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Home My WebLink AboutF_RS_Renton SCC TIR_180222.pdfDEVELOPMENT ENGINEERINGBrianne Bannwarth 02/21/2018SURFACE WATER UTILITYrstraka 02/21/2018FINALR-3962C-17002683LUA-17000023PR-17000057DEVELOPMENT ENGINEERINGAnn Fowler 02/22/2018 TABLE OF CONTENTS Section Title 1 Project Overview 1-1 2 Conditions and Requirements Summary 2-1 3 Offsite Analysis 3-1 4 Flow Control/Water Quality Facility Analysis and Design 4-1 5 Conveyance System Analysis and Design 5-1 6 Special Reports and Studies 6-1 7 Other Permits 7-1 8 SWPPP Analysis and Design 8-1 9 Bond Quantities, Facility Summaries 9-1 10 Operations and Maintenance Manual 10-1 Technical Information Report 1-1 LDC Job No. 16-137 1 PROJECT OVERVIEW The Renton Special Care Community project proposes the construction of four cottages, three for resident housing and the fourth to act as the administration/ kitchen building. Approximately 50,000 SF of impervious surface and roughly 21,000 SF of pervious surface is proposed onsite and within the Right-of-Way frontage. The proposed development proposes four convalescent buildings, access drive aisles, parking, associated utilities and ROW improvements on a 1.65 acre site. The subject property is located on parcels 0087000285 and 0087000293 at 17033 108th Avenue SE, Renton, WA 98055. Access to the proposed project will be gained from the south and east via SE 172nd St and 108th Ave SE respectively. The subject property is comprised of two parcels, one is currently developed with a vacant single-family residence, associated driveway and landscaped areas and the other parcel is undeveloped with moderate to dense vegetation. Site soils are dense to very dense Vashon Till, exhibiting low infiltration rates. Existing grades across the property are moderate across most the site, ranging from 2 to 25%, sloping mainly from the northeast to the southwest. Runoff from the site currently flows to the southwest and exits the subject property at the southwest corner of the site, entering the municipal storm drainage system located in SE 172nd ST. Downstream flows eventually outlet into the Black River, a tributary of the Duwamish River. A lot combination will be completed to combine the two parcels to one. Offsite frontage clearing activities will result in additional disturbed area impacts to the site. See Developed Hydrology Map, Figure 4.2 for a graphical depiction of the proposed development. This report and calculations were produced in accordance with the 2016 King County Surface Water Design Manual and the 2017 City of Renton Surface Water Design Manual (2017 City of Renton SWDM). CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Land Use (e.g., Subdivision / Short Subd.)  Building (e.g., M/F / Commercial / SFR)  Grading  Right-of-Way Use  Other _______________________  DFW HPA  COE 404  DOE Dam Safety  FEMA Floodplain  COE Wetlands  Other ________  Shoreline Management  Structural Rockery/Vault/_____  ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final:  Full  Targeted  Simplified  Large Project  Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final:  Full  Modified  Simplified __________________ __________________ __________________ Renton Special Care Community LLC Renton Special Care Community 98040 C17002683 2731 77th AVE SE, Suite #203 Mercer Island, WA 29 Mark Villwock 5E LDC, Inc.29 425-806-1869 17033 108th AVE SE Renton, WA 98055 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS  River/Stream ________________________  Lake ______________________________  Wetlands ____________________________  Closed Depression ____________________  Floodplain ___________________________  Other _______________________________ _______________________________  Steep Slope __________________________  Erosion Hazard _______________________  Landslide Hazard ______________________  Coal Mine Hazard ______________________  Seismic Hazard _______________________  Habitat Protection ______________________  _____________________________________ none none none none none N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE  Core 2 – Offsite Analysis_________________  Sensitive/Critical Areas__________________  SEPA________________________________  LID Infeasibility________________________  Other________________________________  _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________  Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ On-site BMPs: _______________________________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ Vashon Till 2-25%N/A section 3 pg 3-1 section 3 pg 3-1 section 2 pg 2-2 N/A N/A N/A Flows exit the site and proceed through a series of culverts and roadside ditches crossing state route 515. All 9 requirements are required 12/6/16 Detention Pipe N/A Michael S. Place, PE (425)409-2505 (253)255-7805 1 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: N/A N/A Grease Interceptor Used contech Filterra Enhanced Water Treatment Facility Commercial N/A REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION  Clearing Limits  Cover Measures  Perimeter Protection  Traffic Area Stabilization  Sediment Retention  Surface Water Collection  Dewatering Control  Dust Control  Flow Control  Control Pollutants  Protect Existing and Proposed BMPs/Facilities  Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION  Stabilize exposed surfaces  Remove and restore Temporary ESC Facilities  Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary  Flag limits of sensitive areas and open space preservation areas  Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description  Detention  Infiltration  Regional Facility  Shared Facility  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS  Drainage Easement  Covenant  Native Growth Protection Covenant  Tract  Other ____________________________  Cast in Place Vault  Retaining Wall  Rockery > 4′ High  Structural on Steep Slope  Other _______________________________ Detention Pipe Porous Pavement Grease Interceptor Planning Structural Engineering Survey PlanningStructuralEngineeringSurvey24Ä.7#Ä% 4'061052'%+#.%#4'6'&ÄÄ604 SF (with noattributing run-on)permeable pavementflow control BMPRun-on (to permeable pavement)Proposed Permeable FlowControl BMP Per CORSWDM C.2.71,055 SF (with no attributing run-on)642 SF (with no attributing run-on)2,255 SF Technical Information Report 2-1 LDC Job No. 16-137 2 Conditions and Requirements Summary This report was produced in accordance with the 2017 City of Renton Surface Water Design Manual (2017 City of Renton SWDM). Per Chapter I of the Manual, the proposed development requires a Full Drainage Review, meeting all nine core requirements as well as all six special requirements, since there will be more than 2,000 square feet of new impervious surfaces and more than 7,000 sf of land disturbing activities. A summary of how each of the minimum requirements is met is described in this section. Core Requirement #1: Discharge at the Natural Location: The existing site runoff discharges the site along the southern and western property boundaries. All site runoff ends up in a roadside ditch located on the north end of SE 172nd ST. In the developed condition all runoff will be conveyed to the previously described natural discharge location. Core Requirement #2: Offsite Analysis: No discernable upstream run-off flows onto the subject property. Onsite runoff discharges as concentrated flow into a roadside ditch and culvert located in the southwest corner of the property. Downstream flows are conveyed in the westerly direction through a series of roadside ditch, culvert, storm pipe, catch basins and natural and engineered drainage swales. No signs of constrictions, capacity issues, erosion or sedimentation were noted along the downstream investigation. See Offsite Analysis in Section 3 of this report. Core Requirement #3: Flow Control: Historic site conditions, assuming all forested, must be used for the predeveloped conditions. Flow control will be provided by a detention pipe facility located beneath the parking and access drive aisle along the western and northern property boundaries. See Flow Control/Water Quality Facility Analysis and Design, section 4 of this report for additional information. Technical Information Report 2-2 LDC Job No. 16-137 Core Requirement #4: Conveyance System: The new pipe system for this project will be sized to meet the 100-year peak flows. See Conveyance System Analysis and Design, section 5, for additional information regarding conveyance analysis and conveyance capacity. Core Requirement #5: Erosion and Sediment Control: See SWPPP Analysis and Design, Section 8 of this Report for the SWPPP BMP Elements. Core Requirement #6: Maintenance and Operations: The stormwater detention and water quality facilities will be maintained by the property owner. An emergency access easement will be granted to the City of Renton. See Operations and Maintenance in Section 10 of this report. Core Requirement #7: Financial Guarantees and Liability: Any required performance or assurance bonds will be posted with the City as required. Core Requirement #8: Water Quality: Based on the 2017 City of Renton SWDM, this project must meet the requirements of the Enhanced Basic Water Quality Treatment. The proposed enhanced treatment facility is a Filterra Bioretention Systems an approved method by 2017 RSWDM section 14-A. See Flow Control/Water Quality Analysis and Design in Section 4 of this report for additional information. Core Requirement #9: On-site BMPs: The 2017 City of Renton SWDM requires that all target surfaces must provide onsite BMPs to the maximum extent feasible to mitigate impacts of increased stormwater surface runoff per Large Lot BMP Requirements, section C.1.3.2. Permeable Pavement is the only feasible BMP applied to the site per section C.2.7, satisfying the onsite BMP requirements. Additionally all pervious surfaces will be protected in accordance with the soil amendment BMP detailed in Appendix C, Section C.2.1.3. See Flow Control/Water Quality Analysis and Design in Section 4 of this report for additional information. Technical Information Report 2-3 LDC Job No. 16-137 Special Requirement #1: Other Adopted Area-Specific Requirements: There are no Critical Drainage Areas, Master Drainage Plans, Basin Plans, Salmon Conservation Plans, Stormwater Compliance Plans, Lake Management Plans, Flood Hazard Reduction Plan Updates, or Shared Facility Drainage Plans within the vicinity of this project. Therefore, this requirement does not apply to the project. Special Requirement #2: Flood Hazard Area Delineation: Per the FEMA Flood