Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutMisc~----------• • : CPH e CONSULTANTS • • • • i • • • • • • • • • • • • • • • • • • • • • • • • • • ---, .... o r ·;-:1"'•,,•.-. :·. ' .· .. '°' I ' 1 ' I t "I I• • \, ~------------------------------ Prepared for: iCap Lakeview, LLC 3535 Factoria Blvd Suite 500 Bellevue, WA 98006 Prepared by: CPH Consultants Bryce Bessette and Jamie Schroeder, PE 1 1431 Willows Road NE Suite 120 . Redmond, WA 98052 February 25, 2016 • • • • • • • • • • • • • • :• I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS 11431 WILLOWS ROAD NE, SUITE 120 REDMOND, WA 98052 ~(425) 285-2390 I S(425) 285-2389 www.cphconsultonts.com SENZA LAKEVIEW RENTON, WASHINGTON PRELIMINARY TECHNICAL INFORMATION REPORT February 25, 2016 Prepared For: iCap Lakeview, LLC 3535 Fadoria Blvd SE, Suite 500 Bellevue, WA 98006 Prepared By, CPH Consultants Jamie B. Schroeder, PE Bryce Bessette, EIT CPH Projed No. 0139-15-001 r-:·('" L' ... ( . p~ Sile Planning Civil Engineering Project Management Land Developmenl Consulting • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS TECHNICAL INFORMATION REPORT SENZA LAKEVIEW CITY OF RENTON, WA TABLE OF CONTENTS SECTION I -PROJECT OVERVIEW -----------------------------------------------------------------------------------------------------------------3 FIGURE l -VICINITY MAP FIGURE 2 -TIR WORKSHEET SECTION 2 -CONDITIONS AND REQUIREMENTS SUMMARY _____________ -------------------------------------------------------------------9 SECTION 3 -0FFSITE ANALYSIS -----------------------------------------------------------------------------------------------------------------l l SECTION 4-FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ________________________________________ _l_;l SECTION 5 -CONVEYANCE SYSTEM ANALYSIS AND DESIGN ---------------------------------------------------------------------------17 SECTION 6 -SPECIAL REPORTS AND STUDIES ------------------------------------------------------------------------------------------------1 8 SECTION 7 -OTHER PERMIT -----------------------------------------------------------------------------------------------------------------------1 9 SECTION 8 -CSWPPP ANALYSIS AND DESIGN ---------------------------------------------------------------------------------------------20 SECTION 9-BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT-------------------------------23 SECTION I 0-OPERATIONS AND MAINTENANCE MANUAL -----------------------------------------------------------------------------24 FIGURES------------------------------------------------------------------------------------------------------------------------------------------------------ FIGURE 3 -EXISTING SITE CONDITIONS FIGURE 4 -DEVELOPED SITE CONDITIONS FIGURE 5 -DRAINAGE BASINS FIGURE 6 -UPSTREAM BASINS FIGURE 7 -DOWNSTREAM MAP APPENDICES ------------------------------------------------------------------------------------------------------------------------------------------------- APPENDIX A-NRCS SOILS REPORT APPENDIX B -WWHM REPORTS APPENDIX C -PROJECT SITE AND UPSTREAM LAND USE SUMMARIES APPENDIX D -STORMFILTER PARAMETERS SUMMARY APPENDIX E -CONVEYANCE BACKWATER ANALYSIS APPENDIX F -0FFSITE ANALYSIS TABLE AND DOWNSTREAM PHOTOS lite Planning Civil Engineering Project Management Land Development Consulting • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 1 -PROJECT OVERVIEW This Technical Information Report (TIR) is provided to describe the stormwater conditions and proposed drainage improvements for the Senza Lakeview project. The project proposes to subdivide and redevelop four existing properties into seventeen individual single-family residential parcels within the City of Renton . This report is provided to identify the applicable storm drainage standards and to summarize the analyses and design provisions proposed for the project to comply with city surface water standards. The information provided within this TIR represents the basis of design for the storm drainage systems and surface water conditions for the project . The project is located in the northern tip of the City of Renton. The vicinity map provided below as Figure 1 illustrates the general location of the property along Lake Washington BLVD N to the west, Park Ave N to the east and North 40'" St to the north. The street address of the project site is 11 29 N 40'" Street (King County tax parcel nos. 334270-0415, -0420, -0425, and -0427). More generally, the site is located in the SW v. of the NW 'I• of Section 32 of Township 24 North, Range 5 East, in King County, Washington (see Vicinity Map below) . LAKE WASHINGTON VICINITY MAP CPH Proiect No. 01 39-15-001 CPIH CONSULTANTS NOTTO SCALE Figure 1-Location/Vicinity Map -Not to Scale February 25, 2016 Page 3 Senza Lakeview Preliminary Technical Information Report The project site is comprised of 4 parcels; approximately 3.83 acres. A total of 3 single-fomily homes are currently on the project site. A number of trees of varying type, age, and health condition exist on the site. Figure 3 in the Appendix displays the existing site conditions. The proposed subdivision will create a total of seventeen (17) single-family residential lots. In addition, the project will include frontage improvements on Lake Washington Blvd N, Park Ave N and N 40'" St to widen and add concrete curb, gutter, and sidewalk. Total site impervious coverage for individual lots is limited to 55% by the current site zoning. The storm drainage analysis performed for this report considered this maximum coverage. The proposed site plan is shown in Figure 4. The developed site is required to provide Basic Water Quality treatment in addition to Level 1 (i.e., basic) flow control per current City of Renton surface water standards. Water quality storm volumes are proposed to be treated with a Contech StormFilter vault in the northwest corner of the site. The site qualifies for the Direct Discharge Exemption as the flow path from the project site discharge point is less than a half mile to the 1 00- year floodplain of Lake Washington. This exemption is discussed further in section 2, Flow Control. All of the storm water runoff from the improved site will be collected, controlled, and released to the existing 18" concrete pipe located at the intersection of Lake Washington BLVD N and N 40"' St. A series of on-site catch basin inlets and underground pipes will collect and convey surface water runoff westerly within proposed road right-of-way for the majority of the developed site to the Contech StormFilter for water quality treatment. A portion of the runoff along Lake Washington BLVD N will be bypassed due to the existing topography and grade of the roads. However, to offset this untreated area, the site will be treating a larger runoff area from existing previously untreated pavement along N 401h St. This treatment trade meets the requirements set forth by the City of Renton standards. Storm drainage controls for this project are proposed in accordance with City of Renton surface water standards, including recent adoption of the 2009 King County Surface Water Design Manual and the COR Addendum to that manual (KCSWDM). On-site Soil Conditions The soils of the area are characterized generally by the Natural Resource Conservation Services (NCRS) as Alderwood gravelly sandy loam (AgC) and Indianola loamy sand (lnC). A site-specific investigation of the existing site geotechnical conditions was performed by Earth Solutions NW, LLC. A copy of the NRCS soils report is provided in Appendix A of this report for reference. CPH Project No. 0139-15-001 CPjH CONSULTANTS February 25, 2016 Page 4 • • • • • • • • • • • • • • • • • • .i • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report Figure 2 -Technical Information Report (TIR) Worksheet, 2009 Surface Waler Design Manual ·,:i~'ilii~iYllii~,,~~;RFf c:r;tD.>iftlitfc · Project Owner: Barbara Rodgers, iCop Lakeview, LLC Phone: (425) 278-9030 Address: Project Engineer: Phone: • Landuse Services l 0900 NE 8'" St, l 0'" Floor Bellevue, WA 98005 Jamie Schroeder (425) 285-2390 Subdivision / Short Subd. / UPD D Building Services M/F I Commercial I SFR D Clearing and Grading D Right-of-Way Use • Other: Shoreline Substantial Development Date (include revision dates): Date of Final: Large Site 2/25/2016 Project Name: Senza Lakeview DOES Permit#: _________ _ Location: Township: 24 N Range: _5=----:E _______ --1 Section: 32 Site Address: 1129 N 40'" St. Renton, WA 0 DFW HPA O Shoreline 0 COE404 0 DOE Dam Safety 0 FEMA Floodplain 0 COE Wetlands Management D Structural Rockery IV a ult/ __ D ESA Section 7 D Other _____________ _ Site Improvement Plan (Engr. Plans) Type (circle one): Full / Modified / Small Site Date (include revision dates): Date of Final: Complex Description: (include conditions in TIR Section 2) Preapplication / Experimental / Date of Approval: ____________ _ CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 5 Senza Lakeview Preliminary Technical Information Report Figure 2 -Technical Information Report (TIR) Worksheet, 2009 Surface Wafer Design Manual (cont'd.) Monitoring Required: Yes Describe: Start Date: Completion Date: Community Plan: Special District Overlays: Drainage Basin: May Creek -----'--~----------------------------~ Stormwater Requirements: Basic Flow _:c:='-'--'-':..:.:.._-----------------------1 D River/Stream D Lake D Wetlands D Closed Depression D Floodplain D Other Soil Type Inc D High Groundwater Table (within 5 feet) D Other ______ _ D Additional Sheets Attached CPH Project No. 0139-15-001 CPIH CONSULTANTS Slopes 8% -15% 5%-15% • Steep Slope D Erosion Hazard • Landslide Hazard D Coal Mine Hazard D Seismic Hazard D Habitat Protection Regulated Moderate Erosion Potential Yes Yes D Sole Source Aquifer D Seeps/Springs February 25, 2016 Page 6 • • • • • • • • • • • • • • • • •1 •1 .i .I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report Figure 2 -Technical Information Report (TIR) Worksheet, 2009 Surface Water Design Manual (cont'd.) Part l1 DRAIN.1'.QE DESIGN LIMITATIONS .... REFERENCE D Core 2 -Offsitc Analysis D Sensitive/Critical Areas 0 SEPA D Other D D Additional Sheets Attached Part 12 TIR SUMMARY SHEET Threshold Discharge Area: Wetland (name or description) · Core Requirements (all 8 apply) Discharge at Natural Location Offsite Analysis Flow Control (include a facility summary sheet) Conveyance System Erosion and Sediment Control Maintenance and Operation Financial Guarantees and Liability Water Quality (include facility summary sheet) Special Requirements (as annlicable) Area Specific Drainage Requirements Floodplain/Floodway Delineation Flood Protection Facilities Source Control (comm./induslrial landusc) Oil Control Other Draina2e Structures Describe: CPH Project No. 0139-15-00 l C p I H CONSULT ANTS ' ,', ' ' ·,:; LIMITATION/ SITE CONSTRAINT (provide One TIR Summaiy SheCt' ~er. Threshold DI~Cliai-ge)Ar'f!a} .