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F_TIR_Sunset Court Apartments_170713.pdf
Sunset Court Apartments 1124 -1158 Harrington Ave NE, Renton, WA Technical Information Report Submitted: July 13, 2017 Prepared by: LPD Engineering, PLLC 1932 1st Avenue Suite 201 Seattle, WA 98101 Contact: Laurie J. Pfarr, P.E. (206) 725-1211 Prepared for: Schemata Workshop, Inc. 1720 12th Avenue Seattle, WA 98122 Contact: Grace Kim, AIA (206) 285-1589 FINAL IN COMPIANCE WITH CITY OF RENTON STANDARDS R-3944 U-16006459 PR-16000472 LUA-16000068 DEVELOPMENT ENGINEERING Ann Fowler 07/13/2017 SURFACE WATER UTILITY rstraka 07/14/2017 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 SUNSET COURT APARTMENTS TABLE OF CONTENTS Section 1 – Project Overview ......................................................................................................................................... 1 Section 2 – Conditions and Requirements Summary .............................................................................................. 3 Section 3 – Offsite Analysis .............................................................................................................................................. 6 Section 4 – Flow Control and Water Quality Facility Analysis and Design ..................................................... 8 Section 5 – Conveyance Systems Analysis and Design ......................................................................................... 14 Section 6 – Special Reports and Studies ..................................................................................................................... 15 Section 7 – Other Permits .............................................................................................................................................. 15 Section 8 – CSWPPP Analysis and Design ................................................................................................................ 15 Section 9 – Bond Quantities, Facility Summaries, and Declaration of Covenant ......................................... 15 Section 10 – Operations and Maintenance Manual ................................................................................................ 16 FIGURES Figure 1: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Map Figure 4: Existing Conditions Figure 5: Proposed Conditions Figure 6: Downstream Drainage Course Figure 7: Proposed Conditions Sub-Basins APPENDICES Appendix A – Not Used Appendix B - Design Calculations Appendix C - Stormwater Pollution Prevention and Spill Plan Report Appendix D – Operations and Maintenance Manual Appendix E – Bond Quantities, Facilities Summary and Declaration of Covenant Page 1 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 SECTION 1 – PROJECT OVERVIEW This Technical Information Report (TIR) is for the Renton Housing Authority’s Sunset Court Apartments project, an approximately 50-unit multi-family residential development. Refer to Figure 1: TIR Worksheet for basic site information. The project is located in the City of Renton at 1124-1158 Harrington Ave NE (refer to Figure 2: Vicinity Map). The 2.00 acre property is bounded by Glenwood Ave. NE to the north, a multi-family residential complex to the south, Harrington Place NE to the east, and Harrington Avenue NE to the west. This TIR addresses the eight core and six special requirements of the City of Renton 2009 Surface Water Design Manual Amendment (RSWDMA) to the 2009 King County Surface Water Design Manual (KCSWDM). A Level 1 downstream analysis for the project has been completed and is included in Section 3 of this Report. The proposed improvements for the project impact the entire property, and include construction of four new buildings including two townhome buildings and two apartment buildings. A covered bike storage facility will also be included. The overall footprint of all proposed buildings is 25,533.5 square feet. Additional improvements will include a 16,719 square foot parking area, two trash enclosures, bike parking enclosure, pedestrian walkways, patios, and landscape areas. According to Figure 1.1.2.A of the RSWDMA, Flow Chart for Determining Type of Drainage Review Required, the project requires Full Drainage Review. According to the USDA Natural Resources Conservation Service, the site soils in the project area are mapped as Arents, Alderwood (AmC) (refer to Figure 3: Soils Map and Legend). Existing Site The total existing project area is 2.00 acres. The project area includes Sunset Court Park in the southeast corner of the property and two existing duplex units along the western boundary. The northeast corner of the property is currently vacant. Table 1 below summarizes existing ground cover in the areas that are affected by this project: Table 1-Project Site Existing Conditions Within Project Area sf acres Impervious Area 17,621 0.41 Pervious Area 69,438 1.59 Total Site Area 87,059 2.00 The site gently slopes down from northeast to southwest with a slope of approximately 0.5 to 1 percent. There are no existing drainage facilities on the property and the majority of the stormwater runoff from the project site likely sheet flows west/southwest towards existing drainage facilities in Harrington Ave NE, or ponds in localized low points and infiltrates or evaporates on-site (refer to Figure 4: Existing Conditions). For a complete description of the downstream system please refer to Section 3 – Offsite Analysis. Page 2 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 There are no wetlands or streams located onsite. The site is not located within an erosion or landslide hazard area. According to the USDA Natural Resources Conservation Service, the site soils in the project area are mapped as Arents, Alderwood material (AmC). Geotech Consultants, Inc. prepared a geotechnical engineering report for the project, dated October 15, 2015. The subsurface soils encountered during their site visits in August 2015 included a loose to medium-dense sand with a gravel layer extending to depths of 2 to 6 feet underlain by a layer of medium-dense to dense silty sand with gravel interpreted as glacial till. For the stormwater analysis, the site soils are classified as till material. A copy of the Geotechnical Report is provided under separate cover. Proposed Site Improvements The proposed improvements include the construction of a multi-family residential complex consisting of four buildings and associated parking. There will be open space and concrete walkways throughout the site to provide pedestrian access to and from each of the buildings. (refer to Figure 5: Proposed Conditions). Proposed Stormwater Management Improvements Projects in this area of the City of Renton are subject to the Peak Rate Flow Control Standard per the Flow Control Application Map, Reference 15-A. The Western Washington Hydrology Model (WWHM) has been used to model the proposed and existing conditions within the project site area. The proposed improvements will result in more than a 0.1 cfs increase in the peak 100-year flow; therefore; the project is required to provide flow control per Section 1.2.3 of the KCSWDM. Table 2 below