Insurance Rate Map 53033C0979 F, the site is located in Zone C corresponding to an area outside of the 500-year flood plain. Therefore, there are no flood hazard areas (100-year floodplains, zero-rise flood fringe, zero-rise floodway, FEMA floodway, or channel migration zones) on or adjacent to this site. Therefore, this requirement does not apply to the project. Special Requirement #3: Flood Protection Facilities: There are no levees or revetments on or adjacent to this site. Therefore this requirement does not apply to the project. Special Requirement #4: Source Controls: Source controls such as wheel wash stations and utility corridor maintenance are proposed within the SWPPP and TESC plan. Special Requirement #5: Oil Control: Based on the Traffic Analysis report by Gibson Traffic Consultants, Inc dated June 2016 there are an estimated 150 ADT for the whole site which is a total of 65,715 sf. The threshold for requiring oil control is 100 ADT per 1,000 SF , since our site will only bring in a total of 150ADT for the site the proposed site does not exceed the threshold. Special Requirement #6 Aquifer Protection Area: This project is not within an aquifer protection area and is therefore not applicable to this project. Technical Information Report 3-1 LDC Job No. 16-137 3.0 OFFSITE ANALYSIS Task 1. Study Area Definition and Maps King County LiDAR, survey, and 2012 aerial photography were the best topographical references available for the area containing the site. The limits of downstream analysis extended roughly 0.25 miles from the site’s natural discharge location. Please reference Task 3 below for a detailed description of the downstream flow path (See Figure 3.0 Downstream Analysis Map). Task 2. Resource Review All of the resources below have been reviewed for existing and potential issues near the project site:  Adopted Basin Plans No Adopted Basin Plans were located that include the project site.  Drainage Basin This site is located within the Panther Creek drainage sub basin. The sub basin flows are tributary to the Black River and ultimately to the Duwamish River.  Floodplain / Floodway (FEMA) maps According to FEMA mapping this project is not within a floodplain.  Sensitive Areas Sensitive areas are not located on the site.  Drainage Complaints and Studies According to email correspondence with Ann Fowler, on 10/13/2017, there are not any drainage complaints of concern in or near the subject property’s downstream flow path.  Road Drainage Problems No issues were identified near the proposed site. Technical Information Report 3-2 LDC Job No. 16-137  Wetland Inventory Maps There are no wetland areas located on or downstream of the proposed subject property. This has been verified in the critical areas study as completed by others  Section 303d List of Polluted Waters The proposed subject property is not tributary to any 303d listed waters within ¼ of a mile from the subject property.  Stormwater Compliance Plans Not applicable to the proposed project. Task 3. Field Inspection On Tuesday December 6th, 2016 upstream and downstream analyses were performed at the site. The following observations were verified during this visit. Please refer to Figure 3.0, Downstream Analysis Map, for reference locations. Upstream Analysis As observed on December 6th, 2016 site visit, there is no discernable upstream flow entering the proposed site. Downstream Analysis Runoff from the subject property discharges the site at the southwest property boundary and enters a 12” concrete driveway culvert located on the northern side of SE 172nd St. Flows continue westward through the roadside ditch and are redirected southerly, crossing SE 172nd St via a 12” concrete culvert, and are discharged into an open densely vegetated parcel to the south. Flows then enter an 18 inch concrete culvert, flow westerly, crossing State Route 515 Benson Dr. S, and are discharged into an engineered open channel located on a private parcel. Open channel flows are mitigated via 12”+ riprap and flows enter an 18” PVC pipe. Tightlined flows are conveyed westerly via 18” PVC pipe along S 36th St., crossing the ¼ mile downstream analysis extent boundary. !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !( !( !( !( !( !(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(2502 6 0 2702802 9 0 310 3 3 0 420410390380 370 2903202002102202302404003 903803703604104 0 0390230240 320330340330340200 2 1 0 260270280290190410240 250410310 300340 3 60 380350370 420430190300350 3.0FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F03 DRAWING BY: T.ABBOTTDATE: 12-07-16SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: T.ABBOTT REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137DownstreamAnalysisMap.mxd | MOD: 12/07/2016 | DEWVICINITY MAP 17033 108TH AVE SE, RENTON, WA 98055RENTON SPECIAL CARE COMMUNITYDOWNSTREAM ANALYSIS MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYHWY 167¬«515 !(1 !(2!(3!(4 q Scale in Feet 200 0 200 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Downstream Flowpath Storm Node Parcel Boundary Storm System !( Parcel Boundary Technical Information Report 3-3 LDC Job No. 16-137 Image 1: Downstream flow conveyed in SE 172nd St roadside ditch Image 2: Concentrated flows are discharged from 18” concrete culvert crossing Benson Dr S (State Route 515) into an open channel heading westward Technical Information Report 3-4 LDC Job No. 16-137 Image 3: Open channel flows are mitigated with riprap and collected and conveyed westward via 18” PVC storm drain pipe Image 4: Downstream flows are conveyed westerly through a series of catch basins and 18” storm drain pipe located in S 36th St, crossing the ¼ mile downstream analysis extent threshold Technical Information Report 4-1 LDC Job No. 16-137 4.0 FLOW CONTROL/WATER QUALITY FACILITY ANALYSIS AND DESIGN The flow control and water quality requirements are identified in the 2017 City of Renton Surface Water Design Manual. Pre-Developed Conditions: See the following page, Figure 4.1 Existing Hydrology Map, for a graphical depiction of the pre-developed hydrology. See below for the areas as modeled in WWHM4: Targeted Basin: Forested 1.65 Acres Total 1.65 Acres Developed Conditions: See the following page, Figure 4.2 Developed Hydrology Map, for a graphical depiction of the developed hydrology. See below for the areas as modeled in WWHM4: Basin A (tributary to detention facility): Pervious landscape 0.39 Acres Impervious 0.96 Acres Total 1.25 Acres Pervious Pavement (tributary to detention facility): Pervious Pave 4,556 SF Total 0.10 Acres Detention Bypass: Pervious 0.23 Acres Impervious 0.07 Acres Total 0.30 Acres 410410 390400390 4 0 0 4004104104.1FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F04 DRAWING BY: D.WESTLEYDATE: 9-6-17SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: D.WESTLEY REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137PredevelopedHydrologyMap.mxd | MOD: 9/06/2017 | TPAVICINITY MAP RENTON SPECIAL CARE COMMUNITY, LLCRENTON SPECIAL CARE COMMUNITYEXISTING HYDROLOGY MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893q Scale in Feet 0 40 80 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Parcel Boundary PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT Watercourse 108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYDEVELOPED BASIN ATOTAL = 1.69 AC DEVELOPED BASIN ATOTAL = 1.69 AC GRIND AND OVERLAY 410 390400390 4 0 0 400410410410 4.2FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F4.2 DRAWING BY: D.WESTLEYDATE: 9-06-2017SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: D.WESTLEY REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137DevelopedHydrologyMap.mxd | MOD: 9/06/2017 | TPAVICINITY MAP RENTON SPECIAL CARE COMMUNITY, LLCRENTON SPECIAL CARE COMMUNITYDEVELOPED HYDROLOGY MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893q Scale in Feet 0 40 80 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Parcel Boundary PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT Watercourse 108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYDEVELOPED BASIN A1.35 AC DEVELOPED BASIN AREAS DEVELOPED BASIN A TOTAL TOTAL =1.35 ACPERVIOUS0.39 AC LID PERMEABLE PAVEMENT 0.10 ACIMPERVIOUS0.96 AC BYPASS BASIN TOTAL = 0.30 AC FLOW CONTROL MITIGATION TRADE* NON-TARGET EXISTING PAVEMENT TO FLOW CONTROL FACILITY=3,500 SF ROW PAVEMENT FLOW CONTROL BYPASS =200 SF PRIVATE DRIVE PAVEMENT FLOW CONTROL BYPASS =1,800 SF FLOW CONTROL BYPASS TOTAL =0.30 ACPERVIOUS0.23 ACIMPERVIOUS0.07 AC NON-TARGET IMPERVIOUS SURFACEEXISTING PAVEMENT 3,500 SF TARGET SURFACE AREA BYPASS TOTAL =3,500 SFPRIVATE DRIVE PAVEMENT 1,800 SF ROW PAVEMENT 200 SF MITIGATION TRADE NET TOTAL =0 SFTARGET (BYPASS)- 3,500 SFNON-TARGET (TO FC)3,500 SF * ALL AREAS NOTED ARE PGIS.CALCULATIONS REFLECT PGIS TRADE CALCULATIONS. PAVEMENT FLOW CONTROL BYPASS = 1,500 SF ROW PAVEMENT 1,500 SFGRIND AND OVERLAY Technical Information Report 4-2 LDC Job No. 16-137 4.1 Flow Control Facility Based on the City of Renton’s flow control map and City of Renton Municipal Code 4- 6-030.c., the site falls within the Flow Control Duration Standard (for Forested Site Conditions). Flow control standards shall be according to the 1.2.3.B of the 2017 RSWDM. Flow control performance “shall match the predeveloped site’s discharge duration for the discharge rates between fifty percent (50%) of the two (2) year peak flow through the fifty (50) year peak flow and the two (2) and ten (10) year peak discharge assuming forested site conditions as the predeveloped site condition”. The proposed detention pipe facility has been designed in accordance with the City of Renton SWDM design criteria in section 5.1.2.1, general requirements for Detention Tanks. Flow control compliance modeling and analysis has been assessed using WWHM 4 in accordance with the 2017 City of Renton SWDM section 5.1.2.2. WWHM Modeled Detention Pipe Pipe Diameter: 8’ Pipe Length: 480’ Bottom of Pipe: 390.00 Sediment Storage: 0.5’ Begin Live Storage: 391.50 Live Storage Depth: 7.0’ Top of Riser Elevation: 398.50 Freeboard: 0.5’ Top of Pipe Elevation: 399.00 See the following pages for the WWHM 4 project report containing predeveloped and mitigated land use description, detention facility hydraulic table, predeveloped and mitigated hydrology and release rates, and analysis passing report summary. Flow Control Mitigation Trade A flow control facility mitigation trade is utilized per 2017 City of Renton SWDM section 1.2.3.2.G, Mitigation Trades. The project’s onsite flow control facility has been designed to mitigate for an area of existing non-targeted impervious surface area located in the 108th AVE SE