· ,.· ·-., .; ·; ,·.,:. ·.' . . · . Number of Natural Discharge Locations: 1 Level: ! I 2 I 3 Dated: Level: I I 2 I 3 or Exemption Number: Direct Discharge Small Site BMP's: Full Dispersion Spill containment located at: ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Responsibility: Private I Public If Private, Maintenance Lou. Reuuircd: Yes I No Provided: Yes I No Type: Basic I Sens. Lake I Enhanced Basic I Bog or Exemption No. Landscape Management Plan: Yes I No Type: CDA I SDO I MDP I BP I LMP Name: Type: Major I Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Description: Describe landuse: Residential Describe any structural controls: High-use Site: Yes I No Treatment BMP: Maintenance Agreement: Yes I No with whom?: I Shared Fae / None February 25, 2016 Page 7 Senza Lakeview Preliminary Technical Information Report Figure 2 -Technical Information Report (nR) Worksheet, 2009 Surface Water Design Manual (cont'd.) • Clearing Limits • Cover Measures • Perimeter Protection • Tratlic Area Stabilization • Sediment Retention • Surface Water Control • Dust Control • Construction Sequence D Detention D Infiltration D Regional Facility D Shared Facility 0 Small Site BMP's D Other • Drainage Easement D Access Easement D Native Growth Protection Covenant • Tract D Other • Stabilize Exposed Surfaces • Remove and Restore Temporary ESC Facilities • • D D D • D D D D Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other ____________ _ Biofiltration Wetpool Media Filtration Oil Control Spill Control Small Site BMP's Other D Cast in Place Vault • Retaining Wall •Rockery> 4' High D Structural on Steep Slope D Other ·ii}i~ · ·::~· .-. Ji:f ~: ·,I· /'.i))ii} i I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached technical Information Report. To the best of my knowledge the information provided here is accurate. CPH Project No. 0139-15-001 CPIH CONSULTANTS Signed Date February 25, 2016 Poge 8 • • • • • • • • • • • • • • • •1 •1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 2 -CONDITIONS AND REQUIREMENTS SUMMARY Compliance with Project Drainage Requirements The storm drainage and temporary erosion control standards for the project are established by the City of Renton Addendum to the 2009 King County Surface Water Design Manual (KCSWDM). The project requires Full Drainage Review as it exceeds the impervious threshold for Small Site Review (Type I or Type II) and proposes more than 2,000 square feet of new impervious surface coverage. The KCSWDM specifies eight core and five special requirements that are to be met for this project. Compliance and/or applicability of each of these design standards are summarized below: SWDM Core Requirements l. Discharge at Natural Location: The project site currently slopes and drains northwesterly to a ditch then to a catch basin at the intersection of Lake Washington BLVD N and N 40•h St at the northwestern corner of the site. Roof drains, yard drains and catch basins will convey runoff to the existing stormwater conveyance system mentioned above. On-site storm water will maintain this existing drainage pattern and ultimate downstream discharge in accordance with current flow control standards . 2. Ollsite Analysis: Summarized in Section 3 -Off-site Analysis . 3. Flow Control: The project requires Level 1 (i.e., Basic) flow control according to the KCSWDM Flow Control Map. The location of the site is in close proximity to Lake Washington with the discharge point less than a half mile from the l 00-yr floodplain of Lake Washington. Therefore it qualifies for the Direct Discharge Exemption per the requirements set forth in the KCSWDM section 1.2.3. l and the City of Renton adopted version of the KCSWDM. A detailed description of the of the exemption and calculations of runoff flow rates are provided in Section 4 -Flow Control and Water Quality Facility Analysis and Design . 4. Conveyance System: The project proposes to collect on-site runoff and convey it to the proposed on- site stormfilter vault at the northwest corner of the site. These improvements are shown in Figures 4 and 5 and are described further in Section 5 -Conveyance System Analysis and Design . 5. Erosion and Sediment Control: Temporary controls are as described in Section 8 -CSWPPP Analysis and Design . 6. Maintenance and Operations: The on-site storm drainage facilities are proposed to be publicly maintained. Refer to Appendix A of the King County Surface Water Design Manual for the Maintenance Requirements . 7. Financial Guarantees and Liability: A Bond Quantity Worksheet will be prepared for this project prior to the final engineering package. Approval and all financial guarantees will be provided by the developer . 8. Water Quality: Basic Water Quality treatment is required for the proposed project. This treatment level is to be achieved by means of a Stormfilter vault as shown on Figures 4 and 5 and as described in Section 4 -Flow Control and Water Quality Facility Analysis and Design . CPH Project No. 0 J 39-J5-001 CPIH CONSULTANTS February 25, 2016 Page 9 'i I I I Senza Lakeview Preliminary Technical Information Report KCSWDM Speciol Requirements l. Other Adopted Area-Specific Requirements: No area-specific requirements apply to this project site. 2. Flood Hazard Area Delineation: The limits of this project are not located within or in proximity to a l 00-year floodplain. 3. Flood Protection Facilities: Not applicable. 4. Source Control: No additional source control is proposed. 5. Oil Control: The project is not considered a high~use area and no special oil control provisions are required. CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Poge 10 • • • • • • • • • • • • • • • • • :1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • , . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 3 -OFF-SITE ANALYSIS Task I: Study Area Definition and Maps The proposed proiect site is located at 397 Park Ave N in Renton, WA. The site is currently developed with three single-family homes, a gravel driveway and various outbuildings. The existing ground cover consists mostly of grass with various trees of varying age and health. The existing site topography consists of slopes ranging from 0°/o to 15°/o. The existing site conditions are shown in Figure 3 . The project site currently slopes and drains north and west to a ditch and catch basin at the intersection of Lake Washington BLVD N and N 40'" St at the northwest corner of the site. The ditch gradually slopes north along Lake Washington BLVD N. No water was observed in the ditch during the site visit and was lined with grass. Once the runoff enters the existing conveyance system it flows northwesterly for approximately 540' through a series of concrete pipes of varying sizes until it discharges into Lake Washington. The conveyance system was observed to be in good working order and no indications of overtopping, excessive sediment transport, or flooding was observed during our site visit . Task 2: Resource Review King County iMAP and the City of Renton (COR) Maps and GIS Data were reviewed to identify any potential sensitive areas in the proximity of the project site . • Wetlands: iMap does not identify any wetlands on the project site . • Streams and l 00-year Floodplain: The project site is not located in the l 00-year floodplain. • Erosion Hazard Areas: COR Maps identifies no erosion hazard areas on the project site • • Seismic Hazard Areas: COR Maps identifies no seismic hazard areas on the project site . • Coal Mine Hazard Areas: COR Maps identifies no coal mine hazard areas on the project site • • Critical Aquifer Recharge Area: The project site is not located within a critical aquifer recharge area per iMAP records • Basin Condition: iMap indicates the majority of the site as a high basin condition. The southwest corner of the project site is indicated as a low basin condition . • Areas Susceptible to Groundwater Contamination: iMap does not show the project site as being susceptible to groundwater contamination . Tosk 3: Field Inspection A field inspection was performed on Monday, January 25, 2016 on a sunny day with a temperature of approximately 52 degrees. The site is currently developed with three single-family homes with landscaped yards, a gravel driveway and various outbuildings. The majority of the site slopes west to a grass lined ditch along the western boundary of the site along Lake Washington BLVD N. A small area along the northern boundary of the site slopes northwesterly along N 4Q•h St to a catch basin at the intersection of N 4Q•h St and Lake Washington BLVD N . Onsite Drainage Basin The existing topography of the site has slopes ranging from 0% to l 5% over most of its area. The project site is comprised of a single drainage basin with surface runoff traveling primarily as sheet and shallow concentrated flows over pervious areas. The drainage basin is comprised mostly of grass along with three CPH Proiect No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 11 Senza Lakeview Preliminary Technical Information Report single-family homes, various outbuildings, landscaped areas and a gravel driveway. Based on visual inspection during the site visit and survey contour data there are no low points where runoff can collect on site . Task 4: Drainage System Description Downstream Basin Excess runoff from the drainage basin is conveyed north and west across the adjacent properties via sheet flow until it reaches an existing ditch along Lake Washington BLVD N and o catch basin near the northwest corner of the site. Flow from the ditch enters the catch basin at the intersection through a 62' long 18" concrete pipe. The catch basin also receives overland flow from runoff along the north boundary of the site and N 40'" St. The stormwater then flows north and west for approximately 1 25' through a series of 18" concrete pipes with slopes ranging from 3.8% to 25% to a 49' long 24" DI pipe which conveys the flows west under an existing BNSF railroad. Just west of the railroad the stormwoter discharges to a ditch for approximately 25' before entering a 24" concrete pipe. From here the stormwater flows west and south through a series of 24" and 30" concrete pipes with slopes ranging from 0.26% to 6.2% for approximately 340' before ultimately discharging into Lake Washington approximately 540' downstream from the project site discharge point. A downstream maps is shown in Figure 7. Upstream Basin Based on the site visit and information obtained from the previous Barbee Mill project it was determined the project site drainage basin is at the downstream end of a larger basin. The upstream basin was analyzed to determine the affect runoff could potentially hove on the project site. The total impervious area and overall basin area were determined in order to calculate total runoff upstream of the proiect site. Based on the site visit and survey contour data, surface