summarizes proposed ground cover in the areas that are affected by this project: Page 3 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 Table 2-Project Site Proposed Conditions * Pervious pavement and Geoblock is modeled as 50% concrete sidewalk, 50% landscape in the effective impervious summary. The WWHM output for the peak flow rates for the developed project area is included in Table 3, and in Appendix B of this report. The majority of the internal walkways on the site will be pervious concrete. Portions of the roof area for building 4 will be routed to one of two bioretention areas prior to being conveyed to one of two proposed underground detention facilities. The remaining roof runoff will be collected and conveyed via underground pipe to one of two underground detention facilities. Stormwater runoff from the asphalt parking lot will sheet flow to one of five proprietary cartridge treatment structures for quality treatment. The proprietary cartridge treatment structures will discharge to the proposed underground detention facility located within the parking lot. The detention facilities will discharge via associated flow control structures to the existing municipal storm system in Harrington Ave NE. See Section 4 of this report for details of the bioretention facilities, detention design, and Flow Control BMPs. As noted above, water quality treatment will be provided for the asphalt pavement parking area as the new pollution generating pervious surface will be greater than 5,000 SF, as required by section 1.2.8 of the RSWDMA. SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY This section addresses the requirements set forth by the 2009 City of Renton Amendments to KCSWDM, Core Requirements listed in Chapter 1.2. Core Requirement 1 - Discharge at the Natural Location (1.2.1): All stormwater runoff from this project site will remain in the natural drainage patterns within a quarter mile downstream of the project. The site does not have an existing discharge location; however, the site slopes generally to the southwest and any stormwater runoff that does not infiltrate onsite likely sheet flows towards the municipal stormwater system in Harrington Ave NE. In the proposed conditions, the project site Proposed Project Areas Proposed Project Areas Including Flow Control BMP Sizing Credits (used to model peak flow rates) Sf acres sf acres Impervious Areas: Concrete Sidewalk 1,074 0.025 7,097 0.163 Pervious Concrete Sidewalk* 10,984 0.252 0 0 Asphalt Pavement 16,719 0.384 16,719 0.384 Geoblock* 580 0.013 0 0 Roof Area 25,533.5 0.586 25,533.5 0.586 Total Impervious Area 54890 1.262 49,349.5 1.133 Pervious Areas Lawn/Landscape 32,169 0.738 37,709.5 0.866 Total Site Area 87,059 2.00 87,059 2.00 Page 4 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 stormwater runoff will be collected and detained onsite with the detention system discharging into the existing drainage system within Harrington Ave NE matching peak flows from the existing conditions. Core Requirement 2 - Off-site Analysis (1.2.2): A Level 1 off site investigation has been completed for this project and is included in Section 3 of this TIR. Core Requirement 3 – Flow Control (1.2.3): The project site is located within a Peak Rate Flow Control Standard area, per the City of Renton Flow Control Application Map, Reference 11-A in the RSWDMA. The site stormwater management systems have been sized to match the existing conditions peak discharge rates for the 2- year, 10-year, and 100- year return periods assuming the existing site conditions as the predeveloped site condition. Based on the KCSWDM definitions, the ‘existing site conditions’ are those that existed at the site prior to May 1979 as determined from aerial photographs and, if necessary, on knowledge of individuals familiar with the area, unless a drainage plan for land cover changes has been approved by the city since May 1979 as a part of a city permit or approval. There have been no permitted land cover changes by the City since 1979 per the City of Renton GIS map. Based on available historical aerials from Google Maps, and a 1965 King County aerial of the area, the existing site improvements were present prior to 1979 and have been used as the existing site conditions for the stormwater analysis. A copy of the referenced aerial images has been included in Appendix B. Core Requirement 4 - Conveyance System (1.2.4): All proposed conveyance systems will be designed to convey at a minimum the 25-year peak flow with a minimum of 6-inches of freeboard within each catch basin. The system is allowed to overtop during the 100-year peak flow provided that it does not create, or aggravate a severe flooding problem. Core Requirement 5 - Erosion and Sedimentation Control (1.2.5): A Temporary Erosion and Sediment Control (TESC) plan for the project is included with this submittal. The TESC plan will be considered the minimum for anticipated site conditions. The Contractor will be responsible for implementing all TESC measures and upgrading as necessary. The TESC facilities will be in place prior to clearing, grubbing, or construction of proposed improvements. Core Requirement 6 - Maintenance and Operations (1.2.6): The maintenance and operations manual is included with this Technical Information Report as Appendix D. Core Requirement 7 – Financial Guarantees and Liability (1.2.7): All required bonds will be paid by the Owner prior to permit approval, per Section 1.2.7 of the RSWDMA. A bond quantities worksheet has been prepared and is included in Appendix E of this TIR. Core Requirement 8 – Water Quality (1.2.8): As a multi-family residential development the project would typically be subject to Enhanced Basic Water Quality per section 1.2.8.1.A of the RSWDMA. The project drains to via a piped system to Johns Creek, downstream of Interstate-405’s of right-of- way, and is listed as a “major receiving water” in Table 1.2.3B of the RSWDMA. Per section 1.2.8.1A, “…major receiving waters listed on page 1-33 [Table 1.2.3B] are excused for the increased treatment and may revert to the Basic WQ menu…” However, as John’s Creek is listed on the State’s 303D list the project would need to provide Enhanced Basic Water Quality. In lieu of providing Enhanced Basic Water Quality the Owner has signed a Declaration of Covenant prohibiting the use of leachable metals on the property and Basic Water Quality will be provided. The Declaration of Covenant is included in Appendix E and has been submitted to the City Clerk’s office for final recording. Page 5 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 Basic WQ Treatment of the pollution generating impervious surfaces will be provided with proprietary cartridge treatment systems. Treatment of pollution generating pervious surfaces will not be explicitly provided; a Landscape Management Plan that controls solids, pesticides, and fertilizers leaving the site will be created for the project, The Landscape Management Plan will be provided under separate cover and prepared by the Landscape Architect. Special Requirements Special Requirement 1 – Other Adopted Area-Specific Requirements (1.3.1): The RSWDMA is