frontage road in trade for not mitigating part of the Technical Information Report 4-3 LDC Job No. 16-137 project’s targeted impervious surfaces that cannot be vertically routed to the proposed flow control facility. The target impervious surface areas being traded are a portion of the 108th AVE SE ROW and a portion of the private drive aisle at the southwestern portion of the site. The proposed mitigation trade meets or exceeds conditions, #1 through #5, per section 1.2.3.2.G. Condition 1: Both the non-targeted existing pavement and both ROW pavement flow control bypass areas are made up of roadway runoff. The non- target pavement flow are similar in peak flow and volume as the ROW pavement control bypass as seen in Figure 4.2. Condition 2: The non-targeted existing pavement, and area identified to be traded is all within the same drainage basin and all flows converge without an easement. Condition 3: The same amount of PGIS is being traded both from ROW which results in a similar amount of runoff volume which means the net effect will essentially be zero for this trade. Condition 4: There are no sensitive downstream drainage systems downstream of the project site thus there would not be a significant adverse impact downstream to this trade. Condition 5: The area proposed to be traded is ROW pavement and will not be developed further in the future besides pavement restoration. Condition 6: Mitigation trade proposals must be reviewed and approved with input from the City of Renton. Please see Figure 4.2, Developed Hydrology Map, for a graphical depiction of the proposed flow control mitigation trade areas. Technical Information Report 4-4 LDC Job No. 16-137 Additional target surfaces that cannot be routed to the onsite flow control facilities will be modeled in WWHM as bypass, per the conditions listed in the 2017 City of Renton SWDM section 1.2.3.2.E all the conditions are met as follows: Condition 1: The bypass trade both onsite and offsite are both within the same drainage basin and converge within a quarter mile downstream. Condition 2: The bypass increase does not exceed 0.4 cfs as seen in the WWHM 4 output. Condition 3: There are no sensitive downstream drainage systems downstream of the project site thus there would not be a significant adverse impact downstream due to the bypass. Condition 4: The bypass trade will be collected and treated for water quality. Condition 5: The difference between the peak 100-year discharge using 15-min time steps compared to the existing site conditions does not exceed 0.15 cfs. The flow control facility provides additional storage volume to account for the bypass flows without receiving the bypass flows. Please see Figure 4.2, Developed Hydrology Map, for a graphical depiction of the proposed flow control bypass areas. See WWHM4 model output for just bypass predeveloped and developed pre-mitigated (701) flows following WWHM4 Project Report. WWHM4 PROJECT REPORT DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 2 General Model Information Project Name:20170918_ConstructionSizing Site Name: Site Address: City: Report Date:9/20/2017 Gage:Seatac Data Start:1948/10/01 Data End:1998/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2016/11/23 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1.64 Pervious Total 1.64 Impervious Land Use acre Impervious Total 0 Basin Total 1.64 Element Flows To: Surface Interflow Groundwater DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.29 Pervious Total 0.29 Impervious Land Use acre ROADS FLAT 0.35 ROOF TOPS FLAT 0.39 SIDEWALKS FLAT 0.21 Impervious Total 0.95 Basin Total 1.24 Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 5 Bypass Bypass:Yes GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.23 Pervious Total 0.23 Impervious Land Use acre ROADS FLAT 0.03 SIDEWALKS FLAT 0.04 Impervious Total 0.07 Basin Total 0.3 Element Flows To: Surface Interflow Groundwater DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 6 Routing Elements Predeveloped Routing DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 7 Mitigated Routing Porous Pavement 1 Pavement Area:0.1031 acre.Pavement Length: 67.00 ft. Pavement Width: 67.00 ft. Pavement slope 1:0.03 To 1 Pavement thickness: 0.5 Pour Space of Pavement: 0.35 Material thickness of second layer: 2 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate:0.05 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):12.312 Total Volume Through Riser (ac-ft.):0.073 Total Volume Through Facility (ac-ft.):12.384 Percent Infiltrated:99.42 Total Precip Applied to Facility:0 Total Evap From Facility:1.011 Element Flows To: Outlet 1 Outlet 2 Tank 1 Porous Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.103 0.000 0.000 0.000 0.0333 0.103 0.001 0.000 0.005 0.0667 0.103 0.002 0.000 0.005 0.1000 0.103 0.003 0.000 0.005 0.1333 0.103 0.004 0.000 0.005 0.1667 0.103 0.006 0.000 0.005 0.2000 0.103 0.007 0.000 0.005 0.2333 0.103 0.008 0.000 0.005 0.2667 0.103 0.009 0.000 0.005 0.3000 0.103 0.010 0.000 0.005 0.3333 0.103 0.012 0.000 0.005 0.3667 0.103 0.013 0.000 0.005 0.4000 0.103 0.014 0.000 0.005 0.4333 0.103 0.015 0.000 0.005 0.4667 0.103 0.016 0.000 0.005 0.5000 0.103 0.018 0.000 0.005 0.5333 0.103 0.019 0.178 0.005 0.5667 0.103 0.020 0.252 0.005 0.6000 0.103 0.021 0.308 0.005 0.6333 0.103 0.022 0.356 0.005 0.6667 0.103 0.024 0.398 0.005 0.7000 0.103 0.025 0.436 0.005 0.7333 0.104 0.026 0.471 0.005 0.7667 0.104 0.027 0.504 0.005 0.8000 0.104 0.029 0.535 0.005 0.8333 0.104 0.030 0.564 0.005 0.8667 0.104 0.031 0.591 0.005 0.9000 0.104 0.032 0.617 0.005 0.9333 0.104 0.033 0.643 0.005 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 8 0.9667 0.104 0.035 0.667 0.005 1.0000 0.104 0.036 0.690 0.005 1.0333 0.104 0.037 0.713 0.005 1.0667 0.104 0.038 0.735 0.005 1.1000 0.104 0.039 0.756 0.005 1.1333 0.104 0.041 0.777 0.005 1.1667 0.104 0.042 0.797 0.005 1.2000 0.104 0.043 0.817 0.005 1.2333 0.104 0.044 0.836 0.005 1.2667 0.104 0.046 0.855 0.005 1.3000 0.104 0.047 0.873 0.005 1.3333 0.104 0.048 0.891 0.005 1.3667 0.104 0.049 0.909 0.005 1.4000 0.104 0.050 0.926 0.005 1.4333 0.104 0.052 0.943 0.005 1.4667 0.104 0.053 0.960 0.005 1.5000 0.104 0.054 0.976 0.005 1.5333 0.105 0.055 0.993 0.005 1.5667 0.105 0.057 1.009 0.005 1.6000 0.105 0.058 1.024 0.005 1.6333 0.105 0.059 1.040 0.005 1.6667 0.105 0.060 1.055 0.005 1.7000 0.105 0.061 1.070 0.005 1.7333 0.105 0.063 1.084 0.005 1.7667 0.105 0.064 1.099 0.005 1.8000 0.105 0.065 1.113 0.005 1.8333 0.105 0.066 1.128 0.005 1.8667 0.105 0.068 1.142 0.005 1.9000 0.105 0.069 1.155 0.005 1.9333 0.105 0.070 1.169 0.005 1.9667 0.105 0.071 1.183 0.005 2.0000 0.105 0.073 1.196 0.005 2.0333 0.105 0.074 1.209 0.005 2.0667 0.105 0.075 1.222 0.005 2.1000 0.105 0.076 1.235 0.005 2.1333 0.105 0.077 1.248 0.005 2.1667 0.105 0.079 1.261 0.005 2.2000 0.105 0.080 1.273 0.005 2.2333 0.105 0.081 1.286 0.005 2.2667 0.105 0.082 1.298 0.005 2.3000 0.105 0.084 1.310 0.005 2.3333 0.106 0.085 1.322 0.005 2.3667 0.106 0.086 1.334 0.005 2.4000 0.106 0.087 1.346 0.005 2.4333 0.106 0.089 1.358 0.005 2.4667 0.106 0.090 1.370 0.005 2.5000 0.106 0.093 1.381 0.005 2.5333 0.106 0.097 1.393 0.005 2.5667 0.106 0.100 1.404 0.005 2.6000 0.106 0.104 1.415 0.005 2.6333 0.106 0.108 1.562 0.005 2.6667 0.106 0.111 1.822 0.005 2.7000 0.106 0.115 2.154 0.005 2.7333 0.106 0.118 2.546 0.005 2.7667 0.106 0.122 2.988 0.005 2.8000 0.106 0.125 3.477 0.005 2.8333 0.106 0.129 4.007 0.005 2.8667 0.106 0.132 4.575 0.005 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 9 2.9000 0.106 0.136 5.179 0.005 2.9333 0.106 0.140 5.817 0.005 2.9667 0.106 0.143 6.488 0.005 3.0000 0.106 0.147 7.188 0.005 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 10 Tank 1 Dimensions Depth:8 ft. Tank Type:Circular Diameter:8 ft. Length:470 ft. Discharge Structure Riser Height:7.5 ft. Riser Diameter:18 in. Orifice 1 Diameter:0.5 in.Elevation:0.5 ft. Orifice 2 Diameter:1.125 in.Elevation:5.73 ft. Orifice 3 Diameter:0.5 in.Elevation:6.5 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0889 0.018 0.001 0.000 0.000 0.1778 0.025 0.003 0.000 0.000 0.2667 0.031 0.005 0.000 0.000 0.3556 0.035 0.008 0.000 0.000 0.4444 0.039 0.011 0.000 0.000 0.5333 0.043 0.015 0.001 0.000 0.6222 0.046 0.019 0.002 0.000 0.7111 0.049 0.023 0.003 0.000 0.8000 0.051 0.028 0.003 0.000 0.8889 0.054 0.032 0.004 0.000 0.9778 0.056 0.037 0.004 0.000 1.0667 0.058 0.043 0.005 0.000 1.1556 0.060 0.048 0.005 0.000 1.2444 0.062 0.053 0.005 0.000 1.3333 0.064 0.059 0.006 0.000 1.4222 0.066 0.065 0.006 0.000 1.5111 0.067 0.071 0.006 0.000 1.6000 0.069 0.077 0.007 0.000 1.6889 0.070 0.083 0.007 0.000 1.7778 0.071 0.089 0.007 0.000 1.8667 0.073 0.096 0.007 0.000 1.9556 0.074 0.102 0.008 0.000 2.0444 0.075 0.109 0.008 0.000 2.1333 0.076 0.116 0.008 0.000 2.2222 0.077 0.122 0.008 0.000 2.3111 0.078 0.129 0.009 0.000 2.4000 0.079 0.136 0.009 0.000 2.4889 0.079 0.143 0.009 0.000 2.5778 0.080 0.151 0.009 0.000 2.6667 0.081 0.158 0.010 0.000 2.7556 0.082 0.165 0.010 0.000 2.8444 0.082 0.172 0.010 0.000 2.9333 0.083 0.180 0.010 0.000 3.0222 0.083 0.187 0.010 0.000 3.1111 0.084 0.195 0.011 0.000 3.2000 0.084 0.202 0.011 0.000 3.2889 0.084 0.210 0.011 0.000 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 11 3.3778 0.085 0.217 0.011 0.000 3.4667 0.085 0.225 0.011 0.000 3.5556 0.085 0.232 0.011 0.000 3.6444 0.086 0.240 0.012 0.000 3.7333 0.086 0.248 0.012 0.000 3.8222 0.086 0.255 0.012 0.000 3.9111 0.086 0.263 0.012 0.000 4.0000 0.086 0.271 0.012 0.000 4.0889 0.086 0.278 0.012 0.000 4.1778 0.086 0.286 0.013 0.000 4.2667 0.086 0.294 0.013 0.000 4.3556 0.086 0.301 0.013 0.000 4.4444 0.085 0.309 0.013 0.000 4.5333 0.085 0.317 0.013 0.000 4.6222 0.085 0.324 0.013 0.000 4.7111 0.084 0.332 0.013 0.000 4.8000 0.084 0.339 0.014 0.000 4.8889 0.084 0.347 0.014 0.000 4.9778 0.083 0.354 0.014 0.000 5.0667 0.083 0.362 0.014 0.000 5.1556 0.082 0.369 0.014 0.000 5.2444 0.082 0.376 0.014 0.000 5.3333 0.081 0.384 0.014 0.000 5.4222 0.080 0.391 0.015 0.000 5.5111 0.079 0.398 0.015 0.000 5.6000 0.079 0.405 0.015 0.000 5.6889 0.078 0.412 0.015 0.000 5.7778 0.077 0.419 0.023 0.000 5.8667 0.076 0.426 0.028 0.000 5.9556 0.075 0.433 0.032 0.000 6.0444 0.074 0.439 0.035 0.000 6.1333 0.073 0.446 0.037 0.000 6.2222 0.071 0.452 0.040 0.000 6.3111 0.070 0.458 0.042 0.000 6.4000 0.069 0.465 0.044 0.000 6.4889 0.067 0.471 0.046 0.000 6.5778 0.066 0.477 0.050 0.000 6.6667 0.064 0.482 0.052 0.000 6.7556 0.062 0.488 0.055 0.000 6.8444 0.060 0.494 0.057 0.000 6.9333 0.058 0.499 0.059 0.000 7.0222 0.056 0.504 0.061 0.000 7.1111 0.054 0.509 0.063 0.000 7.2000 0.051 0.514 0.064 0.000 7.2889 0.049 0.518 0.066 0.000 7.3778 0.046 0.522 0.068 0.000 7.4667 0.043 0.526 0.069 0.000 