runoff from the upstream basin does not flow onto the project site. The upstream analysis is discussed further in Section 4 -Flow Control and Water Quality Facility Analysis and Design. Total and impervious area information for the upstream basin can be obtained from Figure 6. CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 12 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -------------------------------------• • • • • • • • • ,. le • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 4 -FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The hydrologic analysis of the runoff conditions for this project is based on drainage characteristics such as basin area, soil type, and land use (i.e., pervious vs. impervious) for the proiect site as well as areas upstream of the project site. The upstream basin areas and locations were based off the drainage report generated for the Barbee Mill Townhomes project. The Western Washington Hydraulic Model (WWHM) software was used to evaluate the storm water runoff conditions for the project site ond upstream basins to verify that the existing conveyance system could safely and efficiently convey flows downstream of the site. The following is a summary of the results of the analysis and the proposed drainage facility improvements for this project . Existing Site Hydrology The existing site conditions are shown in Figure 3 of the Appendix. Existing site conditions within the area were modeled based on the basin configurations summarized in Table 4.1 below. The Western Washington Hydraulic Model (WWHM) software was used to model the existing site hydrology and calculate runoff peak rates. The results of the existing site runoff analysis are provided in Appendix B . Table 4. 1 -Land Use Cover, Existing Site Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Basin 4.07 0.42 0.00 3.65 Additionally, historic site (i.e., fully forested) conditions would be considered in the analysis of the pre- developed conditions for all on-site targeted developed surfaces in accordance with KCSWDM standards for Basic Flow Control. However our project meets the exemption for flow control. The existing land use conditions summarized in Table 4.2 are summarized for reference . Table 4.2 -land Use Cover, Pre-Developed Site Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Basin 4.11 0 4.11 0 Bypass Basin 0.04 0 0.04 0 Additional Intake 0.07 0 0.07 0 Basin Total 4.22 0 4.22 0 The basin site area totals 4.22 acres but includes a small 0.04 acre segment, delineated as Bypass Basin in Figure 5 that will be bypassed due to the grades of the site. However, on additional 0.07 acres, delineated as Additional Intake Basin in Figure 5 that is located off-site will be passed through the on-site facility and treated for water quality. Any areas widening or improved were modeled as forest for existing conditions . Input and output parameters for this model are provided in Appendix B of this report . CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 13 Senza Lakeview Preliminary Technical Information Report Developed Site Hydrology The site is planned to be improved with roadway, storm drainage, and utility infrastructure in support of seventeen (17) new single-family residences. Frontage improvements on Lake Washington BLVD N, N 40'' St and Park Ave N will be completed in accordance with city road standards as conditions with the preliminary plat approval. The developed site drainage is contained within one basin. The developed conditions of the site were modeled using the WWHM modeling software. All roods, building roof drains, on-site paved surfaces and most landscape areas on the site are collected and directed to the on-site water quality stormfilter. Due to the existing topography and roadway grades, a small portion of runoff from Lake Washington BLVD will be bypassed. However, as discussed in the Existing Conditions section and later in the Water Quality section, a treatment trade is used to negate this bypass area. Fully developed conditions were modeled using measured and land cover standards established by the current Zoning Code, which states that all lot areas are assumed to be 55% impervious and 45% gross. The impervious and pervious areas for all other areas were calculated directly by measuring the new roods and sidewalks as impervious and grass areas as pervious. In order to utilize the Direct Discharge Exemption per the requirements set forth in the KCSWDM section 1 .2.3. 1 the basins upstream and downstream of the project site were analyzed to determine flow rotes for the developed project. The upstream basin areas and locations were based off the drainage report generated for the Barbee Mill T ownhomes project which is located a few hundred feet northwest of the project site. From the Barbee Mill report it was determined that 24 acres upstream of the project site delineated as Basin A and 0.47 acres just downstream of the project site delineated as Basin B utilize the some conveyance system the subject project will discharge. Existing developed conditions were modeled using measured and land cover standards established by using Tobie 3.2.2.D of the 2009 KCSWDM. The upstream basin, Basin A was divided into 4 sub-basins to more accurately determine the dwelling unit densities. These densities were determined by dividing the number of dwelling units by the basin area. A portion of Basin B is within a BNSF R.O.W and o portion is with the Loke Washington BLVD N right-of-woy as no dwelling units are present. The sub-basin information is summarized in table 4.3 below: Table 4.3 -Land Use Cover, Existing Upstream Developed Conditions Basin ID Project Basin Basin A, Basin A, Basin Al Basin A• BNSF Bosin CPH Proiect No. 0139-15-001 CPIH CONSULTANTS Total Area (AC) 4.42 4.89 9.99 10.70 3.31 0.78 DU/GA 6.00 3.24 4.10 3.08 4.53 0.00 % Impervious 55 36 43 35 46 40 February 25, 2016 Poge 14 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report The results of the developed site runoff analysis for the project site and upstream basins are summarized in Tobie 4.4 and more detailed results ore provided in Appendix C. Table 4.4 -Runoff Volumes Basin 100-yr Flowrate (cfs) Project Basin 2.72 Basin A 16.86 BNSF Basin 0.42 A summary of the land use areas used to model Basins A and B is shown in Figure 6 . Flow Control The project site qualifies for the Direct Discharge Exemption per the requirements set forth in the KCSWDM section l .2.3. l. Backwater analysis was performed using AutoDesk Storm and Sanitary Analysis (SSA) to determine the effects on the existing stormwater system as a result from the added impervious areas from the project site. It was determine that the existing stormwoter system con safely and effectively convey the increased runoff for the 1 00-yr storm event generated by the additional imperious areas from the project site without overtopping. As a result, no flow control facilities are proposed for this proiect and the runoff with discharge directly to Lake Washington . Water Quality Design The KCSWDM requires that all proposed projects assess the requirement to provide water quality facilities to treat runoff of pollution-generating impervious surfaces. Storm drainage runoff from pollution generating impervious surfaces (PGIS) will require Basic Water Quality treatment prior to discharge to the downstream, off-site system. This treatment level is proposed to be achieved by a Stormfilter vault located at the northwest corner of the proiect site . Basic treatment facilities are required with the developed project site. Due to the existing topography and roadway grades, a small portion of runoff from Lake Washington BLVD will be bypassed. However, to offset this untreated area, the site will be treating a larger runoff area from existing previously untreated pavement along N 40'" St. Section l .2.8.2( in the COR Addendum to the KCSWDM discusses treatment trades and water quality treatment. This addendum states that runoff from the target surface may be released untreated if an existing non-target surface of similar size and pollutant characteristics is treated on the site . The bypass area, shown as Basin B in Figure 5 of the Appendix, is 0.04 acres. The previously untreated are along N 401h St is shown as Basin C in Figure 5 of the Appendix, amounts to 0.07 acres . The developed land use conditions displayed in Table 4.5 were used as the developed site conditions for the WWHM model and shown in Figure 5 of the Appendix. A summary of the impervious and pervious area calculations for the site is also provided in Appendix C. CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 15 Senza Lakeview Preliminary Technical Information Report Table 4.5 -Land Use Cover, Developed Conditions Basin ID Land Cover (AC) Total Area (AC) Impervious Till Forest Till Grass Site Basin 4.11 2.17 0 1.94 Bypass Basin 0.04 0.04 0 0 Additional Intake 0.07 Basin 0.07 0 0 Total 4.22 2.28 0 1.94 A summary of the stormfilter vault parameters are provided in Appendix D of this report. CPH Proiect No. 0 J 39-15-001 CPIH CONSULTANTS February 25, 2016 Page 16 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • i el • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 5 -CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance analysis far the project was performed in accordance with Chapter 4 of the KCSWDM which requires that new and existing pipe systems be designed with sufficient capacity to convey and contain at minimum the 25 year peak flow. The existing offsite conveyance system was analyzed to contain runoff rates generated by a l 00 year storm event. The analysis begins at an existing catch basin at the corner of Lake Washington BLVD N and N 40th St. This catch basin is where flows from the project site and flows from the upstream basins combine into the existing conveyance system. The analysis terminates at the end of the existing ditch west of the BNSF railroad prior to entering the conveyance system constructed for the Barbee Mill project. Analysis beyond this point can be obtained from the as-built Barbee Mill Technical Information Report. The design flow rate far conveyance/backwater analysis is based on peak flow rates calculated using AutoDesk Storm and Sanitary Analysis which utilizes the Rational Method. Developed conditions far improved tributary areas and existing conditions for any off~site tributary areas were used for input parameters. Refer to Appendix E of this report for the backwater analysis • Surface water collection and conveyance for the project is proposed by means of grading, grated inlets, and below grade pipes. The collection system is composed of roof drains, catch basins, and piping that discharges all water into a stormfilter vault. Stormwater from the vault will discharge to an existing manhole at the southeast corner of the Lake Washington BL VD N and N 4Qth St intersection . The storm drainage conveyance systems ore illustrated in Figures 4, and 5. Appendix E contains the supporting conveyance backwater analysis . CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 17 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 6 -SPECIAL REPORTS AND STUDIES Geotechnical Report prepared by Earth Solutions, Inc., September 17, 201 5 CPH Proiect No. 0139-15-001 CPIH CONSULTANTS Februory 25, 2016 Page 18 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 7 -OTHER PERMITS Construction and Grading Permits will be obtained from the City of Renton for roadway, storm drainage, and sanitary sewer improvements proposed for the infrastructure serving the subdivision . The project will also require a NPDES General Construction Stormwater Permit from the Washington State Department of Ecology to discharge stormwoter during construction . Preliminary Plat Approval will be obtained from the City of Renton to establish the layout of the land division and to ensure the proposed plat is in accordance with COR adopted standards . Individual building permits will be required for the on-site walls and the individual home structures . CPH Proiect No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 19 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 8 -CSWPPP ANALYSIS AND DESIGN Site specific details and provisions for the temporary erosion and sediment control (ESC) facilities are provided with the improvement plans that accompany this TIR. The proposed facilities have been selected and sized in accordance with the recommendations provided in the KCSWDM standards. In addition to the site-specific ESC measures, the following general Best Management Practices (BMPs) for sediment control shall also be implemented in accordance with the provisions of the KCSWDM, 1. Clearing Limits Construction clearing limits fence or silt fence will be installed by the contractor along the entire project corridor to prevent disturbance of project areas not designated for construction. These fences will be installed prior to clearing and grading activities where appropriate . 2. Cover Measures Temporary and permanent cover measures will be provided by the contractor to protect disturbed areas. Disturbed areas will be seeded and mulched to provide permanent cover measure and to reduce erosion within seven days, if those areas not scheduled for immediate work . 3. Perimeter Protection The contractor will install silt fences as indicated on the drawings prior to any up slope clearing, grading and trenching activities in order to reduce the transport of sediment offsite . 4. Traffic Area Stabilization Stabilized pads of quarry spoils will be installed by the contractor at all egress points from the project site as required to reduce the amount of sediment transported onto paved roads or other offsite areas by motor vehicles. It is not anticipated that a construction entrance will be required given the existing roadway • 5. Sediment Retention Sediment retention will be provided by silt fencing and catch basin inlet protection at the locations and dimensions shown on the project drawings . 6. Surface Wafer Control Surface water control will include ditches, temporary culverts, check dams, and/or other inlet and outlet protection at the locations and dimensions shown on the drawings . 7. Dust Control Water and/or street sweeping equipment will be used by the contractor to control dust emissions during construction operations . 8. Wet Season Requirements If soils are exposed during the period of October l to March 31, the contractor will mulch and seed or otherwise cover as much disturbed area as possible by the first week of October, in order to provide protective ground cover for the wet season. The contractor will also conform to the following wet season special provisions: CPH Project No. 0139-15-001 CP[H CONSULTANTS February 25, 2016 Page 20 Senza Lakeview Preliminary Technical Information Report A. Apply cover measures to disturbed areas that are to remain unworked for more than two doys. B. Protect stockpiles that ore to remain unworked for more than 1 2 hours. No area is to be left uncovered/denuded longer than 12 hours during the winter months. C. Provide onsite stockpiles of cover materials sufficient to cover all disturbed areas. D. Seed all areas that are to be unworked during the wet season by the end of the first week of October. E. Apply mulch to all seeded areas for protection. F. Provide onsite storage of 50 linear feet of silt fence (and the necessary stakes) for every acre of disturbed area. Straw bales are to be stockpiled onsite for use in an emergency. G. Provide construction rood and parking lot stabilization areas for all sites. H. Provide additional sediment retention as required by the City of Renton Engineer. I. Provide additional surface water controls as required by the City of Renton Engineer. J. Implement construction phasing and more conservative BMPs for construction activity near surface waters (to be evaluated). K. Review and maintain TESC measures on a weekly basis and within 24-hours after any runoff-producing event. 9. Sensitive Areas Restrictions No sensitive areas ore located on-site. l 0. Maintenance Requirements All ESC measures will be maintained and reviewed on a regular basis following the standard maintenance requirements identified in the project drawings. An ESC supervisor will be designated by the contractor and the name, address and phone number of the ESC supervisor will be given to the City prior to the start of construction. A sign will be posted at the primary entrance to the project site identifying the ESC supervisor and his/her phone number. The ESC supervisor will inspect the site at least once a month during the dry season, weekly during the wet season, and within 24 hours of each runoff-producing storm. A standard ESC maintenance report will be used as a written record of all maintenance. The contractor will be responsible for phasing of erosion and sediment controls during construction so that they ore coordinated with construction activities. The contractor will also be responsible for maintenance of temporary controls during construction, including removal of accumulated sediment, and for the removal of the controls and remaining accumulated sediment at the completion of construction. 11. Final Stabilization Prior to obtaining final construction approval, the site shall be stabilized, the structural ESC measures removed and drainage facilities cleaned. To obtain final construction approval, the following conditions must be met: • All disturbed areas of the site should be vegetated or otherwise permanently stabilized in accordance with project BMPs. At a minimum, disturbed areas should be seeded and mulched to provide a high likelihood that sufficient cover will develop shortly after final approval. The plans include erosion control notes and specifications for hydro-seeding and mulching disturbed areas. • Structural measures such as silt fences, pipe slope drains, storm drain inlet protection and sediment traps and ponds shall be removed once the proposed improvements are CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 21 • • • • • • • • • • • • • • • • • •1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report complete and vegetated areas are stabilized. All permanent surface water facilities shall be cleaned completely and restored to working order prior to removal of ESC facilities . CPH Project No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 22 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 9 -BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT All required bonds, facility summaries, and covenants will be provided prior to final approval. CPH Proiect No. 0139-15-001 CPIH CONSULTANTS February 25, 2016 Page 23 • • • ,. I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Preliminary Technical Information Report SECTION 10 -OPERATIONS AND MAINTENANCE MANUAL The on-site storm drainage conveyance facilities for this project will be publicly maintained by the City of Renton. The combined detention/water quality facility will be privately maintained and designed in accordance with KCSWDM. A site specific operations and maintenance manual for the private facilities will be completed prior to final recording . CPH Project No. 01 39-15-001 CPIH CONSULTANTS February 25, 20 l 6 Page 24 ,-------------------------- 1 e le I• I• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS FIGURES Site Planning Civil Engineering Project Management Land Development Consulting ~------------------·----------- "\ol:> All NOISl/13!> 31\fO "ON NOWNIHSVM 'A!Nno:> 8Nl\ol N01N31:1 ~O Ail:> ~ ~lihi "" _,. ~ ~1 SN0/1/0NOJ DN/1SIX3 ~~ M • w -· ~ 0:: ~ 39\/Nl\/i:IG ON\/ '!JNIG\/i:/9 ,WMG\/Oi:I :::, . ~ ~-~HI oE I :::, ~I w~ (!) o.." UzH§, "'~ ~u:::: 8 M31J\3}tv1 v'ZN3S s () 0 oU" I I • -" a u 1, u S9f 88 llll ~l!IINl~ll3lld 9T/9l/l g ~ • • • s f !2 ! -@g ~;; ~· u " I, ~ ol ~ 0 . " ~~:i •••••••••••••••••••••••••••••••••••••••••••• Sil( 88 "\D A8 ~~",,, ·~,,. ~IU~\INIV'!ll3~d 9J;/9lll l NOIS1/\3l::I 31V<l 'ON ~~ '·~~ *,~' '~, ·~ N018NIHS\IM 'AfNnOJ 8NIJ.i N01N31:1 ~O Afl:'.J SN0/1/0NOJ 31/S 03d013A30 39\INl\lt/Q ON\/ '9NIO\lt/9 ,,\ \IMO'v'Otl M31A3).l'v'l 'v'ZN3S i • <.) ~ ~ i': 5 0 w a_ ; ~ a I~ 0 •••••••••••••••••••••••••••••••••••••••••••• / ;- ;' ;·· ;· .• /' / BYPASS BASIN ---- / /~ ~ """ ·"'" .l' •. '~! #'~ .~ ~//;"0 , d i;' i 2 a I 3342700410 3342700412 EXIS11NG 5/1£ CONDITIONS l»ID co~ (AC} BASIN ID TOTAL AREA /IIPERYIOUS nil FOREST (AC) SITE BASIN 4.07 0.42 0.00 ------SD --SO 3"342700·1!4 3342700478 SW 1/4, NW 1/4, SEC.32, TWP.24N., RGE. 5E., W.M. -322t.059036 ' -~=-:L.'_ I ADDITIONAL INTAKE BASIN 3~3 --·----;.;~.g I N88·49·21~N 45'.,,47' -- '~~~· -1.AZ! ~~ j224()59045 IF -~-1-- , ( t" . ~-=i-.. -r-,..11, -----------...... _____ r .. -- SITE BASIN ( :: . :i; \ ,,/ . ,--"-----. / / ,1 ., •· \ ',._ // / ' ., . -----=-,-/ I n• y I fr-;; . .,.,;-'°'" ,/ /t3iStl ! / 1'\; I' I I If" _ £1 '-, c:::: ~ I I 11 iJJ:jf-~*'- 1 ~.~ J342700405 PRE-DE',UOFW SITE CONOOIONS Da"ELOP£l> 511£ CONMJONS LANO CO~ (AC) T LAND CO'vER (AC) ru GRASS BASIN !O j TOTAL ARfA (AC) IIIPER'.10US 111.L F0R£ST 1li1. GRASS BASIN ID TOTtc)EA [ 111PfRY10US T 111.1 FOREST I nu GRASS J.65 SITE BASIN 4.11 0.00 4.!! 0.00 SITE BASIN 4.11 I 2.17 I 0.00 I 1.94 BYPASS BASIN 0.04 0.00 0.04 0.00 BYPASS BASIN 0.04 ! 0.04 I 0.00 r 0.00 AD0/1/0NAf INTAKE BASIN 0.07 0.00 0.07 0.00 ,'.[)0/TIONAf INTAKE BASlN 0.07 I 0.07 I 0.00 I 0.00 10TAL 4.22 0.00 4.22 0.00 TOTAf 4.22 ! 2.2B l 0.00 I 1.94 ® 15 I~ ~lgj 'I~ ~ i G'.i a " . ill g ~ LU > LU ::s::: ::5 <( N z LU Cf) CUENT LU CD ~ ri q q 2: <,: ~ q <11 ~ ~ CD c1i :,... "' ~ ~ q ;;, <,: 0: 0 a 0: ICAP EQUITY, LLC 3535 FACTORIA BLVD SE SUITE #500 BELLEVUE.WA 98006 PHONE: (425) 278-9030 z ~ ~ 0 5 CPIH CONSULTANTS SitePl&'ln:ng • Civil [ngioeering LlidL'.eCor&tul,g. Pro,octManagerr,ent 114311'--·~-·21) -'11•98051 -:~12&2390ifl>::;<2S,l'M-2389 n•.