one of several adopted regulations in the City of Renton that apply requirements for controlling drainage on an area-specific basis. Other adopted area-specific regulations may include requirements that may have a direct bearing on the drainage design of a proposed project. These regulations include the following: Master Drainage Plans (MDPs) – The proposed project does not create more than 50 acres of new impervious surface and is not subject to Large Project Drainage Review. The project is within the Sunset Area Surface Mater plan Area and is subject to those requirements. Basin Plans (BPs) – The project is located in the East Lake Washington drainage basin. There are no special drainage requirements in this basin. Salmon Conservation Plans (SCPs) – The applicable SCP is the Water Resource Inventory Area (WRIA) 8 for the Lake Washington/Cedar/Sammamish Watershed. Within the large watershed, our project is in the Lake Washington/Cedar River. The SCP does not appear to have stormwater management requirements more stringent than the City of Renton stormwater code. Stormwater Compliance Plans (SWCPs) – The project is not anticipated to impact, and is not within an area governed by a SWCP. Flood Hazard Reduction Plans (FHRPs) –The project site is not within a designated flood hazard area. Shared Facility Drainage Plan (SFDPs) – The proposed project is not within an area with a SFDP. Special Requirement 2 – Flood Hazard Area Delineation (1.3.2): The project site is not located within or adjacent to a designated flood hazard area Special Requirement 3 – Flood Protection Facilities (1.3.3): The project does not have existing flood protection facilities, nor does it propose new flood protection facilities. Special Requirement 4 – Source Control (1.3.4): The project does not require a commercial building, or commercial site development permit; therefore, source controls are not applicable for the project. Special Requirement 5 – Oil Control (1.3.5): The project will not have high-use site characteristics, nor is it an existing high-use site. Special Requirement 6 – Aquifer Protection Area (1.3.6): The project will not have high-use site characteristics, nor is it an existing high-use site. Per the city of Renton Aquifer Protection Area (APA) map, the project site is within Zone 2, which may require open flow control and water quality treatment Page 6 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 facilities as well as open conveyance systems to be constructed with a liner. The proposed project includes four bioretention facilities which will capture portions of the proposed roof area. These facilities are not being used for water quality and therefore do not need to be constructed with a liner. Section 3 – Offsite Analysis The following is Level 1 downstream analysis for the project site. Refer to Figure 6: Downstream Drainage Course for a layout of the proposed discharge from the developed conditions, and the connection to the downstream drainage path from the project site. Refer to Figure 6 for a description of the downstream system. The downstream drainage course generally flows southwest within an existing conveyance system. The end of the downstream analysis, approximately 1/4 mile downstream from the site, is located just west of the intersection of Harrington Ave NE and NE Park Dr. (SR 900). A field investigation was performed on August 25, 2016 on a clear and sunny day with a temperature of approximately 75 degrees Fahrenheit. The onsite conditions were investigated and the downstream drainage course was determined. Task 1 – Study Area Definition and Maps The study area consists of the existing park and the two single-family properties. All onsite areas associated with the project are included in the study area. The boundaries of the project area is shown on Figure 6. Task 2 – Resource Review The following resources have been reviewed for the project site. Basin Summary King County’s Watershed Map locates the project site in the East Lake Washington – Renton drainage basin. Floodway Map A FEMA flood insurance rate map (53033C0668F) is included in Appendix B, illustrating the FEMA flood zone designations for the site. The site is located within zone X, which are areas outside the 0.2% annual chance floodplain. Sensitive Areas The sensitive areas within one-mile upstream and downstream of the subject property were examined using the King County iMAP application. According to iMAP, the following are the sensitive area designations for the project site and within one mile downstream of the site: SAO Erosion Hazard – The project site is not located within an erosion hazard area. There is an erosion hazard area identified on iMAP approximately 2,200 LF west of the site along the downstream path. SAO Seismic Hazard – The project site is not located within a seismic hazard area. There are no areas within one mile downstream of the site that are located within a seismic hazard area. Page 7 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 SAO Landslide Hazard – The project site is not located within a landslide hazard area. There are no areas within one mile downstream of the site that are located within a landslide hazard area. SAO Coal Mine – The project site is not located within a coal mine area. There are no areas within one mile downstream of the site that are located within a coal mine area. SAO Stream – There are no sensitive streams located within the project site or within a mile downstream of the project site. SAO Wetland – There are no wetlands located within the project site or within one mile downstream of the project site. Groundwater Contamination – The project area is not located within an area designated as being susceptible to groundwater contamination. Sole Source Aquifer – The project area is not within a sole source aquifer area. Channel Migration Hazard – There are no channel migration hazards for the site. Topographic Map The topographic information for the existing project area is shown on Figure 6: Downstream Drainage Course. Proposed grading for the project is shown in the design drawings associated with this report. Drainage Complaints There are no drainage complaints within the project site or located within one mile downstream of the site. King County Soils Survey According to the USDA Natural Resources Conservation Service, the site soils in the area of proposed work are mapped as Arents, Alderwood material (AmC). Geotech Consultants, Inc. performed a geotechnical investigation of the project area and a copy of the report is included under separate cover. Migrating River Studies According to King County’s iMAP program, the project site is not located within a channel migration hazard. 