7.5556 0.039 0.530 0.279 0.000 7.6444 0.035 0.533 0.941 0.000 7.7333 0.031 0.536 1.830 0.000 7.8222 0.025 0.539 2.831 0.000 7.9111 0.018 0.541 3.830 0.000 8.0000 0.000 0.542 4.717 0.000 8.0889 0.000 0.000 5.410 0.000 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:05 AM Page 12 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.64 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.52 Total Impervious Area:1.123053 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.041538 5 year 0.063061 10 year 0.074565 25 year 0.086168 50 year 0.093021 100 year 0.098633 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.036604 5 year 0.049231 10 year 0.058611 25 year 0.071678 50 year 0.082332 100 year 0.093809 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.046 0.034 1950 0.067 0.059 1951 0.104 0.089 1952 0.032 0.028 1953 0.025 0.029 1954 0.037 0.034 1955 0.064 0.034 1956 0.051 0.061 1957 0.039 0.039 1958 0.045 0.033 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 13 1959 0.038 0.032 1960 0.064 0.040 1961 0.039 0.033 1962 0.022 0.027 1963 0.030 0.035 1964 0.039 0.030 1965 0.029 0.031 1966 0.029 0.034 1967 0.058 0.039 1968 0.038 0.040 1969 0.037 0.031 1970 0.029 0.030 1971 0.027 0.034 1972 0.075 0.074 1973 0.035 0.030 1974 0.037 0.036 1975 0.049 0.043 1976 0.035 0.030 1977 0.004 0.030 1978 0.028 0.037 1979 0.018 0.040 1980 0.051 0.059 1981 0.027 0.036 1982 0.043 0.055 1983 0.047 0.032 1984 0.030 0.032 1985 0.017 0.024 1986 0.080 0.043 1987 0.067 0.043 1988 0.026 0.025 1989 0.017 0.030 1990 0.095 0.056 1991 0.092 0.066 1992 0.030 0.031 1993 0.035 0.025 1994 0.010 0.023 1995 0.051 0.033 1996 0.096 0.082 1997 0.090 0.081 1998 0.019 0.037 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1038 0.0886 2 0.0964 0.0817 3 0.0945 0.0806 4 0.0924 0.0737 5 0.0896 0.0655 6 0.0803 0.0608 7 0.0746 0.0593 8 0.0671 0.0590 9 0.0670 0.0562 10 0.0640 0.0546 11 0.0639 0.0434 12 0.0575 0.0433 13 0.0515 0.0429 14 0.0512 0.0405 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 14 15 0.0512 0.0398 16 0.0488 0.0396 17 0.0467 0.0387 18 0.0460 0.0385 19 0.0453 0.0371 20 0.0434 0.0369 21 0.0395 0.0362 22 0.0388 0.0359 23 0.0387 0.0346 24 0.0380 0.0342 25 0.0378 0.0340 26 0.0374 0.0338 27 0.0372 0.0336 28 0.0367 0.0336 29 0.0354 0.0333 30 0.0352 0.0331 31 0.0345 0.0327 32 0.0323 0.0324 33 0.0302 0.0322 34 0.0302 0.0318 35 0.0299 0.0313 36 0.0289 0.0312 37 0.0289 0.0310 38 0.0285 0.0302 39 0.0285 0.0302 40 0.0275 0.0302 41 0.0271 0.0299 42 0.0260 0.0297 43 0.0250 0.0296 44 0.0224 0.0290 45 0.0186 0.0283 46 0.0180 0.0268 47 0.0168 0.0254 48 0.0166 0.0246 49 0.0102 0.0244 50 0.0036 0.0229 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 15 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0208 15726 10037 63 Pass 0.0215 14558 8515 58 Pass 0.0222 13571 7353 54 Pass 0.0230 12661 6495 51 Pass 0.0237 11900 5754 48 Pass 0.0244 11157 5116 45 Pass 0.0251 10449 4599 44 Pass 0.0259 9779 4157 42 Pass 0.0266 9151 3771 41 Pass 0.0273 8568 3471 40 Pass 0.0281 8061 3168 39 Pass 0.0288 7609 2887 37 Pass 0.0295 7219 2681 37 Pass 0.0303 6834 2502 36 Pass 0.0310 6476 2340 36 Pass 0.0317 6134 2190 35 Pass 0.0324 5813 2039 35 Pass 0.0332 5501 1899 34 Pass 0.0339 5191 1793 34 Pass 0.0346 4905 1695 34 Pass 0.0354 4677 1604 34 Pass 0.0361 4449 1528 34 Pass 0.0368 4234 1460 34 Pass 0.0376 4013 1413 35 Pass 0.0383 3850 1357 35 Pass 0.0390 3659 1317 35 Pass 0.0397 3498 1250 35 Pass 0.0405 3347 1171 34 Pass 0.0412 3198 1116 34 Pass 0.0419 3050 1073 35 Pass 0.0427 2917 1028 35 Pass 0.0434 2795 988 35 Pass 0.0441 2679 955 35 Pass 0.0449 2551 925 36 Pass 0.0456 2444 891 36 Pass 0.0463 2342 845 36 Pass 0.0470 2253 801 35 Pass 0.0478 2156 766 35 Pass 0.0485 2051 731 35 Pass 0.0492 1941 698 35 Pass 0.0500 1851 669 36 Pass 0.0507 1765 638 36 Pass 0.0514 1690 605 35 Pass 0.0522 1611 572 35 Pass 0.0529 1538 539 35 Pass 0.0536 1457 514 35 Pass 0.0543 1401 490 34 Pass 0.0551 1334 465 34 Pass 0.0558 1273 427 33 Pass 0.0565 1214 392 32 Pass 0.0573 1144 361 31 Pass 0.0580 1088 326 29 Pass 0.0587 1043 306 29 Pass DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 16 0.0594 994 281 28 Pass 0.0602 945 269 28 Pass 0.0609 899 255 28 Pass 0.0616 865 235 27 Pass 0.0624 834 223 26 Pass 0.0631 793 212 26 Pass 0.0638 758 198 26 Pass 0.0646 731 188 25 Pass 0.0653 708 172 24 Pass 0.0660 682 159 23 Pass 0.0667 655 148 22 Pass 0.0675 629 139 22 Pass 0.0682 605 129 21 Pass 0.0689 581 121 20 Pass 0.0697 564 108 19 Pass 0.0704 544 99 18 Pass 0.0711 525 93 17 Pass 0.0719 506 85 16 Pass 0.0726 476 79 16 Pass 0.0733 456 75 16 Pass 0.0740 428 65 15 Pass 0.0748 404 59 14 Pass 0.0755 391 53 13 Pass 0.0762 370 49 13 Pass 0.0770 342 45 13 Pass 0.0777 319 37 11 Pass 0.0784 295 32 10 Pass 0.0792 270 27 10 Pass 0.0799 251 20 7 Pass 0.0806 234 17 7 Pass 0.0813 218 13 5 Pass 0.0821 204 10 4 Pass 0.0828 190 10 5 Pass 0.0835 179 8 4 Pass 0.0843 171 7 4 Pass 0.0850 156 7 4 Pass 0.0857 142 4 2 Pass 0.0865 128 3 2 Pass 0.0872 114 1 0 Pass 0.0879 104 1 0 Pass 0.0886 93 0 0 Pass 0.0894 85 0 0 Pass 0.0901 79 0 0 Pass 0.0908 72 0 0 Pass 0.0916 63 0 0 Pass 0.0923 54 0 0 Pass 0.0930 48 0 0 Pass DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 18 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 19 Appendix Predeveloped Schematic DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 20 Mitigated Schematic DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 21 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 1998 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 20170918_ConstructionSizing.wdm MESSU 25 Pre20170918_ConstructionSizing.MES 27 Pre20170918_ConstructionSizing.L61 28 Pre20170918_ConstructionSizing.L62 30 POC20170918_ConstructionSizing1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 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 *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 22 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 23 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 1.64 COPY 501 12 PERLND 10 1.64 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <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-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 24 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 25 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 1998 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 20170918_ConstructionSizing.wdm MESSU 25 Mit20170918_ConstructionSizing.MES 27 Mit20170918_ConstructionSizing.L61 28 Mit20170918_ConstructionSizing.L62 30 POC20170918_ConstructionSizing1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 IMPLND 4 IMPLND 8 IMPLND 16 RCHRES 1 RCHRES 2 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Tank 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 C, Pasture, Flat 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 *** DRAFT20170918_ConstructionSizing 9/20/2017 8:30:46 AM Page 26 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 16 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 8 0 0 1 0 0 0 16 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 END PRINT-INFO DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 27 IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 8 0 0 0 0 0 16 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 8 0 0 16 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 8 0 0 16 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 13 0.29 RCHRES 2 2 PERLND 13 0.29 RCHRES 2 3 IMPLND 1 0.35 RCHRES 2 5 IMPLND 4 0.39 RCHRES 2 5 IMPLND 8 0.21 RCHRES 2 5 IMPLND 16 0.1031 RCHRES 1 5 Bypass*** PERLND 13 0.23 COPY 501 12 PERLND 13 0.23 COPY 601 12 PERLND 13 0.23 COPY 501 13 PERLND 13 0.23 COPY 601 13 IMPLND 1 0.03 COPY 501 15 IMPLND 1 0.03 COPY 601 15 IMPLND 8 0.04 COPY 501 15 IMPLND 8 0.04 COPY 601 15 ******Routing****** PERLND 13 0.29 COPY 1 12 IMPLND 1 0.35 COPY 1 15 IMPLND 4 0.39 COPY 1 15 IMPLND 8 0.21 COPY 1 15 PERLND 13 0.29 COPY 1 13 RCHRES 1 1 RCHRES 2 7 RCHRES 1 COPY 1 17 RCHRES 2 1 COPY 501 16 END SCHEMATIC DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 28 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Porous Pavement -006 2 1 1 1 28 0 1 2 Tank 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.09 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.103053 0.000000 0.000000 0.000000 0.033333 0.103053 0.000902 0.000000 0.005196 0.066667 0.103053 0.001803 0.000000 0.005196 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 29 0.100000 0.103053 0.002705 0.000000 0.005196 0.133333 0.103053 0.003607 0.000000 0.005196 0.166667 0.103053 0.004509 0.000000 0.005196 0.200000 0.103053 0.005410 0.000000 0.005196 0.233333 0.103053 0.006312 0.000000 0.005196 0.266667 0.103053 0.007214 0.000000 0.005196 0.300000 0.103053 0.008115 0.000000 0.005196 0.333333 0.103053 0.009017 0.000000 0.005196 0.366667 0.103053 0.009919 0.000000 0.005196 0.400000 0.103053 0.010821 0.000000 0.005196 0.433333 0.103053 0.011722 0.000000 0.005196 0.466667 0.103053 0.012624 0.000000 0.005196 0.500000 0.103053 0.013526 0.000000 0.005196 0.533333 0.103053 0.014427 0.178361 0.005196 0.566667 0.103053 0.015329 0.252241 0.005196 0.600000 0.103053 0.016231 0.308931 0.005196 0.633333 0.103053 0.017133 0.356723 0.005196 0.666667 0.103053 0.018034 0.398828 0.005196 0.700000 0.103053 0.018936 0.436894 0.005196 0.733333 0.103053 0.019838 0.471900 0.005196 0.766667 0.103053 0.020739 0.504482 0.005196 0.800000 0.103053 0.021641 0.535084 0.005196 0.833333 0.103053 0.022543 0.564028 0.005196 0.866667 0.103053 0.023445 0.591557 0.005196 0.900000 0.103053 0.024346 0.617862 0.005196 0.933333 0.103053 0.025248 0.643091 0.005196 0.966667 0.103053 0.026150 0.667367 0.005196 1.000000 0.103053 0.027051 0.690790 0.005196 1.033333 0.103053 0.027953 0.713445 0.005196 1.066667 0.103053 0.028855 0.735402 0.005196 1.100000 0.103053 0.029757 0.756723 0.005196 1.133333 0.103053 0.030658 0.777459 0.005196 1.166667 0.103053 0.031560 0.797656 0.005196 1.200000 0.103053 0.032462 0.817354 0.005196 1.233333 0.103053 0.033363 0.836589 0.005196 1.266667 0.103053 0.034265 0.855391 0.005196 1.300000 0.103053 0.035167 0.873788 0.005196 1.333333 0.103053 0.036069 0.891806 0.005196 1.366667 0.103053 0.036970 0.909468 0.005196 1.400000 0.103053 0.037872 0.926792 0.005196 1.433333 0.103053 0.038774 0.943799 0.005196 1.466667 0.103053 0.039676 0.960505 0.005196 1.500000 0.103053 0.040577 0.976925 0.005196 1.533333 0.103053 0.041479 0.993074 0.005196 1.566667 0.103053 0.042381 1.008964 0.005196 1.600000 0.103053 0.043282 1.024608 0.005196 1.633333 0.103053 0.044184 1.040016 0.005196 1.666667 0.103053 0.045086 1.055200 0.005196 1.700000 0.103053 0.045988 1.070168 0.005196 1.733333 0.103053 0.046889 1.084929 0.005196 1.766667 0.103053 0.047791 