must be Less Than 1.3% FAIL Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 35.2% FAIL LID DURATION DESIGN CRITERIA: FAIL ATTACHMENT P ---PAGE BREAK--- MGS FLOOD PROJECT REPORT Program Version: 4.38 Program License Number: 201510001 Project Simulation Performed on: 02/12/2016 2:45 PM Report Generation Date: 02/12/2016 2:48 PM Input File Name: WQ Bioretention SOUTH 1 Sizing.fld Project Name: Analysis Title: Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 60 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.216 0.322 Area of Links that Include Precip/Evap (acres) 0.000 0.011 Total (acres) 0.216 0.333 PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 ATTACHMENT P ---PAGE BREAK--- Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.216 Subbasin Total 0.216 POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.322 Subbasin Total 0.322 LINK DATA PREDEVELOPED Number of Links: 0 LINK DATA POSTDEVELOPED Number of Links: 2 Link Name: New Copy Lnk1 Link Type: Copy Link: None Link Name: New Bio Lnk2 Link Type: Bioretention Facility Link Name: New Copy Lnk1 Base Elevation (ft) : 103.00 Riser Crest Elevation (ft) : 103.50 Storage Depth (ft) : 0.50 ATTACHMENT P ---PAGE BREAK--- Bottom Length (ft) : 10.0 Bottom Width (ft) : 46.2 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 462. Area at Riser Crest El (sq-ft) : 462. (acres) : 0.011 Volume at Riser Crest (cu-ft) : 370. (ac-ft) : 0.008 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 2.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 104.00 Native Soil Hydraulic Conductivity (in/hr) : 0.00 Underdrain Present Orifice Present in Under Drain Orifice Control Elevation (ft) : 101.00 Orifice Diameter (in) : 6.000 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 103.50 ft Hydraulic Structure Geometry Number of Devices: 0 FREQUENCY AND DURATION PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ***********Groundwater Recharge Summary Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Total: 0.000 ATTACHMENT P ---PAGE BREAK--- Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Link: New Copy Lnk1 0.000 Link: New Bio Lnk2 0.000 Total: 0.000 Total Predevelopment Recharge Equals Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.000 ac-ft/year Quality Facility Data PREDEVELOPED Number of Links: 0 POSTDEVELOPED Number of Links: 2 Link: New Copy Lnk1 Infiltration/Filtration Inflow Volume (ac-ft): 164.00 Inflow Volume Including PPT-Evap (ac-ft): 164.00 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To System (ac-ft): 164.00 Secondary Outflow To System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% Link: New Bio Lnk2 Infiltration/Filtration Inflow Volume (ac-ft): 159.26 Inflow Volume Including PPT-Evap (ac-ft): 164.45 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 156.08, 94.91% Primary Outflow To System (ac-ft): 164.00 Secondary Outflow To System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 94.91% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 Point of Compliance Flow Frequency Data Recurrence Interval Computed Using Gringorten Plotting Position ATTACHMENT P ---PAGE BREAK--- Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 6.224E-02 2-Year 8.227E-02 5-Year 7.831E-02 5-Year 0.111 10-Year 9.256E-02 10-Year 0.124 25-Year 0.104 25-Year 0.146 50-Year 0.113 50-Year 0.159 100-Year 0.124 100-Year 0.162 200-Year 0.139 200-Year 0.203 Record too Short to Compute Peak Discharge for These Recurrence Intervals Flow Duration Performance Excursion at Predeveloped 50%Q2 (Must be Less Than 2.7% FAIL Maximum Excursion from 50%Q2 to Q2 (Must be Less Than 237.4% FAIL Maximum Excursion from Q2 to Q50 (Must be less than 10%): 99999.0% FAIL Percent Excursion from Q2 to Q50 (Must be less than 50%): 100.0% FAIL FLOW DURATION DESIGN CRITERIA: FAIL LID Duration Performance Excursion at Predeveloped 8%Q2 (Must be Less Than 43.1% FAIL Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 346.3% FAIL LID DURATION DESIGN CRITERIA: FAIL ATTACHMENT P ---PAGE BREAK--- MGS FLOOD PROJECT REPORT Program Version: 4.38 Program License Number: 201510001 Project Simulation Performed on: 11/11/2015 4:59 PM Report Generation Date: 02/12/2016 2:57 PM Input File Name: WQ Bioretention SOUTH 2 Sizing.fld Project Name: Analysis Title: Comments: PRECIPITATION INPUT Computational Time Step (Minutes): 60 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96004405 Puget East 44 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.160 0.156 