303d List of Polluted Waters According to Washington State Department of Ecology’s Water Quality Assessment map, the project site does not contain any polluted water. The southeast area of Lake Washington, the immediate receiving water for the downstream system, is designated as a Category 5-303d water for bacteria (Listing ID 12193). There are no Water Quality Improvement Projects identified as part of the 303d listing. Water Quality Problems According to King County’s iMAP program, the project site is not within a designated King County water quality problem area. Task 3 – Field Inspection The total existing project area is 2.00 acres. The project site includes the two existing single family properties (the single-family residences and outbuildings have been demolished) and an existing park with a wood chip play area, basketball play area, and lawn. Page 8 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 The site is relatively flat with a slight slope of approximately 0.5 to 1 percent towards the west. There are no existing drainage facilities onsite. Runoff from the site generally infiltrates onsite. Any water that does not infiltrate sheet flows towards the southwest corner of the site where it will be collected by the existing municipal storm drainage system in Harrington Ave NE. There is no upstream area tributary to the project site. There are parking areas located to the south and east of the site that contain drainage systems that collect any surface runoff. The properties to the north of the site slope towards the north and do not contribute any runoff to the site. Harrington Ave NE is located to the west of the site and does not contribute any runoff to the site. Task 4 – Drainage System Description and Problem Descriptions Runoff from the project site sheet flows southwest toward Harrington Ave NE where it enters the City of Renton ROW and flows in the gutter line to an existing catch basin. Flows from the catch basin are then conveyed south in an existing 12-inch conveyance pipe. In proposed conditions, the underground infiltration/detention facilities in the project area will connect to the existing 12-inch public drainage system in Harrington Ave NE. Also refer to Figure 6 for the continuation of the downstream flow path. The remaining downstream course is as follows: 1. The flow continues south within the 12-inch system towards the intersection of Harrington Ave NE and NE Sunset Blvd (SR 900). 2. At the intersection, the flow continues west in NE Sunset Blvd. (SR 900), which becomes NE Park Dr. (SR 900), for approximately 5,100 feet. 3. The public drainage system then continues northwest through a series of stormwater facilities located within Gene Coulon, per the City of Renton stormwater map. 4. The flow continues northwest in Johns Creek for approximately 800 feet before discharging into Lake Washington. During the investigation there were no signs of overtopping or flooding within a quarter mile along the flow path of the downstream drainage course. The downstream system appears to have adequate capacity to convey the flows from the project site in the proposed conditions. SECTION 4 – FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN For the stormwater threshold analysis, Western Washington Hydrology Model (WWHM) was used to model the proposed and existing conditions within the project site area. Using the areas shown above in Table 1 and 2, the proposed improvements will result in more than a 0.1 cfs increase in the peak 100-year flow; therefore, the project is required to provide flow control per Section 1.2.3 of the KCSWDM. All onsite soils have been classified as Type A/B. Table 3 below shows the peak flow rates for the entire project area. Page 9 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 Table 3 – Net Peak Flow Rates for Discharge from Project Work Area Peak Runoff Rates for Project Work Area Storm Event Existing Conditions Proposed Conditions Delta 2-yr 0.1820 cfs 0.4324 cfs 0.2504 cfs 10-yr 0.3094cfs 0.6416 cfs 0.3322 cfs 100-yr 0.5341 cfs 0.9404 cfs 0.4063 cfs Existing Site Hydrology The existing project area in the stormwater model consists of the natural lawn and limited improvements including the single-family residences, paved asphalt court and gravel driveway. Developed Site Hydrology The proposed site stormwater management for the site includes two bioretention areas at the north end of the property, which will provide stormwater mitigation for portions of Building 4, the northern most building. Discharges from the bioretention areas will be conveyed to the detention facility located beneath the central lawn area. The detention facility will consist of large underground arch chambers with gravel bedding and backfill. Roof runoff from Buildings 1, 2, 4 and half of Building 3 will be conveyed directly to the infiltration/detention facility within the central lawn area. Runoff from the parking areas will sheet flow to the eastern and southern edges of the parking lot where it is collected for water quality treatment in proprietary cartridge systems. Discharges from the water quality treatment systems will discharge to a second detention facility located along the eastern and southern edges of the parking lot. This infiltration/detention facility will consist of large 42” diameter detention pipe. Roof runoff from the eastern half of Building 3 will be conveyed directly to the detention facility in the parking lot. A flow control structure will be designed for each detention facility. Discharges and overflows from both detention facilities will be conveyed to the existing 12-inch public storm main in Harrington Ave NE. Performance Standards The following is a brief description of the design standards for the proposed project site. Flow Control Facility Standard Page 10 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 According to the City of Renton Flow Control Application Map, the project site is located within a Peak Rate Flow Control Standard (Existing Conditions) area. Peak Rate Flow Control Standard requires matching the proposed peak flow rates with the existing peak flow rates for the 2-year, 10-year and 100-year storm event, per Section 1.2.3.1.A of the RSWDMA. Flow Control BMP Requirements The project will incorporate bioretention areas as part of the stormwater management system. Portions of the proposed roof area will be directed to bioretention areas prior to entering the detention facilities. Additionally, the majority of the proposed concrete walkways and pathways will be pervious concrete or pervious pavers. For evaluation of the Flow Control BMP requirements per Section 5.2.1 of the KCSWDM, the entire parcel has to be reviewed. According to King County records, the site actually occupies four parcels totaling approximately 87,059 sf. The site is characterized as Large Lot High Impervious because the lot area is more than 22,000 sf and the lot will have greater than 45% impervious coverage—for this calculation all existing and proposed hard surfaces (roofs, pavement, walkways, etc.) are considered impervious, regardless of the actual material (such as pervious pavement) that may be proposed in the site design, as noted in Table 3.2.2.C of the KCSWDM. The total impervious surfacing throughout the entire lot used in this calculation is approximately 53,190 sf, which is about 61% of the total lot area. Flow Control BMPs have been applied in accordance with Section 5.2.1.3 of the KCSWDM. Flow Control BMP requirements note that full dispersion must be evaluated for all target impervious surfaces; full dispersion is not an option on this