1.099493 0.005196 1.800000 0.103053 0.048693 1.113866 0.005196 1.833333 0.103053 0.049594 1.128056 0.005196 1.866667 0.103053 0.050496 1.142069 0.005196 1.900000 0.103053 0.051398 1.155913 0.005196 1.933333 0.103053 0.052300 1.169593 0.005196 1.966667 0.103053 0.053201 1.183115 0.005196 2.000000 0.103053 0.054103 1.196484 0.005196 2.033333 0.103053 0.055005 1.209705 0.005196 2.066667 0.103053 0.055906 1.222783 0.005196 2.100000 0.103053 0.056808 1.235723 0.005196 2.133333 0.103053 0.057710 1.248529 0.005196 2.166667 0.103053 0.058612 1.261205 0.005196 2.200000 0.103053 0.059513 1.273754 0.005196 2.233333 0.103053 0.060415 1.286182 0.005196 2.266667 0.103053 0.061317 1.298490 0.005196 2.300000 0.103053 0.062218 1.310682 0.005196 2.333333 0.103053 0.063120 1.322763 0.005196 2.366667 0.103053 0.064022 1.334734 0.005196 2.400000 0.103053 0.064924 1.346598 0.005196 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 30 2.433333 0.103053 0.065825 1.358359 0.005196 2.466667 0.103053 0.066727 1.370019 0.005196 2.500000 0.103053 0.070162 1.381581 0.005196 2.533333 0.103053 0.073597 1.393046 0.005196 2.566667 0.103053 0.077032 1.404418 0.005196 2.600000 0.103053 0.080467 1.415699 0.005196 2.633333 0.103053 0.083903 1.562671 0.005196 2.666667 0.103053 0.087338 1.822040 0.005196 2.700000 0.103053 0.090773 2.154550 0.005196 2.733333 0.103053 0.094208 2.546193 0.005196 2.766667 0.103053 0.097643 2.988876 0.005196 2.800000 0.103053 0.101078 3.477137 0.005196 2.833333 0.103053 0.104513 4.006966 0.005196 2.866667 0.103053 0.107948 4.575259 0.005196 2.900000 0.103053 0.111383 5.179517 0.005196 2.933333 0.103053 0.114819 5.817673 0.005196 2.966667 0.103053 0.118254 6.487982 0.005196 3.000000 0.103053 0.121689 7.188940 0.005196 END FTABLE 1 FTABLE 2 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.088889 0.018096 0.001075 0.000000 0.177778 0.025447 0.003030 0.000000 0.266667 0.030989 0.005547 0.000000 0.355556 0.035577 0.008511 0.000000 0.444444 0.039544 0.011853 0.000000 0.533333 0.043063 0.015528 0.001239 0.622222 0.046235 0.019499 0.002372 0.711111 0.049129 0.023739 0.003117 0.800000 0.051791 0.028226 0.003716 0.888889 0.054254 0.032941 0.004231 0.977778 0.056545 0.037866 0.004689 1.066667 0.058685 0.042989 0.005107 1.155556 0.060688 0.048295 0.005493 1.244444 0.062569 0.053774 0.005853 1.333333 0.064337 0.059415 0.006193 1.422222 0.066003 0.065209 0.006515 1.511111 0.067573 0.071146 0.006822 1.600000 0.069054 0.077219 0.007115 1.688889 0.070452 0.083420 0.007397 1.777778 0.071771 0.089741 0.007669 1.866667 0.073017 0.096177 0.007931 1.955556 0.074191 0.102720 0.008185 2.044444 0.075299 0.109365 0.008431 2.133333 0.076342 0.116105 0.008670 2.222222 0.077324 0.122935 0.008903 2.311111 0.078246 0.129849 0.009130 2.400000 0.079111 0.136844 0.009351 2.488889 0.079921 0.143912 0.009568 2.577778 0.080677 0.151050 0.009779 2.666667 0.081381 0.158253 0.009986 2.755556 0.082034 0.165516 0.010189 2.844444 0.082637 0.172835 0.010388 2.933333 0.083192 0.180206 0.010583 3.022222 0.083699 0.187624 0.010774 3.111111 0.084159 0.195085 0.010963 3.200000 0.084574 0.202584 0.011148 3.288889 0.084943 0.210118 0.011330 3.377778 0.085267 0.217684 0.011509 3.466667 0.085547 0.225276 0.011685 3.555556 0.085783 0.232891 0.011859 3.644444 0.085976 0.240525 0.012030 3.733333 0.086126 0.248174 0.012199 3.822222 0.086232 0.255835 0.012366 3.911111 0.086296 0.263503 0.012530 4.000000 0.086318 0.271175 0.012692 4.088889 0.086296 0.278847 0.012852 DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 31 4.177778 0.086232 0.286515 0.013010 4.266667 0.086126 0.294176 0.013167 4.355556 0.085976 0.301825 0.013321 4.444444 0.085783 0.309459 0.013474 4.533333 0.085547 0.317074 0.013625 4.622222 0.085267 0.324667 0.013774 4.711111 0.084943 0.332232 0.013922 4.800000 0.084574 0.339766 0.014068 4.888889 0.084159 0.347266 0.014213 4.977778 0.083699 0.354726 0.014356 5.066667 0.083192 0.362144 0.014498 5.155556 0.082637 0.369515 0.014638 5.244444 0.082034 0.376834 0.014777 5.333333 0.081381 0.384097 0.014915 5.422222 0.080677 0.391300 0.015051 5.511111 0.079921 0.398438 0.015187 5.600000 0.079111 0.405507 0.015321 5.688889 0.078246 0.412501 0.015454 5.777778 0.077324 0.419415 0.023093 5.866667 0.076342 0.426246 0.028413 5.955556 0.075299 0.432986 0.032157 6.044444 0.074191 0.439630 0.035234 6.133333 0.073017 0.446173 0.037914 6.222222 0.071771 0.452609 0.040325 6.311111 0.070452 0.458930 0.042536 6.400000 0.069054 0.465131 0.044591 6.488889 0.067573 0.471204 0.046522 6.577778 0.066003 0.477142 0.050240 6.666667 0.064337 0.482935 0.052856 6.755556 0.062569 0.488576 0.055179 6.844444 0.060688 0.494055 0.057327 6.933333 0.058685 0.499362 0.059349 7.022222 0.056545 0.504484 0.061271 7.111111 0.054254 0.509410 0.063110 7.200000 0.051791 0.514124 0.064878 7.288889 0.049129 0.518611 0.066584 7.377778 0.046235 0.522851 0.068235 7.466667 0.043063 0.526822 0.069837 7.555556 0.039544 0.530497 0.279667 7.644444 0.035577 0.533839 0.941903 7.733333 0.030989 0.536803 1.830642 7.822222 0.025447 0.539321 2.831222 7.911111 0.018096 0.541275 3.830165 8.000000 0.000000 0.542350 4.717726 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 32 <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 33 Predeveloped HSPF Message File DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 34 Mitigated HSPF Message File DRAFT20170918_ConstructionSizing 9/20/2017 8:30:47 AM Page 35 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. 2005-2017; 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 Technical Information Report 4-5 LDC Job No. 16-137 WWHM4 PROJECT REPORT ___________________________________________________________________ Project Name: 20170920_BypassFlow Site Name: Site Address: City : Report Date: 9/20/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version Date: 2016/11/23 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat .3 Pervious Total 0.3 Impervious Land Use acre Impervious Total 0 Basin Total 0.3 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Technical Information Report 4-6 LDC Job No. 16-137 C, Pasture, Flat .23 Pervious Total 0.23 Impervious Land Use acre ROADS FLAT 0.03 SIDEWALKS FLAT 0.04 Impervious Total 0.07 Basin Total 0.3 ___________________________________________________________________ ANALYSIS RESULTS ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.3 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.23 Total Impervious Area:0.07 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.0075 5 year 0.0115 10 year 0.0136 25 year 0.0157 50 year 0.0170 100 year 0.0180 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 Year 0.0249 5 Year 0.0311 10 Year 0.0353 25 Year 0.0406 50 Year 0.0446 100 Year 0.0486 __________________________________________________________________ Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.008 0.004 1950 0.012 0.005 1951 0.019 0.007 1952 0.006 0.003 1953 0.005 0.004 1954 0.007 0.004 1955 0.012 0.005 1956 0.009 0.005 Technical Information Report 4-7 LDC Job No. 16-137 1957 0.007 0.004 1958 0.008 0.005 1959 0.007 0.004 1960 0.012 0.006 1961 0.007 0.004 1962 0.004 0.003 1963 0.006 0.004 1964 0.007 0.004 1965 0.005 0.004 1966 0.005 0.004 1967 0.011 0.005 1968 0.007 0.004 1969 0.007 0.004 1970 0.005 0.004 1971 0.005 0.004 1972 0.014 0.006 1973 0.006 0.004 1974 0.007 0.005 1975 0.009 0.004 1976 0.006 0.004 1977 0.001 0.002 1978 0.005 0.004 1979 0.003 0.003 1980 0.009 0.006 1981 0.005 0.004 1982 0.008 0.005 1983 0.009 0.005 1984 0.005 0.003 1985 0.003 0.003 1986 0.015 0.005 1987 0.012 0.005 1988 0.005 0.003 1989 0.003 0.003 1990 0.017 0.006 1991 0.017 0.006 1992 0.006 0.005 1993 0.006 0.004 1994 0.002 0.003 1995 0.009 0.005 1996 0.018 0.007 1997 0.016 0.007 1998 0.003 0.003 ___________________________________________________________________ Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0190 0.0073 2 0.0176 0.0069 3 0.0173 0.0067 4 0.0169 0.0062 5 0.0164 0.0061 6 0.0147 0.0060 7 0.0136 0.0060 8 0.0123 0.0059 9 0.0123 0.0055 10 0.0117 0.0054 11 0.0117 0.0053 Technical Information Report 4-8 LDC Job No. 16-137 12 0.0105 0.0051 13 0.0094 0.0051 14 0.0094 0.0049 15 0.0094 0.0047 16 0.0089 0.0046 17 0.0086 0.0046 18 0.0084 0.0046 19 0.0083 0.0046 20 0.0079 0.0045 21 0.0072 0.0045 22 0.0071 0.0045 23 0.0071 0.0044 24 0.0070 0.0044 25 0.0069 0.0043 26 0.0068 0.0043 27 0.0068 0.0043 28 0.0067 0.0043 29 0.0065 0.0042 30 0.0064 0.0042 31 0.0063 0.0040 32 0.0059 0.0039 33 0.0055 0.0039 34 0.0055 0.0039 35 0.0055 0.0038 36 0.0053 0.0038 37 0.0053 0.0038 38 0.0052 0.0037 39 0.0052 0.0037 40 0.0050 0.0036 41 0.0050 0.0035 42 0.0047 0.0034 43 0.0046 0.0034 44 0.0041 0.0032 45 0.0034 0.0030 46 0.0033 0.0029 47 0.0031 0.0028 48 0.0030 0.0026 49 0.0019 0.0025 50 0.0007 0.0024 ___________________________________________________________________ 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. 2005-2017; All Rights Reserved. Technical Information Report 4-9 LDC Job No. 16-137 4.2 Water Quality Treatment Per the 2017 City of Renton SWDM section 1.2.8.1 A, the required treatment for the proposed commercial project is Enhanced Basic Treatment. The treatment performance goal for Enhanced Basic WQ menu is 50% reduction of total zinc and 80% removal of total suspended solids (TSS) for a typical rainfall year, assuming typical pollutant concentrations in urban runoff. The proposed enhanced treatment facility is a Filterra Bioretention Systems as approved by the City of Renton Public Works Department. The Washington State Department of Ecology has approved the Filterra Bioretention Systems for General Use Level Designation for Total Suspended Solids, oil and grease, and enhanced dissolved metals treatment. The proposed enhanced treatment facility is a Filterra Bioretention Systems an approved method by 2017 RSWDM section 14-A. The Filterra unit has been sized for enhanced-basic treatment using a filter hydraulic conductivity of 24.82 inches/hour using the sand filter module in the latest version of WWHM or other Ecology-approved continuous runoff model. The model proves that the Filterra unit chosen is capable of filtering 91 percent of the influent runoff file. Further analysis and design calculations are included in the following pages. Water Quality Tributary Basin (see Figure 4.3): C, Lawn, Flat 0.14 Acres Roads/Flat 0.42 Acres Sidewalks/Flat 0.10 Acres Total 0.66 Acres Peak Flow Rates (701) 100-year = 0.54 cfs (Filterra 6” max=0.6cfs) 410 390400390 4 0 0 400410410410 4.3FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F4.2 DRAWING BY: D.WESTLEYDATE: 9-06-2017SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: D.WESTLEY REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137DevelopedHydrologyMap.mxd | MOD: 9/06/2017 | TPAVICINITY MAP RENTON SPECIAL CARE COMMUNITY, LLCRENTON SPECIAL CARE COMMUNITYDEVELOPED WATER QUALITY BASIN MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893q Scale in Feet 0 40 80 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Parcel Boundary PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT Watercourse 108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYDEVELOPED WQ BASIN0.66 AC DEVELOPED BASIN AREAS DEVELOPED BASIN A TOTAL TOTAL =0.66 ACPERVIOUS (lawn)0.14 ACROADS0.42 AC WATER QUALITY BYPASS BASIN TOTAL = 0.30 AC WATER QUALITY MITIGATION TRADE* NON-TARGET EXISTING PAVEMENT TO WATER QUALITYFACILITY=3,500 SF ROW PAVEMENT WATER QUALITYBYPASS =200 SF PRIVATE DRIVE WATER QUALITY BYPASS =1,800 SF WATER QUALITY BYPASS TOTAL =0.30 ACPERVIOUS0.23 ACIMPERVIOUS0.07 AC NON-TARGET IMPERVIOUS SURFACEEXISTING PAVEMENT 3,500 SF TARGET SURFACE AREA BYPASS TOTAL =3,500 SFPRIVATE DRIVE PAVEMENT 1,800 SF ROW PAVEMENT 200 SF MITIGATION TRADE NET TOTAL =0 SFTARGET (BYPASS)- 3,500 SFNON-TARGET (TO WQ)3,500 SF * ALL AREAS NOTED ARE PGIS.CALCULATIONS REFLECT PGIS TRADE CALCULATIONS. WATER QUALITY BYPASS = 1,500 SF ROW PAVEMENT 1,500 SFGRIND AND OVERLAY SIDEWALKS 0.10 AC Technical Information Report 4-11 LDC Job No. 16-137 4.3 Flow Control BMPs – Low Impact Development Flow Control BMPs, also known as Low Impact Development (LID) techniques, must be applied to the site design in accordance with the requirements specified in the 2017 City of Renton SWDM section C.1.3.2 Large Lot BMP Requirements. Evaluation for the feasibility and applicability of prescribed flow control BMPs is provided below: 1. Full Dispersion: Not applicable. The proposed commercial development does not provide sufficient native vegetation to meet the minimum flow path requirements for full dispersion. 2. Full Infiltration of Roof Runoff: Not feasible. Full infiltration is infeasible and not required as the minimum design requirements (below) cannot be met:  “Existing soils must be coarse sands or cobbles or medium sands” - onsite glacial till soils do not exhibit infiltration characteristics that will allow full infiltration BMPs to “fully and reliably” infiltrate runoff into the ground. 3. Flow Control BMP Feasibility List: The following BMPs have been fully evaluated for feasibility and applied to the site where determined feasible as required.  Full Infiltration: Not feasible. Full infiltration is infeasible and not required as the minimum design requirements (below) cannot be met:  Existing site soils must be coarse sands or cobbles or medium sands - onsite glacial till soils do not exhibit infiltration characteristics that will allow full infiltration BMPs to “fully and reliably” infiltrate runoff into the ground.  Limited Infiltration: Not feasible. Limited infiltration is infeasible as the following minimum design requirements cannot be met:  Existing site soils may be fine sands, loamy sands, sandy loams, or loams – present onsite glacial till soils are not suitable for limited infiltration systems.  Bioretention: Not feasible. Bioretention is infeasible as the following criteria can be cited as reasons for a finding of infeasibility without further justification: Technical Information Report 4-12 LDC Job No. 16-137  21.) Where the field testing indicates potential bio retention sites have a measured native soil saturated hydraulic conductivity less than 0.30 inches per hour – According to Infiltration Testing Letter Report, performed by Michael Place, PE dated January 6th, 2017, native till soils contain a measured native soil saturated hydraulic conductivity of 0.10 to 0.20 inches per hour.  Permeable Pavement: Feasible. Permeable pavement is feasible with the use of underdrains in location of minimal infiltration only as specified in section C.2.7.1 and C.2.47 see page DT-01 for detail. Permeable pavement is proposed in all parking stall locations totaling 4,556 square feet. 2,400 square feet of pollution generating impervious run-on is contributing to the permeable pavement area. Permeable pavement is not extended to sidewalks due to insufficient infiltration rates across the southern portion of the site. See Figure 4.4 or the Geotech report by Intertek PSI dated January 6th, 2017. The test pit location 1-3 show infiltration rates at 0.05in/hr to 0.03in/hr where a system of underdrains would still provide a passing model. Test pit 4 however, only 0.02in/hr was recorded which is even lower than the current infiltration rates to the north. Currently the permeable pavement is being utilized to meet the LID requirements but no modeling credits are being utilized. See email attached from Michael Place, PE the geotechnical Engineer from Intertek-PSI as he describes the onsite conditions and the infeasibility of infiltration and permeable pavement onsite. Summary: The total targeted impervious cover applied to permeable pavement BMP is 6,706 square feet. 4. Basic Dispersion: Not feasible. The proposed architectural site plan does not provide sufficient vegetated pervious surfaces to meet the minimum design requirements for basic dispersion concerning the minimum vegetated flowpath lengths. 410 390400390 4 0 0 400410410410 4.4FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F4.2 DRAWING BY: D.WESTLEYDATE: 9-06-2017SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: D.WESTLEY REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137DevelopedHydrologyMap.mxd | MOD: 9/06/2017 | TPAVICINITY MAP RENTON SPECIAL CARE COMMUNITY, LLCRENTON SPECIAL CARE COMMUNITYINFILTRATION MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893q Scale in Feet 0 40 80 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Parcel Boundary PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT Watercourse 108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYTEST PIT-1 0.05 IN/HR TEST PIT-2 0.03 IN/HR TEST PIT-30.05 IN/HR TEST PIT-40.02 IN/HR 1 Amanda Lauck From:Michael Place <michael.place@psiusa.com> Sent:Wednesday, February 07, 2018 9:24 AM To:Amanda Lauck Cc:Mark Villwock; Tom Abbott Sr. Subject:RE: Renton Memory Care PSI Report #07121316 Amanda, Based on the results in our geotechnical investigations and infiltration testing the field measured permeability of the onsite till soils ranged from 0.10 to 0.22 inches per hour (in/hr). This is below the City of Renton specified required minimum for measured infiltration rate of 0.3 in/hr. Calculated design rates for the site ranged from 0.02 to 0.05 in/hr. When water intersects these till soils it will have a tenancy to migrate laterally rather than permit any significant infiltration. Such lateral migration will simply force water entering the soils to migrate towards foundation and wall drains within the courtyard area, yielding no significant infiltration. As a result, in PSI’s opinion, the use of permeable pavements in the proposed courtyard area will provide no increased benefit to the management of stormwater on the site. Regards, Michael S. Place, PE Regional Engineer/Principal Consultant Geotechnical Engineering Intertek‐PSI Licensed in WA, OR, ID, UT & NV Direct (425) 409‐2505 Mobile (253) 255‐7805 Office (425) 409‐2504 Email michael.place@psiusa.com www.intertek.com/building Intertek‐PSI, 20508 56th Avenue West, Suite A, Lynnwood, WA 98036 Regards, From: Amanda Lauck [mailto:alauck@ldccorp.com] Sent: Wednesday, February 7, 2018 7:09 AM To: Michael Place <michael.place@psiusa.com> Cc: Mark Villwock <mvillwock@ldccorp.com>; Tom Abbott Sr. <tabbottsr@ldccorp.com> Subject: RE: Renton Memory Care PSI Report #07121316 Hello Michael, Technical Information Report 4-13 LDC Job No. 16-137 5. BMP Application Rate: For projects that will result in an impervious surface coverage greater than 65% on the buildable portion of the site/lot, on-site BMPs must be applied to 20% of the target impervious surfaces or to an impervious area equal to at least 10% of the site/lot, whichever is less.  10% of Lot = 0.1 x 65,715 = 6,571 SF  20% of Target Impervious Surface = 0.2 x 47,720 = 9,544 SF  Summary: On-site BMPs must be applied to at least 6,571 SF of Target Impervious Surfaces Technical Information Report 4-14 LDC Job No. 16-137 Permeable Pavement Design: The proposed permeable pavement flow control BMP has been designed in accordance with the 2017 City of Renton SWDM section C.2.7.1 and C.2.47 see page DT-01 for detail. The design is based on soils information presented in Infiltration Testing Letter Report prepared by PSI on January 6th, 2017. Underdrains will be used to discharge all runoff that will not infiltrate into the native soils. Permeable pavement is not extended to sidewalks due to concerns regarding insufficient infiltration rates across the southern portion of the site. The test pit location 1-3 show infiltration rates at 0.05in/hr to 0.03in/hr where a system of underdrains would still provide a passing model. Test pit 4 however, only 0.02in/hr was recorded which is even lower than the current infiltration rates to the north. Currently the permeable pavement is being utilized to meet the LID requirements but no modeling credits are being utilized. Preliminary TIR 5-1 LDC Job No. 16-137 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system onsite consists of a series of catch basins, area drains, and detention pipe that conveys stormwater across the site. Backwater conveyance analysis and design was conducted per section 3.3.3 of the 2017 City of Renton Surface Water Design Manual. Per section 3.3.3 (1 and 2) a conveyance basin map was created that breaks down impervious and pervious area within the basins, see Figure 5.1. Peak flows for the 100-year storm were evaluated using WWHM given the basin parameters using a 15-minuite time step per section 3.3.3 (3). Stormshed 3G was then used to evaluate the system for compliance, the HGL analysis is provided on the following pages. Based on the Stormshed 3G analysis the system is adequately sized. Appended on: Wednesday, February 14, 2018 1:57:58 PM ROUTEHYD [] THRU [Renton Memory] USING [100 year] AND [] NOTZERO RELATIVE Fixed Flow Gravity Analysis using fixed flowrates Reach ID Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CFlow pipe15 0.017 6.8845 0.0025 0.0367 12 in Diam 1.8307 8.7656 0.017 P-001 0.017 2.4745 0.0069 0.0394 8 in Diam 2.0304 7.0903 0.00 pipe16 0.3108 3.575 0.0869 0.1992 12 in Diam 2.795 4.5519 0.3108 pipe10 0.3108 3.5376 0.0879 0.2003 12 in Diam 2.7735 4.5042 0.00 pipe11 0.3108 3.997 0.0778 0.1883 12 in Diam 3.0306 5.0892 0.00 pipe12 0.3108 3.941 0.0789 0.1896 12 in Diam 3.0014 5.0178 0.00 pipe17 0.3108 3.8958 0.0798 0.1906 12 in Diam 2.977 