<D'<ons,lt8'to.eo,o 0 30 601.,,~-------~ --PROJECT NO PL.AN IN FEET 0139,15-001 ~ CALL Bl!FORI! I DRAWING YOU DOG I FIGURE 5 1-800-424-55SS S~EET_l_o,_l_ c...,,,,.,,o:io,o=em.su,.,.,..u.c,.~~- SW 1/4, NW 1/4, SEC.32, TWP.24N., RGE. SE., W.M. I~ I / I -----=;i -~-, 0;: -----iTr= '· , I - 1 BNSE.BASIN: 47AC // I ""'",tr.,.~" I I " ro,~"":,:.,.,""" / "'"""''"'~" 1: ro;:~VIOUSAREA:4.30, C .J !----. IMPE:!':s:o.4?AC-/ TOTALAR:'Jii~:2.43AC ~ ~~tGRASS:s.69 .,. V I I I ~-__JI = -. '" ' ,, / / TILL GRASS, 1..9 Ir/ -I. , I 1-----~/ __,,y--w -------fj I .~ --~ I I f $ I i I ~.i7 BAS/NifA-4B9AC I t"l TOT~LA s·iREA·1.76AC I w / ~ // IMPERVIOU 'I . '---- ! =·"'"'" ! I\ ---.-~ ---B / ---:t;-c I , N38THSTRm_ --I z ____ /__ / -//_ I I I · -"""~-,, "" I I TOTAL , ·AREA:3.75AC "--I IMPE~~'f.,U:. i, oc .,. I I TIii L 11 \ I ~I / / / [_ I 1,------i' I ! m= 1 1 I '" I N36THSTREET .,----~---i r-F _ _ _ I I BASl/'J.flR~-331 1~ __ . Ai 1 1 1 TOTAL,. · . ·l1.:>.,I.AC ~ IMPERVIOUS AREA.' I I ---1,--· 1..79 AC Lt TILL GRASS. -----1 '-,~ N 36TH STREET ® ~n~ ~l&i " 'I' 0 , ii, :,:: ~ a " . "I~ ~ ~ Cl~ 0 z LU ('J ~ ~ q q 3:: ~ LJ.J . -('J > ?; LJ.J q U) '-/ <,: ~ ~ a:: U) <( ('J al _J >-:; <( ~ ~ z N a ;:n ~ Z <:(o...~ 0 ::) :: LJ.J a:: 0 en § CLIENT ICAP EQUITY, LLC 3535 FACTOR!A BLVD SE SUITE lt500 BELLEVUE.WA 98006 PHONE: (425) 278-9030 CPIH CONSULTANTS 511ePlann,f111 • Civil Eii1neering la~UseCOrwllin&• Projed.~ l1"31VI-IIO.!E.S..120 _, .. \li!llS2 Ptv,e-,<2S1m2m1,1..1:,.•2Siml389 ~••·""'°''"l"'"·'•m w----:= PF!OJECT NO o 100 200 1 I PLAN IN FEET oi39-15-001 ~ CA~~~::RI! I DRAWIFIGURE 6 ~ 1-800-424-5555 1---------- SHEET_l_o,_l_ """""'"''°10,0r;:,,<""""-u.c. ........ - •--------------------~---------------------------, • • • • • • • • • • • • • • • • • • • • • 0 WGS_1984_Web_Mercator_Auxiliary_Sphere 64 C ity of Renton Print map Template 128 Feet RentonMapSupport@Rentonwa.gov 03/03/2016 This map is a user generated static output from an Internet mapping site and is for reference only . Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. T HIS MAP IS NOT TO BE USED FOR NAVIGATION Legend City and County Boundary 'I L-Other -·, l..; City of Renton Addresses r Parcels -Network Structures a Inlet 0 Manhole • Utility V ault • Unknown Structure • Control Structure • Pump Station , . Discharge Point • Water Quality Detention Facilities "' Pond • Ta nk • Vault i Weijand -Pipe -Culvert -Open Drains -Virtual Drainline • Facility Outline Private Network Structures Inlet 0 Manhole C Utility V ault II Unknown Structur e • Private Control Structure ,. Private Discharge Point e Private Water Quality Private Detention Facilities 'd Pond 0 Tank • Vault . , Wetland ..:£L -Private Pipe -Private Culvert -Private Open Drains • Private Facil ity Outline - Notes None 0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX A NRCS SOILS REPORT Site Planning Civil Engineering Project Monogement Land Development Consulting ;o,:•• I .... -- : ... ~ ~ N 40th St .. ~ -.......~. ~ , ... - 0(:- ,.u ~ ~ :... .,...<:- ~ ~ $ c:, - ~~ .,. *fl, ~ v --z <i Cl> > <I: -! -~ -Q. --~ ~ -- -.. • I . I ~ . ~ •• I •• I .... I .... ... . ... . .... ..... .. I :.:. :.1:. .. 'I ... II C'I:':• .. '. , .. I . . . . -. . I . . ... . . .. . -. Soil Map-King County Area , Wash1ngton MAP LEGEND Area of Interest (AOI) Isl Spoil Area D Area of Interest (AOI) 0 Stony Spot Soils 0) Very Stony Spot D Soil Map Unit Polygons ~ Wet Spot ,,.,; Soil Map Unit lines Other 6 • Soil Map Unit Potnts Special Line Features •• Special Point Features Water Features w Blowout Streams and Canals -ml Borrow Pit Transportation • Clay Spot H+ Rails 0 Closed Depression _,_ Interstate Highways ~ Gravel Pit _,_ US Routes ... Gravelly Spot ,:::;:,:; Major Roads 0 Landfill Local Roads A. Lava Flow Background ... Marsh or swamp • Aenal Photography ~ Mine or Quarry 0 Miscellaneous Water 0 Perennial Water 'V Rock Outcrop + Saline Spot ... Sandy Spot .. -Severely Eroded Spot 0 Sinkhole ~ ShdeorShp /JI SodicSpot MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . Please rely on the bar scale on each map sheet for map measurements . Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey .nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection , should be used if more accurate calculations of distance or area are required . This product is generated from the USDA-NRCS certified data as of the version date(s) listed below . Soil Survey Area : Survey Area Data : King County Area , Washington Version 11 , Sep 14, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed : Aug 31 , 2013--0ct 6, 2013 The orthophoto or other base map on which the soil lines were compi led and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. ~ Natural Resources Web Soil Survey 1/22/2016 Conservation Service National Cooperative Soil Survey Page 2 of 3 •••••••••••••••••••••••••••••••••••••••••••• • • • • 1: • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Soil Map-King County Area, Washington Map Unit Legend AgC j Alderwood gravelly sandy loam, I 1.41 33.4%. 8 to 15 percent slopes . lnC ---ndianola loamy sand, 5 to 15 I 2.71 66.6% percent slopes iT~t;,; ti ,;,;;~,-1~t~;;; -----------. -]______ --4~1--100.oo/~] Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/22/2016 Page 3 of 3 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX 8 WWHM REPORT Site Planning Civil Engineering Project Management land Developmenl Consuhing • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • General Model Information Project Name: Existing Site Site Name: Kennydale Site Address: City: Renton Report Date: 2/24/2016 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.00 Version: 2015/01/08 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: Existing Site 50 Percent of the 2 Year 50 Year 2/24/2016 10:39:57 AM Page2 • Landuse Basin Data • • Predeveloped Land Use • Existing Conditions • Bypass: No • Groundwater: No • • Pervious Land Use Acres • C, Lawn, Mod 1.46 C, Lawn, Steep 2.19 • Pervious Total 3.65 • • Impervious Land Use Acres • PARKING MOD 0.42 • Impervious Total 0.42 • Basin Total 4.07 • • Element Flows To: • Surface lnterflow Groundwater • • • • • . , ., •I • • • • • • • • • • • • • • • • risting Site 2/24/201610:39:57 AM Page 3 • • • • • Mitigated Land Use • Developed Conditions • Bypass: No • GroundWater: No • • Pervious Land Use Acres C, Lawn, Mod 1.83 • • Pervious Total 1.83 • Impervious Land Use Acres • PARKING MOD 2.24 • Impervious Total 2.24 • • Basin Total 4.07 • Element Flows To: • Surface lnterflow Groundwater • • • • • • • • • • • • • • • • • • • • • • • • • • Existing Site 2/24/2016 10:39:57 AM Page4 • Routing Elements Predeveloped Routing risting Site 2/24/201610:39:57 AM Page 5 • • • • • • • • • • • • • • •• I • •I • • • • • • • • • • • • • • • • • • • • • • • • • • • Analysis Results POC 1 . ' " . ~-···::: .... "' i ! " • • '~?+~H--~~--11 +H-,..+ ..... . . ... l--'-------------'" UIJ 5 10 ZIJll'.l~!Qm 110 ••• 901 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 3.65 Total Impervious Area: 0.42 Mitigated Landuse Totals for POC #1 1Total Pervious Area: 1.83 ~otal Impervious Area: 2.24 Flow Frequency Method: Log Pearson Type 111178 I Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.572704 5 year 0.890069 10 year 1.126302 25 year 1 .453092 50year 1.716556 100 year 1.996886 I F,low Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1 .132872 5 year 1.48818 1:0 year 1. 7 42142 2.5 year 2.085095 5.0 year 2.357094 100 year 2.643666 Jnnual Peaks Ahnual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 1.034 1.597 1950 1.001 1.401 1951 0.560 0.934 1952 0.300 0.708 1953 0.258 0.804 1954 0.455 0.920 1955 0.434 1.064 1956 0.567 0.920 1957 0.656 1.144 1958 0.389 0.891 E 1. S xrng ,te 2/24/201610:39:57 AM Page 7 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• I • • • 1• 1• 1• 1959 0.346 0.898 1960 0.624 1.054 !• 1961 0.451 0.958 • 1962 0.251 0.761 1963 0.544 1.013 • 1964 0.503 0.884 • 1965 0.700 1.176 1966 0.353 0.793 • 1967 1.010 1.477 • 1968 0.766 1.739 1969 0.655 1.075 • 1970 0.532 1.049 • 1971 0.624 1.281 1972 0.929 1.356 • 1973 0.262 0.722 • 1974 0.652 1.240 1975 0.707 1.160 • 1976 0.505 0.977 • 1977 0.462 0.946 1978 0.562 1.241 • 1979 0.409 1.514 • 1980 1.301 1.970 1981 0.501 1.080 • 1982 1.041 1.641 • 1983 0.647 1.212 • 1984 0.347 0.815 1985 0.484 1.044 • 1986 0.568 0.960 • 1987 0.530 1.354 1988 0.238 0.859 • 1989 0.259 1.345 • 1990 1.871 2.333 1991 1.331 1.890 • 1992 0.445 0.863 • 1993 0.253 0.945 1994 0.196 0.811 • 1995 0.397 0.968 • 1996 0.985 1.386 1997 0.605 1.082 • 1998 0.546 1.068 • 1999 1.458 2.455 2000 0.588 1.086 • 2001 0.358 1.194 • 2002 0.874 1.419 2003 0.882 1.457 • 2004 1.273 2.330 • 2005 0.527 0.907 2006 0.531 0.880 • 2007 1.738 2.227 • 2008 1.263 1.760 2009 0.747 1.421 • Ranked Annual Peaks • Ranked Annual Peaks for Predeveloped and Mitigated. POC#1 • Rank Predeveloped Mitigated • 1 1.8710 2.4553 2 1.7383 2.3325 • 3 1.4577 2.3298 • • Existing Site 2/24/201610:40:51 AM Pages • • • 4 1.3309 2.2265 • 5 1.3010 1.9701 6 1.2733 1.8899 • 7 1.2626 1.7595 • 8 1.0412 1.7387 9 1.0338 1.6406 • 10 1.0098 1.5968 • 11 1.0011 1.5138 12 0.9848 1.4773 • 13 0.9288 1.4572 • 14 0.8824 1.4210 15 0.8739 1.4194 • 16 0.7658 1.4013 • 17 0.7471 1.3858 18 0.7075 1.3561 • 19 0.6998 1.3538 • 20 0.6556 1.3449 21 0.6545 1.2811 • 22 0.6525 1.2412 • 23 0.6474 1.2402 24 0.6240 1.2121 • 25 0.6236 1.1943 • 26 0.6047 1.1765 27 0.5881 1.1602 • 28 0.5681 1.1435 • 29 0.5675 1.0864 30 0.5618 1.0825 • 31 0.5605 1.0801 • 32 0.5459 1.0751 33 0.5436 1.0676 • 34 0.5323 1.0637 • 35 0.5307 1.0542 36 0.5302 1.0486 ., '37 0.5265 1.0442 • 138 0.5052 1.0134 39 0.5031 0.9765 • !4o 0.5014 0.9680 • 41 0.4841 0.9602 • 42 0.4618 0.9576 43 0.4549 0.9457 • 44 0.4512 0.9448 I • 15 0.4452 0.9345 16 0.4345 0.9200 • 47 0.4088 0.9200 • 48 0.3972 0.9070 49 0.3892 0.8978 • 50 0.3585 0.8910 • 51 0.3532 0.8839 52 0.3473 0.8800 • 53 0.3457 0.8628 • 54 0.3003 0.8595 55 0.2619 0.8149 • 5.6 0.2588 0.8110 • 57 0.2582 0.8040 58 0.2533 0.7934 • 59 0.2511 0.7613 • 60 0.2384 0.7216 6h 0.1956 0.7076 • ELiing Site • 2/24/201610:40:51 AM Page 9 • I • • • Duration Flows • • Flow(cfs) Predev Mit Percentage Pass/Fail • 0.2864 1212 9439 778 Fail • 0.3008 1048 8408 802 Fail 0.3152 878 7383 840 Fail • 0.3297 742 6652 896 Fail • 0.3441 634 5843 921 Fail 0.3586 551 5215 946 Fail • 0.3730 480 4673 973 Fail • 0.3875 430 4194 975 Fail 0.4019 382 3764 985 Fail • 0.4164 329 3356 1020 Fail • 0.4308 302 3035 1004 Fail 0.4453 271 2699 995 Fail • 0.4597 248 2460 991 Fail • 0.4742 231 2224 962 Fail 0.4886 213 2016 946 Fail • 0.5030 195 1830 938 Fail • 0.5175 178 1663 934 Fail 0.5319 161 1528 949 Fail • 0.5464 145 1402 966 Fail • 0.5608 137 1289 940 Fail 0.5753 122 1190 975 Fail • 0.5897 114 1095 960 Fail • 0.6042 107 1013 946 Fail 0.6186 102 943 924 Fail • 0.6331 93 862 926 Fail .I 0.6475 92 795 864 Fail 0.6620 84 727 865 Fail • 0.6764 79 678 858 Fail • ,0.6909 74 606 818 Fail Ki~g~ 69 574 831 Fail • 67 536 800 Fail • 0.7342 65 504 775 Fail b.7486 63 472 749 Fail • b.7631 58 442 762 Fail • iJ.7775 54 418 774 Fail 0.7920 52 399 767 Fail • 0.8064 51 375 735 Fail • 0.8209 47 355 755 Fail • 0.8353 47 330 702 Fail 0.8498 43 312 725 Fail • d.8642 43 289 672 Fail d.8787 40 270 675 Fail • ci.8931 37 251 678 Fail • d.9076 37 236 637 Fail • o'.9220 36 220 611 Fail Ol9364 34 210 617 Fail • 0[9509 32 192 600 Fail • 0!9653 28 185 660 Fail 0!9798 27 170 629 Fail • 0!9942 24 168 700 Fail • 1.'0087 22 162 736 Fail 1.'0231 21 151 719 Fail • 1.0376 20 148 740 Fail • 1.0520 17 141 829 Fail I • Exi\sting:ite 2/24/201610:40:51 AM Page 11 • • ----------------------------------------• • • 1.0665 17 134 788 Fail • 1.0809 17 128 752 Fail 1.0954 17 120 705 Fail • 1.1098 16 116 725 Fail • 1.1242 16 111 693 Fail 1.1387 16 111 693 Fail • 1.1531 16 106 662 Fail • 1.1676 15 101 673 Fail 1.1820 15 98 653 Fail • 1.1965 14 93 664 Fail • 1.2109 14 88 628 Fail 1.2254 13 84 646 Fail • 1.2398 12 80 666 Fail • 1.2543 12 74 616 Fail 1.2687 10 69 690 Fail • 1.2832 9 64 711 Fail • 1.2976 8 63 787 Fail 1.3121 7 61 871 Fail • 1.3265 7 58 828 Fail • 1.3409 6 54 900 Fail 1.3554 6 52 866 Fail • 1.3698 6 48 800 Fail • 1.3843 6 46 766 Fail 1.3987 6 44 733 Fail • 1.4132 5 40 800 Fail • 1.4276 5 38 760 Fail 1.4421 4 38 950 Fail • 1.4565 4 35 875 Fail • 1.4710 3 31 1033 Fail 1.4854 3 29 966 Fail • 1.4999 2 29 1450 Fail • 1.5143 2 25 1250 Fail 1.5288 2 23 1150 Fail • 1.5432 2 23 1150 Fail • 1.5576 2 23 1150 Fail 1.5721 2 23 1150 Fail • 1.5865 2 23 1150 Fail • 1.6010 2 22 1100 Fail 1.6154 2 21 1050 Fail • 1.6299 2 20 1000 Fail • 1.6443 2 19 950 Fail 1.6588 2 19 950 Fail • 1.6732 2 18 900 Fail • 1.6877 2 17 850 Fail 1.7021 2 17 850 Fail • 1.7166 2 17 850 Fail • The development has an increase in flow durations • from 1 /2 Predeveloped 2 year flow to the 2 year flow • or more than a 10% increase from the 2 year to the 50 • year flow . The development has an increase in flow durations for • more than 50% of the flows for the range of the • duration analysis . • • • • Existing Site 2/24/2016 10:40:51 AM Page 12 • Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: O cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Existing Site 2/24/201610:40:51 AM Page 13 • • • • • • • • • • • • • • • • • • • • • • •• e: • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • LID Report LID Technique I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' Used for Total Volume Treatment? Needs Treatment (ac-11) " Volume Infiltration CUmulatiVe Percent Water Quality Percent Comment Through Volume Volume Volume Water Quality Facility (aC-11) Infiltration Infiltrated Treated (ac-11) Credit Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Existing Site 2/24/2016 10:41 :04 AM Page 15 • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Appendix Predeveloped Schematic Existing Site -xistin ~ 1 ondit ans A n7-- 2/24/201610:41 :04 AM Page 16 Mitigated Schematic I I I ' ' I I -"· Develc ped I ondit ans 1 A n7--. . -- I ixisting Site 2/24/2016 10:41 :04 AM Page 17 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ,. • • • ,. i. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 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 Existing Site 2/24/201610:41:05 AM Page 22 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • General Model Information • • Project Name: default[6] • Site Name: Kennydale • Site Address: • City: Renton • Report Date: 2/10/2016 • Gage: Seatac • Data Start: 1948/10/01 • Data End: 2009/09/30 • Timestep: 15 Minute • Precip Scale: 1.00 • Version: 2015/01/08 • • POC Thresholds • • • Low Flow Threshold for POC1: 50 Percent of the 2 Year • High Flow Threshold for POC1: 50 Year • • • • • • • • • • • • • • • • • • • • • • • defaultl6] 2/10/20161 :00:19 PM Page2 • • Landuse Basin Data • • Predeveloped Land Use • Predeveloped • Bypass: No • Groundwater: No • • Pervious Land Use Acres • C, Forest, Mod 1.69 C, Forest, Steep 2.53 • Pervious Total 4.22 • Impervious Land Use Acres • • Impervious Total 0 • Basin Total 4.22 • • Element Flows To: • 'Surface lnterflow Groundwater • • • • ei • • • • • • • • • • • • • • • • • • • • defaultl6] 2/10/20161:00:19 PM Page3 • I • • • • Mitigated Land Use • Developed • Bypass: No • GroundWater: No • • Pervious Land Use Acres C, Lawn, Mod 1.94 • • Pervious Total 1.94 • Impervious Land Use Acres • PARKING MOD 2.28 • Impervious Total 2.28 • Basin Total 4.22 • • Element Flows To: • Surface lnterflow Groundwater • • • • • • • • • • • • • • • • • • • • • • • • • • default[6] 2/10/20161:00:19 PM Page 4 • Routing Elements Predeveloped Routing default[6J I 2/10/20161:00:19 PM Page 5 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • i •1 •1 • • • • • • • • • • • • Analysis Results POC 1 . . . . +-~-. -;--. c-c. ·=···''"";,~-·"·-··_· ~~--" l-------------------1,. OSI I i 10 20JO $11 10IO 1111. •1111ou1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 4.22 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 1.94 Total Impervious Area: 2.28 Flow Frequency Method: Log Pearson Type 111 178 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.164174 5 year 0.263054 10 year 0.325651 25 year 0.399379 50 year 0.450063 100 year 0.497158 Flow Frequency Return Periods for Mitigated. POC #1 1 Return Period Flow(cfs) :2 year 1.159607 5 year 1.52534 11 O year 1 . 787025 25 year 2.1407 ~o year 2.42141 100 year 2.717331 I f.nnual Peaks ~nnual Peaks for Predeveloped and Mitigated. POC #1 '(ear Predeveloped Mitigated 1\949 0.185 1.640 11950 0.207 1.442 1951 0.331 0.959 1952 0.117 0.723 1953 0.091 0.819 1954 0.129 0.942 1955 0.230 1.087 1956 0.178 0.944 1957 0.160 1.173 1958 0.158 0.910 I default[6] 2/10/20161:00:19 PM I Page 7 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1959 0.132 0.914 1960 0.239 1.081 • 1961 0.129 0.980 • 1962 0.089 0.777 1963 0.118 1.038 • 1964 0.154 0.906 • 1965 0.111 1.207 1966 0.103 0.811 • 1967 0.244 1.519 • 1968 0.137 1.779 1969 0.140 1.103 • 1970 0.121 1.073 • 1971 0.128 1.312 1972 0.260 1.391 • 1973 0.125 0.735 • 1974 0.126 1.271 • 1975 0.194 1.191 1976 0.134 1.000 • 1977 0.021 0.968 • 1978 0.124 1.264 1979 0.066 1.543 • 1980 0.306 2.024 • 1981 0.099 1.105 1982 0.233 1.682 • 1983 0.171 1.237 • 1984 0.114 0.833 1985 0.064 1.067 • 1986 0.285 0.985 • 1987 0.250 1.381 1988 0.105 0.875 • 1989 0.063 1.369 • 1990 0.556 2.406 1991 0.313 1.944 • 1992 0.133 0.884 • 1993 0.127 0.962 1994 0.043 0.826 • 1995 0.163 0.990 • 1996 0.376 1.423 1997 0.320 1.111 • 1998 0.094 1.093 • 1999 0.304 2.519 2000 0.132 1.113 • 2001 0.027 1.218 • 2002 0.148 1.455 2003 0.206 1.495 • 2004 0.275 2.388 • 2005 0.184 0.930 2006 0.190 0.903 • 2007 0.420 2.284 • 2008 0.542 1.811 2009 0.251 1.447 • • Ranked Annual Peaks • Ranked Annual Peaks for Predeveloped and Mitigated . POC#1 Rank Predeveloped Mitigated • 1 0.5557 2.5189 • 2 0.5421 2.4062 3 0.4204 2.3882 • • default[6] 2/10/2016 1 :00:40 PM Page 8 • • • 4 0.3762 2.2836 • 5 0.3311 2.0243 6 0.3198 1.9445 • 7 0.3127 1.8109 • 8 0.3061 1.7786 9 0.3038 1.6816 • 10 0.2852 1.6396 • i 1 0.2754 1.5427 12 0.2604 1.5186 • 13 0.2507 1.4949 • 14 0.2504 1.4552 is 0.2439 1.4468 • 16 0.2393 1.4424 • 17 0.2334 1.4229 is 0.2305 1.3911 • 19 0.2070 1.3810 • 20 0.2056 1.3689 21 0.1938 1.3116 • 22 0.1901 1.2714 • 23 0.1850 1.2642 24 0.1839 1.2372 • 25 0.1779 1.2176 • 26 0.1715 1.2072 27 0.1631 1.1907 • 28 0.1601 1.1729 •i 29 0.1583 1.1130 30 0.1535 1.1107 • 31 0.1481 1.1049 • 32 0.1399 1.1029 • 33 0.1365 1.0934 34 0.1339 1.0874 • 35 0.1333 1.0815 • 36 0.1319 1.0734 37 0.1317 1.0674 • 38 0.1294 1.0382 • 39 0.1292 1.0003 40 0.1277 0.9897 • 41 0.1266 0.9847 • 42 0.1262 0.9802 43 0.1249 0.9680 • 44 0.1235 0.9624 • 45 0.1212 0.9591 46 0.1180 0.9442 • 47 0.1170 0.9417 • 48 0.1140 0.9303 49 0.1108 0.9139 • ~o 0.1047 0.9103 • 51 0.1034 0.9065 52 0.0987 0.9033 • 53 0.0943 0.8836 • 54 0.0905 0.8749 ~5 0.0892 0.8330 • 5,6 0.0662 0.8255 • 57 0.0641 0.8194 ~8 0.0628 0.8113 • 59 0.0430 0.7768 • 5'0 0.0265 0.7345 6i1 0.0212 0.7228 • • default[6] 2/10/20161:00:40 PM Page 9 • I • • • Duration Flows • The Facility PASSED • Flow(cfs) Predev Mit Percentage Pass/Fail • • 0.0821 0 0 0 Pass 0.0858 0 0 0 Pass • 0.0895 0 0 0 Pass • 0.0932 0 0 0 Pass 0.0970 0 0 0 Pass • 0.1007 0 0 0 Pass • 0.1044 0 0 0 Pass 0.1081 0 0 0 Pass • 0.1118 0 0 0 Pass • 0.1155 0 0 0 Pass 0.1193 0 0 0 Pass • 0.1230 0 0 0 Pass • 0.1267 0 0 0 Pass 0.1304 0 0 0 Pass • 0.1341 0 0 0 Pass • 0.1378 0 0 0 Pass 0.1416 0 0 0 Pass • 0.1453 0 0 0 Pass • 0.1490 0 0 0 Pass 0.1527 0 0 0 Pass • 0.1564 0 0 0 Pass • 0.1601 0 0 0 Pass 0.1639 0 0 0 Pass • 0.1676 0 0 0 Pass ., 0.1713 0 0 0 Pass 0.1750 0 0 0 Pass •i 0.1787 0 0 0 Pass el 0.1824 0 0 0 Pass 0.1862 0 0 0 Pass • 0.1899 0 0 0 Pass • 0.1936 0 0 0 Pass 0.1973 0 0 0 Pass • 0.2010 0 0 0 Pass • 10.2047 0 0 0 Pass 0.2085 0 0 0 Pass • 10.2122 0 0 0 Pass • p.2159 0 0 0 Pass 0.2196 0 0 0 Pass • :~:~~~~ 0 0 0 Pass • 0 0 0 Pass • p.2308 0 0 0 Pass 0.2345 0 0 0 Pass • 0.2382 0 0 0 Pass 0.2419 0 0 0 Pass • 0.2456 0 0 0 Pass • 0.2493 0 0 0 Pass b.2531 0 0 0 Pass • b.2568 0 0 0 Pass • b.2605 0 0 0 Pass • 0.2642 0 0 0 Pass 0.2679 0 0 0 Pass • 0.2717 0 0 0 Pass 0.2754 0 0 0 Pass • I • default[6) 2/10/2016 1 :00:40 PM Page 11 • I • • • • 0.2791 0 0 0 Pass • 0.2828 0 0 0 Pass 0.2865 0 0 0 Pass • 0.2902 0 0 0 Pass • 0.2940 0 0 0 Pass 0.2977 0 0 0 Pass • 0.3014 0 0 0 Pass • 0.3051 0 0 0 Pass 0.3088 0 0 0 Pass • 0.3125 0 0 0 Pass • 0.3163 0 0 0 Pass 0.3200 0 0 0 Pass • 0.3237 0 0 0 Pass • 0.3274 0 0 0 Pass 0.3311 0 0 0 Pass • 0.3348 0 0 0 Pass • 0.3386 0 0 0 Pass 0.3423 0 0 0 Pass • 0.3460 0 0 0 Pass • 0.3497 0 0 0 Pass 0.3534 0 0 0 Pass • 0.3571 0 0 0 Pass • 0.3609 0 0 0 Pass 0.3646 0 0 0 Pass • 0.3683 0 0 0 Pass • 0.3720 0 0 0 Pass 0.3757 0 0 0 Pass • 0.3794 0 0 0 Pass • 0.3832 0 0 0 Pass 0.3869 0 0 0 Pass • 0.3906 0 0 0 Pass • 0.3943 0 0 0 Pass 0.3980 0 0 0 Pass • 0.4017 0 0 0 Pass • 0.4055 0 0 0 Pass 0.4092 0 0 0 Pass • 0.4129 0 0 0 Pass • 0.4166 0 0 0 Pass 0.4203 0 0 0 Pass • 0.4240 0 0 0 Pass • 0.4278 0 0 0 Pass 0.4315 0 0 0 Pass • 0.4352 0 0 0 Pass • 0.4389 0 0 0 Pass 0.4426 0 0 0 Pass • 0.4463 0 0 0 Pass • 0.4501 0 0 0 Pass • • • • • • • • • default[6[ 2/10/2016 1 :00:40 PM Page 12 • ------ Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.3385 acre-feet On-line facility target flow: 0.4043 els. Adjusted for 15 min: 0.4043 els. Off-line facility target flow: 0.2236 els. Adjusted for 15 min: 0.2236 els. default[6) I 2/10/2016 1 :00:40 PM Page 13 • • • • • • • • • • • • • • • • • • • • • • • • . , .I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • LID Report UO Technique I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Used for Treatment? Total Volume Volume Needs Through Treatment Facility (3C·ft) (ac-fl.) Infiltration Cumulative Percent Water Quality Percent Comment Volume Volume Volume Waterauality (ac..ff) Infiltration Infiltrated Treated Credit ., Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[6) 2/10/20161 :00:51 PM I Page 15 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . , •1 .i • • • • • • • • • • • • • • • Appendix • Predeveloped Schematic • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • default[6] • -rede, •elopec i 1 ..,,., __ T• 2/10/2016 1 :00:51 PM Page 16 Mitigated Schematic I Develc ped I 1 . 