project due to the lack of native vegetated surfaces onsite. Since full dispersion is not an option for this site, one or more Flow Control BMPs must be applied to an impervious surface equal to at least 20% of the site/lot area (0.2*87,059 sf = 17,412 sf), or 40% of the target impervious surface (0.4*53,190 sf = 22,149 sf), whichever is less. Thus, for this project, Flow Control BMPs will attempt to be applied to an impervious area equal to at least 20% of the site lot area. Full Infiltration: Full infiltration was evaluated for the site and was determined to be infeasible based on the recommendations of the geotechnical report. Limited Infiltration: Limited infiltration was evaluated and was determined to be infeasible based on the recommendations of the geotechnical report. The geotechnical consultant recommends that infiltration of concentrated flow and excavated infiltration systems (Drywells/trenches) be avoided. Basic Dispersion: Basic dispersion was evaluated for the site and was determined to be feasible for one downspout at the bike parking enclosure. Basic Dispersion was evaluated for other imperious areas at the site; however, adequate space for the required vegetated flow paths was not available. The total area proposed for Basic Dispersion is 243 SF. Rain Garden: Four bioretention (rain garden) areas, totaling 163 square feet of bottom area are proposed for the project to mitigate portions of the roof area for Buildings 1, 3, and 4. The tributary roof area to the four bioretention areas is 3,202 square feet total. Refer to Figure 7 – Proposed Conditions Sub-basin for a delineation of tributary are to each bioretention area. Permeable Pavement: Permeable pavement, permeable pavers, and Geoblock are proposed for the project. All pedestrian sidewalks, walkways, and community patios within the site are proposed to be permeable pavement or permeable pavers. Permeable asphalt pavement has been proposed for the parking stalls along the eastern and northern boundaries of the parking area. To address water quality treatment for these stalls a 12-inch sand layer will be installed below the pervious asphalt section. A small area of grass-filled Geoblock is proposed at the Page 11 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 north end of the parking lot. The grass-filled Geoblock area will be gated off from the main parking lot and will only be accessible to emergency vehicle traffic. The total permeable pavement and paver area proposed for the project is 13,615square feet, and the total grass- filled Geoblock area is 580 square feet. Rainwater Harvesting: Rainwater harvesting is not proposed at the proposed site buildings. Vegetated Roof: Vegetated roof areas are not proposed at the proposed site buildings. Reduced Impervious Surface Credit: There are no reduced impervious credits proposed for the project. Native Growth Retention Credit: The project is not proposing any Native Growth Retention Credits. Flow Control BMP requirements for this project are met using basic dispersion, bioretention areas and pervious pavement, pervious pavers, and Geoblock. The project was able to apply Flow Control BMPs to approximately 17,640 square feet, which is approximately 20.2% of the total lot area. Flow Control BMPs were evaluated for each of the target impervious areas were applied when feasible. A geotechnical investigation was completed in 2015 by Geotech Consulting, Inc where infiltration rates were testing in two test pits at a depth of 2.5 feet. According to the geotechnical report, infiltration rates for the two test pits were 96 inches per hour and 60 inches per hour. The high permeability of the surface soils demonstrates that stormwater infiltration is feasible. Bioretention areas will therefore be used throughout the site. Refer to Figure 7 – Proposed Conditions Sub-basin for a delineation of tributary are to each bioretention area. A design infiltration rate of 2 inches per hour will be used for the pervious pavement calculations. In addition, as required by Section 5.2.1.3(3), all roof downspouts are connected to the site drainage system via a perforated pipe connection. Conveyance System Capacity Standards Refer to Section 5 of this report for explanation of the conveyance analysis. Water Quality Treatment Standards The project will provide water quality treatment for the proposed parking lot since the parking lot will result in greater than 5,000 sf of pollution generating impervious surface (PGIS). Water quality treatment will be provided by four separate StormFilter Cartridge treatment systems. As previously stated pollution generating pervious surfaces will be mitigated with a landscape management plan. The landscape management plan will be provided under separate cover. Stormwater Discharge Control System As mentioned previously, the project is required to provide flow control as the proposed improvements will result in greater than 10,000 SF of new and replaced impervious surfaces. The project is located within the Peak Rate Flow Control Standard area, per the City of Renton Flow Control Application Map. Therefore, the project must meet the Peak Rate Flow Control Standard, which requires that the developed discharge rates match the existing conditions peak discharge rates for the 2-year, 10-year, and 100-year return periods, assuming the existing site conditions as the predeveloped site condition. The site will be separated into two basins with a detention system and flow control structure provided for each basin. Tables 4a and 4b below detail the tributary area and the existing/proposed coverage for each basin. Page 12 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 Table 4a –Tributary to West Detention System - Areas Existing Conditions Proposed Conditions sf acres sf acres Impervious Area 11,935 0.274 31,030 0.712 Pervious Area 34,205 0.785 15,110 0.347 Total Basin Area 46,140 1.059 46,140 1.059 Table 4b –Tributary to East Detention System- Areas Existing Conditions Proposed Conditions sf acres sf acres Impervious Area 5,538 0.127 19,097 0.439 Pervious Area 20,019 0.460 6,460 0.148 Total Basin Area 25,557 0.587 25,557 0.587 Due to the existing grades within the adjacent ROW and properties we were unable to capture and detain approximately 15,362 square feet of the site area. The majority of this area is either landscaped or pervious pavement, with approximately 1,422 square feet being asphalt paving. Per the KCSWM Section 1.2.3.2.E, an area may bypass the onsite flow control facility if; the area converges less than 1 quarter-mile downstream of the facility’s project site, and the increase in existing site conditions 100- year peak discharge from the area of bypassed target surfaces does not exceed 0.4 cfs. The area that was not captured and detained will converge less than 1-quarter mile downstream. Additionally, model analysis showed the predeveloped 100-year flow rate for the area that was not captured is 0.063 cfs, and the mitigated 100-year flow rate is 0.097 cfs. The increase is 0.034 cfs over the existing 100-year flow rate, this is less than the threshold. Additionally flow control BMPs have been applied to new imperious surfaces