4.9603 0.00 pipe18 0.3108 2.761 0.1126 0.1512 8 in Diam 5.2261 7.9113 0.00 Pipe2 0.3108 2.4745 0.1256 0.1595 8 in Diam 4.8461 7.0903 0.00 Pipe3 0.3108 2.9331 0.106 0.1461 8 in Diam 5.4897 8.4043 0.00 Pipe4 0.3278 2.4745 0.1325 0.1638 8 in Diam 4.9227 7.0903 0.00 pipe 21 0.3278 9.4387 0.0347 0.0849 8 in Diam 12.6686 27.0454 0.00 pipe 22 0.3278 4.096 0.08 0.1273 8 in Diam 7.05 11.7365 0.00 pipe 23 0.3278 4.2859 0.0765 0.1245 8 in Diam 7.2747 12.2807 0.00 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 398.48 CB-3 Detention Pipe Inlet 398.5007 0.0137 0.0206 ------ 398.5076 400.5600 Modular Wetland Out CB-3 398.5350 0.0137 0.0000 ------ 398.5214 400.1100 Modular Wetland Modular Wetland Out 400.3847 ------ 0.0335 ------ 400.4182 402.5500 CB4 Modular Wetland 400.7150 ------ 0.0561 0.0211 400.7922 403.0500 No approach losses at node CB9 because inverts and/or crowns are offset. CB8 CB4 401.4218 ------ 0.0002 ------ 401.4220 410.1000 CB9 CB8 406.5716 ------ ------ ------ 406.5716 411.5100 No approach losses at node CB6 because inverts and/or crowns are offset. CB5 CB4 403.4012 ------ 0.0164 ------ 403.4176 406.2500 No approach losses at node CB7 because inverts and/or crowns are offset. CB6 CB5 403.4462 0.4241 0.0040 ------ 403.0261 408.0300 CB7 CB6 406.2023 ------ 0.0007 ------ 406.2030 409.8500 CB-14 CB7 406.4989 ------ 0.0172 ------ 406.5162 411.5800 CB13 CB-14 406.9188 ------ 0.1352 ------ 407.0540 412.5100 CB12 CB13 407.1909 0.1194 0.0053 ------ 407.0767 412.0000 CB10 CB12 407.5494 ------ 0.1441 ------ 407.6935 410.7000 CB11 CB10 407.8304 ------ ------ ------ 407.8304 410.5600 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft)Dn (ft) Comment pipe 23 3.6107 5.4165 0.33 3.5900 0.2657 0.1245 Outlet Control pipe 22 2.9242 4.3868 0.33 2.8976 0.2657 0.1273 Outlet Control pipe 21 0.2747 0.4121 0.33 1.3214 0.2657 0.0849 SuperCrit flow, Inlet end controls Pipe4 0.3650 0.5476 0.33 0.3082 0.2657 0.1638 SuperCrit flow, Inlet end controls P-001 0.0718 0.1077 0.02 0.4422 0.0584 0.0394 SuperCrit flow, Inlet end controls pipe15 0.0616 0.0616 0.02 0.0525 0.0525 0.0367 SuperCrit flow, Inlet end controls Pipe3 0.3512 0.5269 0.31 0.4422 0.2583 0.1461 SuperCrit flow, Inlet end controls Pipe2 1.1762 1.7645 0.31 1.1476 0.2583 0.1595 Outlet Control pipe18 0.3523 0.5285 0.31 0.2583 0.2583 0.1512 SuperCrit flow, Inlet end controls pipe17 0.3089 0.3089 0.31 0.3530 0.2297 0.1906 SuperCrit flow, Inlet end controls pipe12 0.3088 0.3088 0.31 0.3262 0.2297 0.1896 SuperCrit flow, Inlet end controls pipe11 0.4009 0.4009 0.31 0.4440 0.2297 0.1883 Outlet Control M1 Backwater pipe10 0.3094 0.3094 0.31 0.2867 0.2297 0.2003 SuperCrit flow, Inlet end controls pipe16 0.4704 0.4704 0.31 0.4535 0.2297 0.1992 Outlet Control M1 Backwater Reach ID Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CFlow pipe 24 0.00 6.0398 0.00 0.00 12 in Diam NaN 7.6901 0.00 Pipe19 8.61 11.668 0.7379 0.6396 12 in Diam 16.2313 14.8562 8.61 pipe 30 8.61 7.3813 1.1665 1.00 12 in Diam 10.9626 9.3982 0.00 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 389.0599 CB-1 CB- A16 394.9177 1.8661 0.0107 ------ 393.0622 397.0000 Detention Pipe Outfall CB-1 0.0000 ------ ------ ------ 0.0000 400.6500 CB-1A CB-1 400.8850 ------ ------ ------ 400.8850 401.6000 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft)Dn (ft) Comment pipe 30 6.8577 6.8577 8.61 1.0000 0.9885 >D Outlet Control Pipe19 4.2850 4.2850 8.61 2.3421 0.9885 0.6396 SuperCrit flow, Inlet end controls Node and Reach invert report Node and Reach invert report Licensed to: Engenious Systems, Inc. 410 390 400 390 4 0 0 400410410410 5.1FIGURE: PROJECTION: WASHINGTONSTATE PLANE, NORTH ZONE,NAD 83 HARN, FEET JOB NUMBER: 16-137DRAWING NAME: 16-137F4.2 DRAWING BY: D.WESTLEYDATE: 1-10-2017SCALE: AS SHOWNJURISDICTION: RENTON DESIGNER: D.WESTLEY REVISION: SOURCE INFORMATIONDESCRIPTIONSOURCE AGENCY16-137DevelopedHydrologyMap.mxd | MOD: 1/10/2017 | DEWVICINITY MAP RENTON SPECIAL CARE COMMUNITY, LLCRENTON SPECIAL CARE COMMUNITYCONVEYANCE BASIN MAPKING COUNTY GISCONTOURS GENERATED FROM BARE EARTH LiDAR (KING COUNTY).THIS DATA HAS A STATED VERTICAL ACCURACY OF APPROXIMATELY 1 FOOT.THE CIVIL ENGINEERING GROUPCommercialInfrastructureResidential14201 NE 200th St., #100Woodinville, WA 98072Ph. 425.806.1869www.LDCcorp.comFx. 425.482.2893q Scale in Feet 0 40 80 10 Foot Contour Contours (LiDAR) 2 Foot Contour LEGEND Subject Property Parcel Boundary PARCEL BOUNDARYCITY OF RENTON GISSR-522MAPPED EXTENT Watercourse 108th Ave SE108th Ave SESE 172nd St AERIALS EXPRESS, INC.AERIAL IMAGERYConveyance Basin A0.43AC CONVEYANCE BASIN AREAS BASIN A TOTAL TOTAL =0.43 ACTILL GRASS 0.05 AC IMPERVIOUS 0.38 AC Conveyance Basin B0.22AC BASIN B TOTAL TOTAL =0.22 ACTILL GRASS 0.06 ACIMPERVIOUS0.16 AC Technical Information Report 6-1 LDC Job No. 16-137 6.0 SPECIAL REPORTS AND STUDIES  Geotechnical Engineer Study prepared by Earth Solutions NW, LLC dated 11/11/15 (Project # ES-3613)  Site Investigation and Analysis of Previous Geotechnical Report, Renton Special Care Community, 17033 – 108th Avenue SE, Renton, Washington prepared by PSI, Inc. dated November 2nd, 2016  Infiltration Testing Letter Report prepared by PSI, Inc. dated January 6th, 2017 Technical Information Report 8-1 LDC Job No. 16-137 8.0 SWPPP ANALYSIS AND DESIGN SWPPP analysis and design has been prepared and has been submitted as a separate document. Technical Information Report 9-1 LDC Job No. 16-137 9.0 BOND QUANTITIES & FACILITY SUMMARIES Bond Quantities have been prepared and are attached in the following pages. Technical Information Report 10-1 LDC Job No. 16-137 10.0 OPERATIONS AND MAINTENANCE MANUAL The proposed storm system consists of catch basins, manholes, a detention tank facility and a Filterra water quality facility. These facilities will require periodic maintenance and inspection based on the procedures below. The procedures are based on Appendix A of the 2017 City of Renton Surface Water Design Manual. Technical Information Report 9-1 LDC Job No. 16-137 9.0 BOND QUANTITIES & FACILITY SUMMARIES Bond Quantities have been prepared and are attached in the following pages. CED Permit #:C17002683UnitReference # Price Unit Quantity CostBackfill & compaction‐embankmentESC‐16.50$ CYCheck dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$ Each 9720.00Catch Basin ProtectionESC‐335.50$ Each 10355.00Crushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$ CYDitchingESC‐59.00$ CYExcavation‐bulkESC‐62.00$ CYFence, siltESC‐7SWDM 5.4.3.11.50$ LF 470705.00Fence, Temporary (NGPE)ESC‐81.50$ LFGeotextile FabricESC‐92.50$ SYHay Bale Silt TrapESC‐100.50$ EachHydroseedingESC‐11SWDM 5.4.2.40.80$ SYInterceptor Swale / DikeESC‐121.00$ LF 710710.00Jute MeshESC‐13SWDM 5.4.2.23.50$ SYLevel SpreaderESC‐141.75$ LFMulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$ SYMulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$ SYPiping, temporary, CPP, 6"ESC‐1712.00$ LFPiping, temporary, CPP, 8"ESC‐1814.00$ LFPiping, temporary, CPP, 12"ESC‐1918.00$ LF 1402,520.00Plastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$ SYRip Rap, machine placed; slopesESC‐21WSDOT 9‐13.1(2)45.00$ CYRock Construction Entrance, 50'x15'x1'ESC‐22SWDM 5.4.4.11,800.00$ EachRock Construction Entrance, 100'x15'x1'ESC‐23SWDM 5.4.4.13,200.00$ Each 13,200.00Sediment pond riser assemblyESC‐24SWDM 5.4.5.22,200.00$ Each 12,200.00Sediment trap, 5' high berm ESC‐25SWDM 5.4.5.119.00$ LFSed. trap, 5' high, riprapped spillway berm section ESC‐26SWDM 5.4.5.170.00$ LFSeeding, by handESC‐27SWDM 5.4.2.41.00$ SY 170170.00Sodding, 1" deep, level groundESC‐28SWDM 5.4.2.58.00$ SYSodding, 1" deep, sloped groundESC‐29SWDM 5.4.2.510.00$ SYTESC SupervisorESC‐30110.00$ HR 404,400.00Water truck, dust controlESC‐31SWDM 5.4.7140.00$ HR 202,800.00UnitReference # Price Unit Quantity CostEROSION/SEDIMENT SUBTOTAL: 17,780.00SALES TAX @ 9.5% 1,689.10EROSION/SEDIMENT TOTAL: 19,469.10(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE‐IN‐ITEMS Page 2 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction‐ embankment GI‐16.00$ CYBackfill & Compaction‐ trench GI‐29.00$ CYClear/Remove Brush, by hand (SY) GI‐31.00$ SYBollards ‐ fixed GI‐4 240.74$ EachBollards ‐ removable GI‐5 452.34$ EachClearing/Grubbing/Tree Removal GI‐6 10,000.00$ AcreExcavation ‐ bulk GI‐72.00$ CYExcavation ‐ Trench GI‐85.00$ CYFencing, cedar, 6' high GI‐9 20.00$ LFFencing, chain link, 4' GI‐10 38.31$ LFFencing, chain link, vinyl coated, 6' high GI‐11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI‐12 1,400.00$ EachFill & compact ‐ common barrow GI‐13 25.00$ CYFill & compact ‐ gravel base GI‐14 27.00$ CYFill & compact ‐ screened topsoil GI‐15 39.00$ CYGabion, 12" deep, stone filled mesh GI‐16 65.00$ SYGabion, 18" deep, stone filled mesh GI‐17 90.00$ SYGabion, 36" deep, stone filled mesh GI‐18 150.00$ SYGrading, fine, by hand GI‐19 2.50$ SYGrading, fine, with grader GI‐20 2.00$ SYMonuments, 3' Long GI‐21 250.00$ EachSensitive Areas Sign GI‐22 7.00$ EachSodding, 1" deep, sloped ground GI‐23 8.00$ SYSurveying, line & grade GI‐24 850.00$ DaySurveying, lot location/lines GI‐25 1,800.00$ AcreTopsoil Type A (imported) GI‐26 28.50$ CYTraffic control crew ( 2 flaggers )GI‐27 120.00$ HR 607,200.00Trail, 4" chipped wood GI‐28 8.00$ SYTrail, 4" crushed cinder GI‐29 9.00$ SYTrail, 4" top course GI‐30 12.00$ SYConduit, 2" GI‐31 5.00$ LFWall, retaining, concrete GI‐32 55.00$ SFWall, rockery GI‐33 15.00$ SF 1271,905.00SUBTOTAL THIS PAGE:7,200.00 1,905.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Page 3 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI‐1 30.00$ SYAC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI‐3 10.00$ SY 109810,980.00AC Removal/Disposal RI‐4 35.00$ SY 1996,965.00Barricade, Type III ( Permanent )RI‐5 56.00$ LFGuard Rail RI‐6 30.00$ LFCurb & Gutter, rolled RI‐7 17.00$ LF 1422,414.00Curb & Gutter, vertical RI‐8 12.50$ LF 7058,812.50106013,250.00Curb and Gutter, demolition and disposal RI‐9 18.00$ LFCurb, extruded asphalt RI‐10 5.50$ LFCurb, extruded concrete RI‐11 7.00$ LFSawcut, asphalt, 3" depth RI‐12 1.85$ LF 6661,232.10Sawcut, concrete, per 1" depth RI‐13 3.00$ LFSealant, asphalt RI‐14 2.00$ LF 6661,332.00Shoulder, gravel, 4" thick RI‐15 15.00$ SYSidewalk, 4" thick RI‐16 38.00$ SY 69326,334.0081030,780.00Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$ SYSidewalk, 5" thick RI‐18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI‐19 40.00$ SYSign, Handicap RI‐20 85.00$ Each 2170.00Striping, per stall RI‐21 7.00$ Each 26182.00Striping, thermoplastic, ( for crosswalk )RI‐22 3.00$ SFStriping, 4" reflectorized line RI‐23 0.50$ LFAdditional 2.5" Crushed Surfacing RI‐24 3.60$ SYHMA 1/2" Overlay 1.5" RI‐25 14.00$ SYHMA 1/2" Overlay 2" RI‐26 18.00$ SY 109819,764.00HMA Road, 2", 4" rock, First 2500 SY RI‐27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SY RI‐29 45.00$ SY 1998,955.