22ac I default(6] I - 2/10/2016 1 :00:51 PM Page 17 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Predeveloped UGI File RUN GLOBAL WWHM4 START model simulation 1948 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2009 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> <-----------File Name------------------------------>*** WDM MESSU END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND PERLND COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl default [6] . wdm Predefault[6] .MES Predefault [6] .L61 Predefault[6] .L62 P0Cdefault[6]1.dat 11 12 501 1 INDELT 00,15 *** # #<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Predeveloped MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 501 1 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems User t-series in out Printer Engl Metr *** *** *** # -# 11 12 END C, Forest, Mod C, Forest, Steep GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active # -# ATMP SNOW PWAT SED 11 0 0 1 0 12 0 0 1 0 END ACTIVITY PRINT-INFO 1 1 1 1 1 1 1 1 27 0 27 0 Sections ***************************** PST PWG PQAL MSTL PEST NITR PHOS TRAC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 <PLS # - >*****************Print-flags***************************** # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC default[6] 2110/2016 1 :00:52 PM *** PIVL PYR ********* Page 18 11 0 0 4 0 0 0 0 0 0 0 0 0 12 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR KVARY 11 0 4.5 0.08 400 0.1 0.5 12 0 4.5 0.08 400 0.15 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP 11 0 0 2 2 0 0 12 0 0 2 2 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZSN NSUR INTFW IRC LZETP 11 0.2 0.5 0.35 6 0.5 0.7 12 0.2 0.3 0.35 6 0.3 0.7 END PWAT-PARM4 PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # -# *** CEPS 11 0 12 0 END PWAT-STATEl END PERLND I IMPLND GEN-INFO SURS 0 0 <PLS ><-------Name-------> # -# END GEN-INFO *** Section !WATER*** ACTIVITY uzs 0 0 Unit-systems User t-series in out IFWS 0 0 Printer Engl Metr LZS 2.5 2.5 *** *** *** AGWS 1 1 <PLS >*************Active # -# ATMP SNOW IWAT SLD END ACTIVITY Sections IWG IQAL ***************************** *** PRINT-INFO <ILS >********Print-flags ******** PIVL PYR # -# ATMP SNOW IWAT SLD IWG IQAL ••••••••• END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags # -# CSNO RTOP VRS VNN RTLI *** END IWAT-PARMl IWAT-PARM2 <PLS > IWATER # -# ••• LSUR END IWAT-PARM2 I •IWAT-PARM3 I input info: Part 2 *** SLSUR NSUR RETSC default[6) I 2/10/20161:00:52 PM ••• 1 9 1 9 AGWRC 0.996 0. 996 AGWETP 0 0 *** *** GWVS 0 0 Page 19 • • • • • • • • • • • • • • • • • • ., • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • <PLS > !WATER input info: Part 3 *** # -# ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEl <PLS >***Initial conditions at start of simulation # -# *** RETS SURS END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <Name> # Predeveloped*** PERLND 11 PERLND 11 PERLND 12 PERLND 12 ******Routing****** END SCHEMATIC <--Area--> <-factor-> 1. 69 1. 69 2.53 2.53 <-Target-> <Name> # COPY 501 COPY 501 COPY 501 COPY 501 MBLK *** Tbl# *** 12 13 12 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name># #<-factor->strg OUTPUT MEAN 1 1 48.4 <-Target <Name> DISPLY vols> <-Grp> <-Member-> <Name> # # # <Name>## COPY 501 1 INPUT TIMSER 1 <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems # -#<------------------><---> User T-series in out END GEN-INFO *** Section RCHRES*** ACTIVITY Printer Engl Metr LKFG <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS >*****************Print-flags******************* PIVL PYR *** *** *** *** *** *** *** # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL END PRINT-INFO PYR ********* HYDR-PARMl RCHRES Flags for each HYDR Section # -# vc Al A2 A3 ODFVFG for each FG FG FG FG possible exit * * * * * * * * * END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH *** *** ODGTFG for each possible exit * * * * * STCOR KS *** FUNCT for each possible exit *** DB50 <------><--------><--------><--------><--------><--------><--------> END HYDR-PARM2 *** *** HYDR-INIT RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit *** Initial value of OUTDGT for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES default[6] 2/10/20161:00:52 PM Page 20 SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # COPY 501 OUTPUT END EXT TARGETS MASS-LINK # tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 0.76 ENGL 0.76 <-Member-><--Mult-->Tran <Name># #<-factor->strg MEAN 1 1 48. 4 <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 12 PERLND PWATER END MASS-LINK MASS-LINK PERLND PWATER END MASS-LINK END MASS-LINK END RUN SURO 12 13 IFWO 13 0.083333 0.083333 <-Target vols> <-Grp> <-Member-> *** <Name> # # <Name> # # *** PERLND 1 999 EXTNL PREC IMPLND 1 999 EXTNL PREC PERLND 1 999 EXTNL PETINP IMPLND 1 999 EXTNL PETINP <-Volume-> <Member> <Name> # <Name> Tsys tern ENGL Tgap strg Amd *** strg*** REPL WDM 501 FLOW <Target> <Name> COPY COPY <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN default[6] \ 2/10/2016 1 :00:52 PM Page 21 • • • • • • • • • • • • • • • • • • • • • . , • .1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Mitigated UGI File RUN GLOBAL WWHM4 START model simulation 1948 10 01 OUTPUT LEVEL RUN INTERP RESUME 0 RUN 1 END GLOBAL FILES END 2009 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-----------File Name------------------------------>*** <-ID-> WDM MESSU END FILES 26 25 27 28 30 OPN SEQUENCE INGRP PERLND IMPLND COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl default[6] .wdm Mitdefault[6] .MES Mitdefault[6] .L61 Mitdefault[6] .L62 POCdefault[6]1.dat 17 12 501 1 INDELT 00,15 *** # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Developed MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT 1 1 501 1 END TIMESERIES END COPY GENER OPCODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems User t-series in out Printer Engl Metr *** *** *** # -# 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 17 0 0 1 a a a a 0 a a 0 a END ACTIVITY PRINT-INFO <PLS >*****************Print-flags***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 17 o a 4 a a a a a a a a a END PRINT-INFO default[6] 2/10/2016 1 :00:52 PM *** PIVL PYR ********* 1 9 Page 22 PWAT-PARMl <PLS > PWATER variable monthly # -# CSNO RTOP UZFG VCS VUZ parameter VNN VIFW 0 0 value VIRC 0 flags *** VLE INFC HWT *** 17 0 0 0 0 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER # -# ***FOREST 17 0 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER # -# ***PETMAX 17 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER # -# CEPSC 17 END PWAT-PARM4 PWAT-STATEl 0.1 <PLS >***Initial ran from # -# *** CEPS 17 0 END PWAT-STATEl input info: Part 2 LZSN INFILT 4.5 0.03 input info: Part 3 PETMIN INFEXP 0 2 input info: Part 4 UZSN NSUR 0.25 0.25 conditions at start 1990 to end of 1992 SURS UZS 0 0 0 0 0 LSUR 400 INFILD 2 INTFW 6 *** *** SLSUR 0.1 DEEPFR 0 IRC 0.5 of simulation (pat 1-11-95) IFWS RUN 21 LZS 2.5 0 KVARY 0.5 BASETP 0 LZETP 0.25 *** AGWS 1 END PERLND I IMPLND I GE~~~~F~<-------Name-------> # # 12 PARKING/MOD END GEN-INFO *** Section !WATER*** ACTIVITY Unit-systems Printer User t-series Engl Metr in out 1 1 1 27 0 *** *** *** <PLS # - 12 >*************Active # ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 0 0 1 0 END ACTIVITY PRINT-INFO <ILS # - 12 END >********Print-flags # ATMP SNOW IWAT SLD 0 0 4 0 PRINT-INFO IWAT-PARMl 0 0 ******** PIVL PYR IWG IQAL ********* 0 0 1 9 <PLS > IWATER variable monthly parameter value flags # -# CSNO RTOP VRS VNN RTLI *** 12 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > # -# *** 12 END IWAT-PARM2 IWAT-PARM3 IWATER LSUR 400 <PLS > IWATER # -# ***PETMAX 12 0 input info: SLSUR 0.05 input info: PETMIN 0 Part 2 NSUR 0.1 Part 3 RETSC 0.08 *** *** default[6] 2/10/20161:00:52 PM I *** *** *** AGWRC 0. 996 AGWETP 0 GWVS 0 Page 23 • • • • • • • • • • • • • • • • • • • e1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -------------------- END IWAT-PARM3 IWAT-STATEl <PLS > *** # -# *** 12 Initial RETS conditions SURS at start of simulation END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <Name> # Developed*** PERLND 17 PERLND 17 IMPLND 12 ******Routing****** END SCHEMATIC NETWORK 0 0 <--Area--> <-factor-> 1. 94 1. 94 2.28 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name> # <Name># #<-factor->strg COPY 501 OUTPUT MEAN 1 1 48.4 <-Target-> MBLK *** <Name> # Tbl# *** COPY 501 COPY 501 COPY 501 <-Target <Name> DISPLY vols> # # 1 12 13 15 <-Grp> <-Member-> <Name>## INPUT TIMSER 1 <-Volume-> <-Grp> <Name> # <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits # -#<------------------><---> END GEN-INFO *** Section RCHRES*** ACTIVITY Unit Systems User T-series in out Printer Engl Metr LKFG <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS >*****************Print-flags******************* PIVL PYR *** *** *** *** *** *** *** # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section # -# VC Al A2 A3 ODFVFG for each FG FG FG FG possible exit **** ***** END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH *** *** ODGTFG for each possible exit * * * * * STCOR KS *** FUNCT for each possible exit *** DESO <------><--------><--------><--------><--------><--------><--------> *** *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # -# *** VOL Initial value of COLIND *** ac-ft for each possible exit *** Initial value of OUTDGT for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS default[6] 2/10/2016 1 :00:52 PM Page 24 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <Name> # COPY 1 OUTPUT COPY 501 OUTPUT END EXT TARGETS # tern strg<-factor->strg ENGL 1 ENGL 1 ENGL 0.76 ENGL 0.76 <-Member-><--Mult-->Tran <Name> # #<-factor->strg MEAN 1 1 48.4 MEAN 1 1 48.4 MASS-LINK <Volume> <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 12 PERLND PWATER END MASS-LINK MASS-LINK PERLND PWATER END MASS-LINK MASS-LINK IMPLND IWATER END MASS-LINK END MASS-LINK END RUN SURO 12 13 IFWO 13 15 SURO 15 0.083333 0.083333 0.083333 <-Target vols> <-Grp> <-Member-> *** <Name> # PERLND 1 IMPLND 1 PERLND 1 IMPLND 1 <-Volume-> <Name> # WOM 701 WDM 801 <Target> <Name> COPY COPY COPY # <Name> # # *** 999 EXTNL PREC 999 EXTNL PREC 999 EXTNL PETINP 999 EXTNL PETINP <Member> Tsys Tgap Amd *** <Name> tern strg strg*** FLOW ENGL REPL FLOW ENGL REPL <-Grp> <-Member->*** <Name>##*** INPUT MEAN INPUT MEAN INPUT MEAN default[6] 2/10/20161:00:52 PM Page 25 I • • • • • • • • • • • • • • • ., ei •i • • • • • • • • • • • • • • • • • • • • • • • • • • Mitigated HSPF Message File default[6] I 2/10/2016 1 :00:52 PM Page 27 • • • • • • • • • • • • • • • • • • . : .: ., •1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 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 default[6J 2/10/2016 1 :00:52 PM Page 28 • • • 1• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX C PROJECT SITE AND UPSTREAM LAND USE SUMMARIES Site Planning Civil Engineering ProjOlt Management Land Development Consulting • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Lot Lot 1 Lot 2 Lot 3 Lot4 Lot 5 Lot 6 Lot 7 CPH Proiect No. 0139-15-001 CPI H CONSULTANTS Lot Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 9 Lot 10 Lot 11 Lot 12 Lot 13 Lot 14 Lot 15 Lot 16 Lot 17 ROW 51 52 Total Total Area ,,· (SF) . .