within the bypass area where feasible. The proposed sidewalk areas within the bypass area will be permeable concrete. It was not feasible to apply flow control BMPs to the western most portion of the proposed asphalt driveway as discussed previously in Section 4. Therefore the detention facility in the Eastern Basin has been sized to provide compensatory storage for the 1,422 SF (0.033 ac) of asphalt area. This results in the Eastern Basin detention facility being sized for a 0.62 ac basin. Due to the small amount of area that is PGIS, it does not trigger water quality treatment and does not require compensatory are to be mitigated. Refer to Appendix B for the WWHM summary report of the bypass area. The detention systems and flow control structures for the West and East Basins were determined using WWHM. Refer to the Appendix B for WWHM summary reports and design calculations, including all background information. The proposed discharge control structures were designed by comparing the estimated peak runoff rate of the existing conditions to the theoretical unmitigated peak runoff rate of the proposed field with a crushed rock base. In the WWHM model, the proposed field surfaces were modeled as pervious (grass), while the existing conditions were modeled as grass and impervious surface. The results of the WWHM Stormwater modeling indicate that a flow control riser with a bottom orifice provide discharge control that releases stormwater at peak rates closely resembling the existing peak Page 13 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 flow rates for the 2-yr, 10-yr, and 100-yr, 24-hr storm from the respective basins. The orifice diameter and other design information for the two discharge control structures are provided as part of the Design Documents associated with this report. Table 5a and 5b, below, show the mitigated peak runoff rates released from the flow control structures for each basin. Per the results of the stormwater model, the required storage volume for the West Basin is 1,495 CF. A StormTech Chamber system will provide detention for the West Basin providing 1,565 CF of storage. According to the Stormwater model, the required storage volume for the East Basin is 1,873 CF. A 3-ft diameter, 265 LF detention pipe will provide detention for the East Basin with 1,873 CF of storage. WWHM summary reports for each basin are included in Appendix B. Table 5a –West Detention System - Mitigated Peak Runoff Rates Mitigated Peak Runoff Rates (cubic feet/sec) Storm Event Existing Conditions Proposed Conditions Delta 2-yr, 24-hr storm 0.108 cfs 0.106 cfs -0.002 cfs 10-yr, 24-hr storm 0.179cfs 0.164 cfs -0.015 cfs 100-yr, 24-hour storm 0.300 cfs 0.260 cfs -0.040 cfs Table 5b –East Detention System - Mitigated Peak Runoff Rates Mitigated Peak Runoff Rates (cubic feet/sec) Storm Event Existing Conditions Proposed Conditions Delta 2-yr, 24-hr storm 0.0519cfs 0.0517 cfs -0.002 cfs 10-yr, 24-hr storm 0.090 cfs 0.087 cfs -0.003 cfs 100-yr, 24-hour storm 0.159 cfs 0.150cfs -0.009 cfs Water Quality System As discussed previously a Declaration of Covenant the use of leachable metals on the property has been signed by the owner. This Declaration of Covenant was completed in lieu of providing Enhanced Basic Treatment. Basic water quality treatment will be provided for the 16,765 SF proposed parking lot. The parking lot will be separated into 4 basins for water quality treatment. Each of the basins will sheet flow to one of four StormFilter Cartridge Treatment systems. The StormFilter Cartridges will have 18-inch cartridges which are approved for 7.5 gpm/cartridge or 0.0167 CFS/cartridge. Three of the systems will discharge to the proposed detention pipe within the parking lot, while the fourth system will collect un-detained flow that will then tie into to the site discharge pipe. Per Section 6.5.5.1 of the KCSWDM manual, the Stormfilter sizing is based on water quality design flow and a mass loading method. The water quality design flow is based on 35% of the developed two- year peak flow rate, modeled with 15-minute time steps when the facility is preceding the detention or there is no detention. Table 6, below, summarizes the tributary area to each StormFilter Cartridge Treatment system, the on-line water quality flow rates, and the minimum number of cartridges required. The water quality flow rate was determined using WWHM and a summary report for each basin is included in Appendix B. Refer to Figure 7 – Proposed Conditions Sub-basins for a delineation of each water quality sub-basin. Page 14 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 Table 6 –Water Quality Basins - Mitigated Peak Runoff Rates Mitigated Peak Runoff Rates (cubic feet/sec) Basin Impervious Area (acres) Pervious Area (acres) WQ Flow Rate # of Cartridges required WQ Basin A 0.098 0.012 (0.04507)*35%=0.0158 cfs 1 WQ Basin B 0.129 0.075 0.060956*35%=0.0213cfs 2 WQ Basin C 0.124 0.055 0.058017*35%= 0.0203cfs 2 WQ Basin D 0.038 0.022 0.017953*35%=0.00628 cfs 1 SECTION 5 – CONVEYANCE SYSTEMS ANALYSIS AND DESIGN The proposed conveyance system will be designed to convey the 25-year peak flow rate of the developed site. The system is allowed to overtop during the 100-year peak flow provided that it does not create or aggravate a severe flooding problem. The East Basin tributary to the detention pipe is separated into four sub-basins for water quality treatment by the StormFilter Cartridge systems. Discharges from each cartridge system to the detention pipe will be via an 8-inch pipe at a minimum slope of 0.5%. The capacity of an 8-inch pipe at 0.5% slope is 0.93 cfs. The maximum 25-year peak flow rate from any of the four water quality sub-basins is 0.11 cfs; therefore, there is adequate capacity within the East Basin to convey the 25-year storm event. The West Basin tributary to the StormTech Chamber system could be divided into two sub-basins for this conveyance evaluation. The eastern sub-basin of the western basin would include the roof area of Building 3, and the western sub-basin of the west basin would include the remaining areas. Discharges from the eastern sub-basin enter the StormTech chambers via an 8-inch pipe at a slope of 0.5% on the east side of the chambers. Discharges from the western sub-basin enter the StormTech chambers via an 8-inch pipe at a slope of 0.5 % at the northwest corner of the chambers. Again, the capacity of an 8- inch pipe at 0.5% slope is 0.93 cfs. The eastern sub-basin results in an estimated 25-year peak flow rate of 0.15 cfs. This is less than the capacity of the 8-inch pipe, thus, we infer that the specified 8-inch pipe at a minimum slope of 0.5% will be sufficient to convey the 25-year storm. The western sub-basin results in an estimated 25-year peak flow rate of 0.12 cfs. The capacity of an 8- inch pipe at 0.5% is adequate for the sub-basin runoff prior to discharging into the StormTech Chamber system. In all locations upstream of the final 8-inch pipe, the conveyance system consists of 8-inch pipes at a minimum slope of 0.5%. As the tributary area for these pipes are smaller, we infer that the system upstream has sufficient capacity to convey the 25-year