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 0.160 0.160 PREDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 ATTACHMENT P ---PAGE BREAK--- Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.160 Subbasin Total 0.160 POSTDEVELOPED Number of Subbasins: 1 Subbasin : Subbasin 1 -------Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.156 Subbasin Total 0.156 LINK DATA PREDEVELOPED Number of Links: 0 LINK DATA POSTDEVELOPED Number of Links: 2 Link Name: New Copy Lnk1 Link Type: Copy Link: None Link Name: New Bio Lnk2 Link Type: Bioretention Facility Link Name: New Copy Lnk1 Base Elevation (ft) : 103.00 Riser Crest Elevation (ft) : 103.50 Storage Depth (ft) : 0.50 ATTACHMENT P ---PAGE BREAK--- Bottom Length (ft) : 10.0 Bottom Width (ft) : 17.9 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 179. Area at Riser Crest El (sq-ft) : 179. (acres) : 0.004 Volume at Riser Crest (cu-ft) : 143. (ac-ft) : 0.003 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 2.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 104.00 Native Soil Hydraulic Conductivity (in/hr) : 0.00 Underdrain Present Orifice Present in Under Drain Orifice Control Elevation (ft) : 101.00 Orifice Diameter (in) : 6.000 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 103.50 ft Hydraulic Structure Geometry Number of Devices: 0 FREQUENCY AND DURATION PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ***********Groundwater Recharge Summary Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Total: 0.000 ATTACHMENT P ---PAGE BREAK--- Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Subbasin 1 0.000 Link: New Copy Lnk1 0.000 Link: New Bio Lnk2 0.000 Total: 0.000 Total Predevelopment Recharge Equals Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.000 ac-ft/year Quality Facility Data PREDEVELOPED Number of Links: 0 POSTDEVELOPED Number of Links: 2 Link: New Copy Lnk1 Infiltration/Filtration Inflow Volume (ac-ft): 78.98 Inflow Volume Including PPT-Evap (ac-ft): 78.98 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To System (ac-ft): 78.98 Secondary Outflow To System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% Link: New Bio Lnk2 Infiltration/Filtration Inflow Volume (ac-ft): 77.16 Inflow Volume Including PPT-Evap (ac-ft): 79.15 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 72.05, 91.02% Primary Outflow To System (ac-ft): 78.98 Secondary Outflow To System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.02% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 Point of Compliance Flow Frequency Data Recurrence Interval Computed Using Gringorten Plotting Position ATTACHMENT P ---PAGE BREAK--- Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 4.610E-02 2-Year 4.406E-02 5-Year 5.801E-02 5-Year 5.539E-02 10-Year 6.856E-02 10-Year 6.600E-02 25-Year 7.709E-02 25-Year 7.575E-02 50-Year 8.349E-02 50-Year 8.258E-02 100-Year 9.179E-02 100-Year 9.080E-02 200-Year 0.103 200-Year 0.103 Record too Short to Compute Peak Discharge for These Recurrence Intervals Flow Duration Performance Excursion at Predeveloped 50%Q2 (Must be Less Than -38.2% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than -13.5% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 2.8% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 1.4% PASS MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS LID Duration Performance Excursion at Predeveloped 8%Q2 (Must be Less Than 17.1% FAIL Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 74.8% FAIL LID DURATION DESIGN CRITERIA: FAIL ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Proj. # 15011 SSP Report Coterra Engineering PLLC APPENDIX D – GEOTECHNICAL ENGINEERING STUDY ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- ATTACHMENT P ---PAGE BREAK--- Redmond Integrated Service Center Proj. # 15011 SSP Report Coterra Engineering PLLC APPENDIX E – FLOODPLAIN STORAGE ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: Redmond, WA PA 02.16.2016 30% & 60% INTAKE 1 coterra 321 3rd Ave South, Suite 307 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC Redmond Integrated Service Center 05.5.2016 90% INTAKE 2 ATTACHMENT P ---PAGE BREAK--- NO. 90% PREP INTAKE DATE REMARK ISSUE DATE: 05.5.16 DRAWN BY: HS CHECKED BY: SHEET NO: DRAWING NAME: Redmond, WA PA 02.16.2016 30% & 60% INTAKE 1 coterra 321 3rd Ave South, Suite 307 Seattle, Washington 98104 ph [PHONE REDACTED] coterraengineering.com ENGINEERING PLLC Redmond Integrated Service Center 05.5.2016 90% INTAKE 2 ATTACHMENT P