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$ SYHMA Road, 4", 4.5" ATB RI‐31 38.00$ SYGravel Road, 4" rock, First 2500 SY RI‐32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RI‐33 10.00$ SYThickened Edge RI‐34 8.60$ LFSUBTOTAL THIS PAGE:86,788.60 44,382.00(B)(C)(D)(E)Page 4 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL‐1 21.00$ SY 125026,250.002" AC, 1.5" top course & 2.5" base course PL‐2 28.00$ SY4" select borrow PL‐35.00$ SY1.5" top course rock & 2.5" base course PL‐4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:26,250.00(B)(C)(D)(E)LANDSCAPING & VEGETATION No.Street Trees LA‐1 500.00$ EA 73,500.00Median Landscaping LA‐2‐$ SFRight‐of‐Way Landscaping LA‐3 3,417.00$ SF 517,085.00Wetland Landscaping LA‐4‐$ SFSUBTOTAL LANDSCAPING & VEGETATION:20,585.00(B)(C)(D)(E)TRAFFIC & LIGHTING No.Signs TR‐1Street Light System ( # of Poles) TR‐2 8,000.00$ EA 540,000.00Traffic Signal TR‐3Traffic Signal Modification TR‐4SUBTOTAL TRAFFIC & LIGHTING:40,000.00(B)(C)(D)(E)WRITE‐IN‐ITEMSSUBTOTAL WRITE‐IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL: 154,573.60 46,287.00SALES TAX @ 9.5% 14,684.49 4,397.27STREET AND SITE IMPROVEMENTS TOTAL: 169,258.09 50,684.27(B)(C)(D)(E)Page 5 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D‐1 26.00$ SY* (CBs include frame and lid)Beehive D‐2 90.00$ EachThrough‐curb Inlet Framework D‐3 400.00$ EachCB Type ID‐4 1,500.00$ Each 23,000.0069,000.00CB Type IL D‐5 1,750.00$ EachCB Type II, 48" diameter D‐6 2,300.00$ Each 24,600.0012,300.00 for additional depth over 4' D‐7 480.00$ FTCB Type II, 54" diameter D‐8 2,500.00$ Each 12,500.00 for additional depth over 4' D‐9 495.00$ FTCB Type II, 60" diameter D‐10 2,800.00$ Each for additional depth over 4' D‐11 600.00$ FTCB Type II, 72" diameter D‐12 6,000.00$ Each for additional depth over 4' D‐13 850.00$ FTCB Type II, 96" diameter D‐14 14,000.00$ Each for additional depth over 4' D‐15 925.00$ FTTrash Rack, 12" D‐16 350.00$ EachTrash Rack, 15" D‐17 410.00$ EachTrash Rack, 18" D‐18 480.00$ EachTrash Rack, 21" D‐19 550.00$ EachCleanout, PVC, 4" D‐20 150.00$ EachCleanout, PVC, 6" D‐21 170.00$ Each 132,210.00Cleanout, PVC, 8" D‐22 200.00$ EachCulvert, PVC, 4" D‐23 10.00$ LFCulvert, PVC, 6" D‐24 13.00$ LF 6007,800.00Culvert, PVC, 8" D‐25 15.00$ LF 3104,650.00Culvert, PVC, 12" D‐26 23.00$ LF 2876,601.002626,026.00Culvert, PVC, 15" D‐27 35.00$ LFCulvert, PVC, 18" D‐28 41.00$ LFCulvert, PVC, 24" D‐29 56.00$ LFCulvert, PVC, 30" D‐30 78.00$ LFCulvert, PVC, 36" D‐31 130.00$ LFCulvert, CMP, 8" D‐32 19.00$ LFCulvert, CMP, 12" D‐33 29.00$ LFSUBTOTAL THIS PAGE:14,201.00 34,486.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Page 6 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D‐34 35.00$ LFCulvert, CMP, 18" D‐35 41.00$ LFCulvert, CMP, 24" D‐36 56.00$ LFCulvert, CMP, 30" D‐37 78.00$ LFCulvert, CMP, 36" D‐38 130.00$ LFCulvert, CMP, 48" D‐39 190.00$ LFCulvert, CMP, 60" D‐40 270.00$ LFCulvert, CMP, 72" D‐41 350.00$ LFCulvert, Concrete, 8" D‐42 42.00$ LFCulvert, Concrete, 12" D‐43 48.00$ LFCulvert, Concrete, 15" D‐44 78.00$ LFCulvert, Concrete, 18" D‐45 48.00$ LFCulvert, Concrete, 24" D‐46 78.00$ LFCulvert, Concrete, 30" D‐47 125.00$ LFCulvert, Concrete, 36" D‐48 150.00$ LFCulvert, Concrete, 42" D‐49 175.00$ LFCulvert, Concrete, 48" D‐50 205.00$ LFCulvert, CPE Triple Wall, 6" D‐51 14.00$ LFCulvert, CPE Triple Wall, 8" D‐52 16.00$ LFCulvert, CPE Triple Wall, 12" D‐53 24.00$ LFCulvert, CPE Triple Wall, 15" D‐54 35.00$ LFCulvert, CPE Triple Wall, 18" D‐55 41.00$ LFCulvert, CPE Triple Wall, 24" D‐56 56.00$ LFCulvert, CPE Triple Wall, 30" D‐57 78.00$ LFCulvert, CPE Triple Wall, 36" D‐58 130.00$ LFCulvert, LCPE, 6" D‐59 60.00$ LFCulvert, LCPE, 8" D‐60 72.00$ LFCulvert, LCPE, 12" D‐61 84.00$ LFCulvert, LCPE, 15" D‐62 96.00$ LFCulvert, LCPE, 18" D‐63 108.00$ LFCulvert, LCPE, 24" D‐64 120.00$ LFCulvert, LCPE, 30" D‐65 132.00$ LFCulvert, LCPE, 36" D‐66 144.00$ LFCulvert, LCPE, 48" D‐67 156.00$ LFCulvert, LCPE, 54" D‐68 168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 7 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D‐69 180.00$ LFCulvert, LCPE, 72" D‐70 192.00$ LFCulvert, HDPE, 6" D‐71 42.00$ LFCulvert, HDPE, 8" D‐72 42.00$ LFCulvert, HDPE, 12" D‐73 74.00$ LFCulvert, HDPE, 15" D‐74 106.00$ LFCulvert, HDPE, 18" D‐75 138.00$ LFCulvert, HDPE, 24" D‐76 221.00$ LFCulvert, HDPE, 30" D‐77 276.00$ LFCulvert, HDPE, 36" D‐78 331.00$ LFCulvert, HDPE, 48" D‐79 386.00$ LFCulvert, HDPE, 54" D‐80 441.00$ LFCulvert, HDPE, 60" D‐81 496.00$ LFCulvert, HDPE, 72" D‐82 551.00$ LFPipe, Polypropylene, 6" D‐83 84.00$ LFPipe, Polypropylene, 8" D‐84 89.00$ LFPipe, Polypropylene, 12" D‐85 95.00$ LFPipe, Polypropylene, 15" D‐86 100.00$ LFPipe, Polypropylene, 18" D‐87 106.00$ LFPipe, Polypropylene, 24" D‐88 111.00$ LFPipe, Polypropylene, 30" D‐89 119.00$ LFPipe, Polypropylene, 36" D‐90 154.00$ LFPipe, Polypropylene, 48" D‐91 226.00$ LFPipe, Polypropylene, 54" D‐92 332.00$ LFPipe, Polypropylene, 60" D‐93 439.00$ LFPipe, Polypropylene, 72" D‐94 545.00$ LFCulvert, DI, 6" D‐95 61.00$ LFCulvert, DI, 8" D‐96 84.00$ LFCulvert, DI, 12" D‐97 106.00$ LFCulvert, DI, 15" D‐98 129.00$ LFCulvert, DI, 18" D‐99 152.00$ LFCulvert, DI, 24" D‐100 175.00$ LFCulvert, DI, 30" D‐101 198.00$ LFCulvert, DI, 36" D‐102 220.00$ LFCulvert, DI, 48" D‐103 243.00$ LFCulvert, DI, 54" D‐104 266.00$ LFCulvert, DI, 60" D‐105 289.00$ LFCulvert, DI, 72" D‐106 311.00$ LFPage 8 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)SUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 9 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Specialty Drainage ItemsDitching SD‐19.50$ CYFlow Dispersal Trench (1,436 base+) SD‐3 28.00$ LF French Drain (3' depth) SD‐4 26.00$ LFGeotextile, laid in trench, polypropylene SD‐53.00$ SYMid‐tank Access Riser, 48" dia, 6' deep SD‐6 2,000.00$ EachPond Overflow Spillway SD‐7 16.00$ SYRestrictor/Oil Separator, 12" SD‐8 1,150.00$ EachRestrictor/Oil Separator, 15" SD‐9 1,350.00$ EachRestrictor/Oil Separator, 18" SD‐10 1,700.00$ EachRiprap, placed SD‐11 42.00$ CYTank End Reducer (36" diameter) SD‐12 1,200.00$ EachInfiltration pond testing SD‐13 125.00$ HRPermeable Pavement SD‐14Permeable Concrete Sidewalk SD‐15Culvert, Box __ ft x __ ft SD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF‐1Each Detention Tank SF‐2 76,833.00$ Each 176,833.00Detention Vault SF‐3Each Infiltration Pond SF‐4Each Infiltration Tank SF‐5Each Infiltration Vault SF‐6Each Infiltration Trenches SF‐7Each Basic Biofiltration Swale SF‐8Each Wet Biofiltration Swale SF‐9Each Wetpond SF‐10 Each Wetvault SF‐11 Each Sand Filter SF‐12 Each Sand Filter Vault SF‐13 Each Linear Sand Filter SF‐14 Each Proprietary Facility SF‐15 Each Bioretention Facility SF‐16 Each SUBTOTAL STORMWATER FACILITIES:76,833.00(B)(C)(D)(E)Page 10 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)WRITE‐IN‐ITEMS (INCLUDE ON‐SITE BMPs)Filterra Vault WI‐1 27,700.00$ EA 127,700.00WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:27,700.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 14,201.00 139,019.00SALES TAX @ 9.5% 1,349.10 13,206.81DRAINAGE AND STORMWATER FACILITIES TOTAL: 15,550.10 152,225.81(B) (C) (D) (E)Page 11 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W‐1 2,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch Diameter W‐2 50.00$ LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W‐3 56.00$ LFDuctile Iron Watermain, CL 52, 8 Inch Diameter W‐4 60.00$ LFDuctile Iron Watermain, CL 52, 10 Inch Diameter W‐5 70.00$ LFDuctile Iron Watermain, CL 52, 12 Inch Diameter W‐6 80.00$ LFGate Valve, 4 inch Diameter W‐7 500.00$ EachGate Valve, 6 inch Diameter W‐8 700.00$ EachGate Valve, 8 Inch Diameter W‐9 800.00$ EachGate Valve, 10 Inch Diameter W‐10 1,000.00$ EachGate Valve, 12 Inch Diameter W‐11 1,200.00$ EachFire Hydrant Assembly W‐12 4,000.00$ EachPermanent Blow‐Off Assembly W‐13 1,800.00$ EachAir‐Vac Assembly, 2‐Inch Diameter W‐14 2,000.00$ EachAir‐Vac Assembly, 1‐Inch Diameter W‐15 1,500.00$ EachCompound Meter Assembly 3‐inch Diameter W‐16 8,000.00$ EachCompound Meter Assembly 4‐inch Diameter W‐17 9,000.00$ EachCompound Meter Assembly 6‐inch Diameter W‐18 10,000.00$ EachPressure Reducing Valve Station 8‐inch to 10‐inch W‐19 20,000.00$ EachWATER SUBTOTAL:SALES TAX @ 9.5%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Page 12 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 CED Permit #:C17002683Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS‐1 1,000.00$ EachGrease Interceptor, 500 gallon SS‐2 8,000.00$ EachGrease Interceptor, 1000 gallon SS‐3 10,000.00$ EachGrease Interceptor, 1500 gallon SS‐4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch Diameter SS‐5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$ LFSewer Pipe, PVC, 8 inch Diameter SS‐7 105.00$ LFSewer Pipe, PVC, 12 Inch Diameter SS‐8 120.00$ LFSewer Pipe, DI, 8 inch Diameter SS‐9 115.00$ LFSewer Pipe, DI, 12 Inch Diameter SS‐10 130.00$ LFManhole, 48 Inch Diameter SS‐11 6,000.00$ EachManhole, 54 Inch Diameter SS‐13 6,500.00$ EachManhole, 60 Inch Diameter SS‐15 7,500.00$ EachManhole, 72 Inch Diameter SS‐17 8,500.00$ EachManhole, 96 Inch Diameter SS‐19 14,000.00$ EachPipe, C‐900, 12 Inch Diameter SS‐21 180.00$ LFOutside Drop SS‐24 1,500.00$ LSInside Drop SS‐25 1,000.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS‐26Lift Station (Entire System) SS‐27 LSSANITARY SEWER SUBTOTAL:SALES TAX @ 9.5%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B) (C)Page 13 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430‐7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right‐of‐Way Improvements Subtotal (b) (b)169,258.09$ Future Public Improvements Subtotal(c)‐$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)167,775.90$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond67,406.80$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. (425) 806‐1869mvillwock@LDCcorp.comRenton Special Care CommunityA17‐00002317033 108th Ave. SE Rentoon, WA 0087000293 & 0087000285FOR APPROVALC1700268320210 142nd Avenue NE441,132.14$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS6/14/2017Mark E. Villwock40908LDC, Inc.R((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right‐of‐Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R ‐ S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%‐$ MAINTENANCE BOND */**(after final acceptance of construction)19,469.10$ 169,258.09$ 421,663.04$ 19,469.10$ ‐$ 167,775.90$ ‐$ Page 14 of 14Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 03/14/2017Printed 9/14/2017