· 8263 7496 9531 7260 7839 8225 6767 Project Site . Total Area Assumed% * (SF) Impervious 8263 55% 7496 55% 9531 55% 7260 55% 7839 55% 8225 55% 6767 55% 7002 55% 7000 55% 7235 55% 7000 55% 7000 55% 7456 55% 7046 55% 7046 55% 7512 55% 7313 55% 45410 - 3176 - 7995 - 181540 . . .. Modeled · Moaeled Impervious\ Grass Area ,.' , __ Area (SF) · (SF) . 4,545 3,718 4,123 3,373 5,242 4,289 3,993 3,267 4,311 3,528 4,524 3,701 3,722 3,045 Technical Information Report Imp. Coverage 4544.65 4122.8 5242.05 3993 4311.45 4523.75 3721.85 3851.1 3850 3979.25 3850 3850 4100.8 3875.3 3875.3 4131.6 4022.15 29810 0 0 99655.05 . Modeled Impervious Area (AC) .' -. 0.104 0.095 0.120 0.092 0.099 0.104 0.085 Modeled Grass Area (AC) 0.085 0.077 0.098 0.075 0.081 0.085 0.070 February 25, 2016 Page 1 Senza Lakeview Lot8 7002 Lot9 7000 Lot 10 7235 Lot 11 7000 Lot 12 7000 Lot 13 7456 Lot 14 7046 Lot 15 7046 Lot 16 7512 Lot 17 7313 ROW 45410 51 3176 52 7995 Total 183,572 Basin Project Basin CPH Project No. 01 39-15-001 CPI H CONSULTANTS Basin A1 Basin A2 Basin A3 Basin A• Basin B Total 3,851 3,151 3,850 3,150 3,979 3,256 3,850 3,150 3,850 3,150 4,101 3,355 3,875 3,171 3,875 3,171 4,132 3,380 4,022 3,291 29,810 16,069 0 3,176 0 7,995 99,186 84,386 Upstream Basin Total Area Assumed% (SF) Impervious 192687 55% 213210 36% 435164 43% 466092 35% 144184 46% 20473 40% 1279123 Technical Information Report 0.088 0.088 0.091 0.088 0.088 0.094 0.089 0.089 0.095 0.092 0.674 0.000 0.000 2.28 Imp. Coverage 105978 76756 187121 163132 66325 8189 607500.01 0.072 0.072 0.075 0.072 0.072 0.077 0.073 0.073 0.078 0.076 0.369 0.073 0.184 1.94 February 25, 2016 Page 2 • • • • • • •• I •; • • • • •1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview Lot Project Basin Basin A1 Basin A2 Basin A3 Basin A4 Basin B Total CPH Project No. 0139-15-001 CPI H CONSULTANTS .· •·· · · ... ·.· ·•· Modeled Total/Ve.a•. · · · (SF) . · •. Impervious :Area (sF) .·.; ./; -,, 192687 105,978 213210 76,756 435164 187,121 466092 163,132 144184 66,325 20473 8,189 1,451,337 599,311 Technical Information Report . tl(lpdeled : Modeled ·· Modeled G(assAfea Impervious .Grass Area .. i (SF) I• Area• (AC) (AC) · .. -•. .· 86,709 2.43 1.99 136,454 1.76 248,043 4.30 302,960 3.75 77,859 1.52 12,284 0.19 852,026 13.76 3.13 5.69 6.95 1.79 0.28 19.56 February 25, 2016 Page 3 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX D STORMFILTER PARAMETERS SUMMARY Site Planning Civil Engineering Project Management land Development Consulting • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • C()NTECH . ENGINEERED SOLUTIONS Size and Cost Estimate Prepared by Stephanie Jacobsen on February 22, 2016 Kennydale -Stormwater Treatment System Renton, WA Information provided: • Total contributing area = 4.22ac • Impervious area= 2.28ac • Water quality flow, Owq = 0.22 cfs • Peak hydraulic flow rate, O,eak = 2. 72 cfs • Presiding agency= City of Renton, WA Assumptions: • Media = ZPG cartridges • Cartridge flow rate = 11.25 gpm • Drop required from inlet to outlet= 3.05' minimum Size and cost estimates: The StormFilter is a flow-based system, and is therefore sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by the consulting engineer using WWHM and was provided to Contech Engineered Solutions LLC for the purposes of developing this estimate . The StormFilter for this site was sized based on a water quality flow rate of 0.22cfs. To accommodate this flow rate, Contech Engineered Solutions recommends using an 8X11 Peak Diversion StormFilter vault with 9 cartridges (see attached detail). The estimated cost of this system is $45.000, complete and delivered to the job site. This estimate assumes that the vault is 8 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the BX11 StormFilter and all external plumbing . Typically the precast StormFilters have internal bypass capacities of 1.8 cfs. Since the peak discharge off the site is expected to exceed this rate, we recommend using a peak diversion StormFilter vault. This is why the 15-minute offline flow was used . ©2012 Contech Engineered Solutions LLC www.conteches.com 11835 NE Glenn Widing Dr., Portland OR 97220 Toll-free: 800.548.4667 Fax: 800.561.1271 Page 1 of 1 TS-P027 C(~NTECH" ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Re Water quality flow Peak storm flow Filter System Filtration brand Cartridge height Specific Flow Rate Flow rate per cartridge SUMMARY lNumber of Cartridges ©2006 CONTECH Stormwater Solutions contechstormwater.com Determining Number of Cartridges for Flow Based Systems SKJ 2/22/2016 Kennydale Washington Renton 4.22 ac 2.28 ac 1.94 54% 0.54 0.22 cfs 2.72 cfs StormFilter 27 in 1.00 gpm/W 11.3 gpm 1 of 1 • • • • • • • • • • • • • • • •• .I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX E CONVEYANCE CALCULATIONS Site Planning Civil Engineering Project Management land Development Consulting Element From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak Time of Ma, Travel Design Max Flow/ Ma, Total Ma, Reported ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth/ Time Flow Condition Elevation Offset Elevation Dff•" or Height Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) (d,J (cfs) s hh:mm) (ft/sec) (min) (cfs) (min) (ft) Pipe -11 CB-12 CB-11 7.22 43.92 0.00 43.78 0.00 0.14 2.0000 CIRCULAR 12.000 12.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 1.63 0 00:01 3.19 0,04 5.46 0.30 1.00 1438.00 1.00 SURCHARGED Pipe -10 CB-11 CB-4 49.28 43.78 0.00 41.95 0.03 1.83 3.7100 CIRCULAR 18.000 18.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 2.74 0 00:00 2.15 0.38 21.93 0.12 1.00 1438.00 1.50 SURCHARGED Pipe -4 CB-5 CB-4 34.45 45.54 0.00 43.34 1.42 2.20 6.3900 CIRCULAR 18.000 18.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 19.44 0 00:00 12.81 0.04 28.76 0.68 1.00 1438.00 1.50 SURCHARGED Pipe-3 CB-4 CB-3 31.88 41.92 0.00 40.60 0.00 1.32 4.1400 CIRCULAR 18.000 18.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 19.46 0 00:02 13.82 0.04 23.16 084 0.74 0.00 1.11 Calculated Pipe-2 CB-3 CB-2 40.73 40.60 0.00 29.90 0.00 10.70 26.2700 CIRCULAR 18.000 18.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 19.52 0 00:02 18.04 0.04 58.33 0.33 0.63 0.00 0.94 Calculated Pipe-1 CB-2 CB-1 49.00 29.90 0.00 27.50 0.00 2.40 4.9000 CIRCULAR 24.000 24.00 0.0120 0.5000 0.5000 0.0000 0.00 NO 100 19.51 0 00:02 10.27 0.08 54.24 0.36 0.58 0.00 1.16 Calculated Element From {Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Channel Channel Channel Left Channel Right Entrance Exit/Bend Additional Initial Flap Lengthening Peak Time of Ma, Travel Design Ma11Flow/ Ma. Total Ma. Reported ID Node Node Invert Invert Invert Invert Drop Slope Type Height Width Overbank Manning's Overbank "'~· Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth/ Time Flow Condition Elevation Offset Elevation Offset Manning's Roughness Manning's Flow Velocity Capacity Ratio Total Depth Surcharged Depth Roughness Roughness Occurrence Ratio (ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (d,J (ds) s hh:mm) (ft/sec) (min) (d,J (min) (ft) OpenChannel CB-1 Outfall 25.00 27.50 0.00 26.09 0.00 1.41 5.6400 Trapezoidal 1.500 4.50 0.0000 0.0320 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 19.51 0 00:02 6.91 0.06 42.18 0.46 0.73 0.00 1.09 Calculated •••••••••••••••••••••••••••••••••••••••••••• 62 60 48 46 e« ~ i ·2 40 38 36 34 32 30 211 26 24 ll Profle Pio! Moon Sheet Stam s- --·-·:···--:----··-. ' . ... ; ..... ~. ;"1" '······>••·· • ~p fiMO ' ... : ...... , ···r, •. ~p~; .... • ·• • • '· •······· • . ,_ ·····+· • • ""'' ···--. •, • . -<--·· .. ,, l ' . ' .... ; ..... _ ";., . . ., ..... ,. .,.,. """'" . . .• , .. ,. · t + t·r::::1~1 11 ~H + =..'1:L)t.;. , ...... , ..... ' , ~ :., .... , ..... c····T : ' ·'···-; : ... 1 .... ;. 0+95 1.00 1.0S h10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1-90 1+95 2<00 2'°5 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 2+75 2+80 2+85 S1a6an(ft) 44 ;43 i' 42 'i 41 }40 w 39 38 ~ 36 35 ~ 33 32 31 30 29 28 71 216 25 24 :l hOO 1•10 1+20 1+30 1+.IO I~ 1.el 1+70 1+80 1+90 P!cffo Plot Main Street s ..... s- . ] .. . . . ... -·-.. ·······+ -~::-----~wn ~_ir1~-----. , ........ .,.. .,;.._" ........ , .......• 'a .. .,....,,,,u •• , ........... "'-»~•-., ... ··• ' -~m•· . • "-···· · -en . ·---·-· -~ ··::::::.~ _ "; .:::._-2&.81111 ·-··- 2+00 2+10 2+20 2+30 2+-40 2.-Sl Stallon (ft) 2+80 2+70 2+80 2+90 ,-00 •••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CPH CONSULTANTS APPENDIX f 0FF1STE ANALYIS TABLE AND DOWNSTEAM PHOTOS Site Planning Civil Engineering Project Management Land Development Consulting • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Senza Lakeview PHOTO #1 -LOOKING EAST AT OUTFALL OF CONVEYANCE PIPE UNDER RAILROAD CPH Proiecf No. 0139-15-001 CPIH CONSULTANTS Preliminary Technical Information Report PHOTO #2 -LOOKING WEST AT INLET TO EXISTING CONVEYANCE SYSTEM BUILT DURING BARBEE MILL PROJECT Morch 4, 2016 •••••••••••••••••••••••••••••••••••••••••••• Basin; Mav Creek Drainage Component Type, Name, and Size Type: sheet flow, swale, stream, channel, pipe, pond; Size: diameter, surface area Sheet Flow Roadside Ditch Type 2 CB's & 18"- 24" concrete pipe Ditch flow Type 2 CB's & 24"- 3 O" concrete pipe OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Suhbasin Name: Suhbasin N11mher: - Drainage Slope Distance Existing Potential Observations of field Component from site Problems Problems inspector, resource Description discharge reviewer, or resident drainage basin, vegetation, % ~ml= 1,320ft. constrictions, under capacity, ponding, tributa_ry area, likelihood of problem, cover,-depth, type of sensitive overtopping, flooding, habitat or organism overflow pathways, potential i_mpacts area, Volume destruction, scouring, bank Slollghing, sedimentation, incision, other erosion Shallow, concentrated Unable to follow flow path as sheet flow is carried flows ( red arrows in 0-15 O' -670' None throughout multiple Figure 7) downstream private properties Grass lined ditch 0-0.5 0-390' None No problems observed Structures with 18" -24" 0-175' None No problems observed - pipes Shallow, well 5.6 175' -200' None See photos # I , #2 maintained ditch Structures with 24"-30" 0.26-6.2 200' -540' None See Figure 7 pipes 2/26/16