storm. The bypass area will be conveyed stormwater downstream through 8-inch pipes. The low 100-year flow rate of the bypass area is not anticipated to cause a capacity concern for the stormdrains. The combined flows off both basins and the bypass area will result in 0.51 cfs for the 25-year flow rate and 0.58 cfs for the 100-year flow rate. Stormwater from the entire site will be routed to a public 12-inch storm pipe located in Harrington Ave NE, which has a total capacity of 2.97 cfs. Per the conveyance Page 15 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 analysis completed for the Harrington Ave NE Stormwater Retrofit Project, which included installation of the 12-inch pipe which the project is discharging to, the existing contributing flow to the pipe is 1.92 cfs. Therefore combined 25-year flow rate is 2.43 cfs. Since Capacity is 2.97 cfs flow in the pipe will be at 82% of capacity so it is not anticipated to be an issue. This conveyance pipe begins at the intersection of Glenwood Ave NE and Harrington Ave NE, just north of project area. SECTION 6 – SPECIAL REPORTS AND STUDIES A geotechnical investigation was performed by Geotech Consultants, Inc. The report is dated October 15, 2015. Field investigation, which included 10 test pits and 3 test holes onsite, was completed in late August and early September of 2015. A copy of the report is included under separate cover. SECTION 7 – OTHER PERMITS An NPDES permit from the Washington State Department of Ecology will be required for the project because it disturbs over one acre of land area. There are no additional permits required from other agencies for this project. SECTION 8 – CSWPPP ANALYSIS AND DESIGN The Construction Stormwater Pollution Prevention Plan (CSWPPP) consists of the TESC plan in the drawing set and a Stormwater Pollution Prevention and Spill (SWPPS) plan per the RSWDMA. A TESC plan and SWPPS report is included with this submittal. The TESC plan includes temporary sediment trap to comply with City of Renton stormwater regulations. Stormwater runoff from the project work area will be intercepted with silt fence, and then will be collected at the temporary sediment trap. The temporary sediment trap will discharge to the new site stormwater connection, which will be installed prior to the contractor initiating any land disturbing activities. TESC elements in the project include the following: Temporary Stabilized Construction Entrance, per COR Std Plan 215.10 Catch Basin Filters, per COR Std Plan 216.30 Silt Fence, per COR Std Plan 214.00 Temporary Sediment Trap, per COR Std Plan 211.00 The TESC elements shown are intended to be the minimum allowable. The NPDES permit will require periodic inspection of the TESC elements to confirm they are holding up and continuing to function as intended. During construction, the contractor is responsible for upgrading these facilities as necessary. The implementation of the TESC plan and construction maintenance, replacement and upgrading of the TESC facilities are the responsibility of the contractor per the contract documents. The TESC facilities will be constructed prior to, and in conjunction with all clearing and grading activity furthermore in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Bond Quantities Worksheet has been prepared and is included in Appendix E of this TIR. Page 16 Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 A Facility Summary and sketch will be required for each of the detention and water quality facilities proposed for the project. Per the RSWDMA these are to be provided following approval of the plans. Based on previous conversations with City of Renton officials, it appears the following Declarations of Covenant will be required, and will be provided prior to final permit approval: Reference 8-J, Drainage Facility Covenant Reference 8-M, Flow Control BMP Covenant Reference 8-Q, Leachable Material Covenant Surety Agreement – provided at preconstruction meeting SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL The applicable Operations and Maintenance recommendations from Appendix A of the KCSWDM are included in Appendix D of this TIR. Sunset Court Apartments Technical Information Report Submitted: November 30, 2016, Re-submitted: May 4, 2017 and June 29, 2017 FIGURES Figure 1: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Map Figure 4: Existing Conditions Figure 5: Proposed Conditions Figure 6: Downstream Drainage Course Figure 7: Proposed Conditions Sub-Basins engineering pllc 1932 First Ave, Suite 201, Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 www.lpdengineering.com 2015 LPD Engineering PLLC© SUNSET COURT APARTMENTS 2VICINTY MAP engineering pllc 7936 Seward Park Ave S, Seattle, WA 98118 p. 206.725.1211 f. 206.973.5344 www.lpdengineering.com Sunset Court Apartments 3Soils Map and Legend HARRINGTON AVE NE HA R R I N G T O N P L N E - V A C A T E D 11TH AVE NGLENNWOOD AVE NEHa r r i n g t o n P l N E 7936 Seward Park Ave S,Seattle, WA 98118p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllc2011 LPD Engineering PLLC©SUNSET COURT4Existing Conditions 15346.08CP109348.73CP110349.05CP112347.46CP121349.60RC122348.60RC138346.22RC 142348.95RC147349.49RC1165349.32CP7936 Seward Park Ave S,Seattle, WA 98118p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllc2016 LPD Engineering PLLC©Sunset Court Apartments5Proposed Conditions 121349.60RC122348.60RC138346.22RC 142348.95RC147349.49RC50ToSet51ToSet52ToSet53ToSet54ToSet55ToSet56ToSet57ToSet58ToSet60Search-Set61Search-Set62Search-Set63Search-Set64Search-Set66Search-Set67Search-Set74Search-SetHARRINGTON AVE NE HA R R I N G T O N P L N E - V A C A T E D GLENNWOOD AVE NEHa r r i n g t o n P l N E 7936 Seward Park Ave S,Seattle, WA 98118p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllc2016 LPD Engineering PLLC©Sunset Court Apartments7Proposed Conditions Sub-Basins Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 APPENDIX A Not Used 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSI ONNOTG STATATWFOENIHS EREDREGISLAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSSHEET INDEXVICINITY MAP HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcP ROEER ALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R R CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS 11NOT USED10MOVEABLE SUMP AND PUMP4INTERCEPTOR SWALE1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS9CITY OF RENTON STD 211.00 - SEDIMENT TRAP6CITY OF RENTON STD 214.00 - SILT FENCE8CONSTRUCTION FENCING7SILT DIKE3TREE PROTECTION FENCING2CITY OF RENTON STD 215.10 - STABILIZED CONSTRUCTION ENTRANCE1CITY OF RENTON STD 216.30- CATCH BASIN FILTER5CITY OF RENTON STD 213.30 - PLASTIC COVERING 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcP ROEER ALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R R CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcP ROEER ALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R R CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS 2'-412"2'-212"5'-3"2'-312"1'-1012"3"6'-0"4'-0"3'-4"8"1'-034"2 1/2"314"212"111-CARTRIDGE CATCHBASIN - PLAN VIEWC2B21134"1A1-CARTRIDGE CATCHBASIN - SECTION VIEW2B1-CARTRIDGE CATCHBASIN - SECTION VIEW2C1-CARTRIDGE CATCHBASIN - SECTION VIEW311-CARTRIDGE CATCHBASIN - TOP VIEW33" TO 35"(2.75' TO 2.9')6'-0"3'-0"1'-6"1'-8"1'-5"1A1'-634"CONFIGURATIONSTRUCTURE IDWATER QUALITY FLOW RATE (cfs)PEAK FLOW RATE (<1 cfs) RETURN PERIOD OF PEAK FLOW (yrs)CARTRIDGE FLOW RATE (15 OR 7.5 gpm)MEDIA TYPE (CSF, PERLITE, ZPG)RIM ELEVATIONPIPE DATA: I.E. MATERIAL DIAMETERINLETOUTLETOPTIONS (AVAILABLE AT EXTRA COST):1CARTRIDGE CONCRETECATCH BASIN STORMFILTER DATAOUTLETINLETHOLE FOR OUTLET STUB OTHER THAN 12"CLEAN-OUT IN WEIR OTHER THAN 4"CORED HOLE FOR INLET PIPEDEEP OUTLET CORINGOTHER:SD #310.01550.07611007.5ZPG348.91'348.91' - -346.60' PVC 8"XXXOUTLET PIPE1/2" PVC WEIR1/2" PVC BAFFLE4"Ø CLEAN OUTWITH PLUG1/2" PVC BAFFLE4"Ø CLEAN OUT WITH PLUG1/2" PVC WEIRCONFIGURATIONSTRUCTURE IDWATER QUALITY FLOW RATE (cfs)PEAK FLOW RATE (<1 cfs) RETURN PERIOD OF PEAK FLOW (yrs)CARTRIDGE FLOW RATE (15 OR 7.5 gpm)MEDIA TYPE (CSF, PERLITE, ZPG)RIM ELEVATIONPIPE DATA: I.E. MATERIAL DIAMETERINLETOUTLETOPTIONS (AVAILABLE AT EXTRA COST):1CARTRIDGE CONCRETECATCH BASIN STORMFILTER DATAOUTLETINLETHOLE FOR OUTLET STUB OTHER THAN 12"CLEAN-OUT IN WEIR OTHER THAN 4"CORED HOLE FOR INLET PIPEDEEP OUTLET CORINGOTHER:SD #20.00730.03941007.5ZPG347.00'347.00' - -344.70' PVC 8"XXX2'-4"INSIDE RIMFLOWA514"2'-0"INSIDE2'-012"OUTSIDEB2'-0"2'-8"6'-9"5"5"7'-1"OUTSIDE RIM2'-4"INSIDE RIM2'-4"INSIDE RIM2'-4"INSIDE RIM2'-0"BBH6"AAINLET STUB(OPTIONAL)OUTLET STUBOUTLET PIPEFROM FLOWKITFILTRATIONBAY INLETPERMANENT POOL LEVELACCESS COVERCONCRETE COLLARAND REBAR TO MEETHS20 IF APPLICABLE BYCONTRACTOROPTIONAL SLOPED LIDCORNER ELEVATIONSTO BE SPECIFIED BYENGINEERSTORMFILTERCARTRIDGE TYP.FLOWKIT TYP.CLEANOUTACCESS PLUGON WEIR WALLPERMANENTPOOL ELEVATIONCARTRIDGESUPPORT TYP.CATCHBASIN FOOT(TYP. OF 4)FINISHED GRADEWEIR WALLFLOATABLES BAFFLELIFTING EYE(TYP. OF 4)VANED INLET GRATE(SOLID COVEROPTIONAL)1'-0"COLLARPLAN VIEWSECTION A-ASECTION B-BCATCHBASIN FOOT(TYP. OF 4)FILTRATIONBAY INLET TYP.OUTLETINLETCONFIGURATIONSSTRUCTURE IDWATER QUALITY FLOW RATE (cfs)PEAK FLOW RATE (<1.8 cfs) RETURN PERIOD OF PEAK FLOW (yrs)CARTRIDGE FLOW RATE (gpm)MEDIA TYPE (CSF, PERLITE, ZPG, GAC, PHS)RIM ELEVATIONPIPE DATA: I.E. DIAMETERINLET STUBOUTLET STUBNOTES/SPECIAL REQUIREMENTS:2-CARTRIDGE DEEP CATCHBASINSTORMFILTER DATASLOPED LIDSOLID COVEROUTLETINLETOUTLETINLETINLETINLETSD #290.02490.13381007.5ZPG348.20'348.20' -346.30' 8"NONOCARTRIDGE HEIGHTSPECIFIC FLOW RATE (gpm/sf)CARTRIDGE FLOW RATE (gpm)MINIMUM HYDRAULIC DROP (H)27"18"18" DEEP3.05'2.3'3.3'2 gpm/ft²22.51 gpm/ft²2 gpm/ft²1 gpm/ft²2 gpm/ft²1 gpm/ft²11.25157.5157.5STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 2 CARTRIDGE CATCHBASIN HAS A MAXIMUMOF TWO CARTRIDGES. SYSTEM IS SHOWN WITH A 27" CARTRIDGE, AND IS ALSO AVAILABLE WITH AN 18" CARTRIDGE. STORMFILTER CATCHBASIN CONFIGURATIONSARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL.PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED.CARTRIDGE SELECTIONINLET PERMANENT POOL LEVEL (A)1'-0" 1'-0" 2'-0"PEAK HYDRAULIC CAPACITY 1.0 1.0 1.8OVERALL STRUCTURE HEIGHT (B)4'-9" 3'-9" 4'-9"OUTLETINLETCONFIGURATIONSSTRUCTURE IDWATER QUALITY FLOW RATE (cfs)PEAK FLOW RATE (<1.8 cfs) RETURN PERIOD OF PEAK FLOW (yrs)CARTRIDGE FLOW RATE (gpm)MEDIA TYPE (CSF, PERLITE, ZPG, GAC, PHS)RIM ELEVATIONPIPE DATA: I.E. DIAMETERINLET STUBOUTLET STUBNOTES/SPECIAL REQUIREMENTS:2-CARTRIDGE DEEP CATCHBASINSTORMFILTER DATASLOPED LIDSOLID COVEROUTLETINLETOUTLETINLETINLETINLETSD #260.02390.12491007.5ZPG347.22'347.22' -344.90' 8"NONO1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS1SECTION A-A: DETENTION PIPETHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWINGU.S. PATENTS: 5,322,629; 5,524,576; 5,707,527; 5,985,157; 6,027,639; 6,649,048;RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING.www.ContechES.com800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 450692CONCRETE CATCHBASIN STORMFILTER - 1 CARTRIDGE UNIT3CONCRETE CATCHBASIN STORMFILTER - 2 CARTRIDGE UNITTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWINGU.S. PATENTS: 5,322,629; 5,524,576; 5,707,527; 5,985,157; 6,027,639; 6,649,048;RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING.www.ContechES.com800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 3COR STD PLAN 202.00 - CB INSTALLATION2COR STD PLAN 201.00 - CB TYPE 21COR STD PLAN 200.00 - CB TYPE 11932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS724" BOLT-LOCKING MANHOLE RING & COVER6COR STD PLAN 204.40-RECTANGULAR GRATE5COR STD PLAN 204.00 - RECTANGULAR FRAME“” 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcP ROEER ALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFAR RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS1COR STD PLAN 204.60 - MISCELLANEOUS DRAINAGE DETAILS3FOOTING DRAIN2CLEAN-OUT TO GRADE7BIO-RETENTION AREA5FLOW CONTROL STRUCTURE (FCS) 14DETENTION TANK ACCESS DETAIL6COR STD PLAN 101.1 - CURB INSTALL AT CATCH BASINS 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS©2013 ADS, INC.PROJECT INFORMATIONADS SALES REP:ENGINEEREDPRODUCTMANAGER:PROJECT NO:ADVANCED DRAINAGE SYSTEMS, INC.SUNSET COURT LLLPRENTON, WASHINGTON169073JOE SHEEHY253-255-6302JOE.SHEEHY@ADS-PIPE.COMBRAD BARRON206-406-0141BRAD.BARRON@ADS-PIPE.COMSTORMWATER CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-740, SC-310, OR APPROVED EQUAL.2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS.3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THATWOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.5. CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418-16 (POLYPROPYLENE), "STANDARD SPECIFICATION FORTHERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICEFOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALLSUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THEPROJECT SITE:a. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETYFACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTMF2787 AND BY AASHTO FOR THERMOPLASTIC PIPE.b. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOADFACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEPMODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATIONTO VERIFY LONG-TERM PERFORMANCE.c. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED.8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 CONSTRUCTIONGUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:xSTONESHOOTER LOCATED OFF THE CHAMBER BED.xBACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.xBACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTIONGUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:xNO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.xNO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".xWEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPROEERALENGINFESSIO NNOTG STATATWFOENIHSEREDREGISLAURIEJ.PFAR R CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS3ADA SIGN W/POST4CONCRETE STRIP AND WALKWAY1ASPHALT PAVEMENT2GRASS-FILLED GEOBLOCK PERVIOUS SURFACE8ASPHALT/CONCRETE TRANSITION7CONCRETE RAMP6PERVIOUS ASPHALT PAVEMENT5ADA STALL AND BLOCKOUT STRIPING 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS3PLASTIC WHEEL STOP1PERVIOUS CONCRETE SIDEWALK2CONCRETE VERTICAL CURB TYPICALCLCLCLCL6COR STD PLAN 101 - CEMENT CONCRETE CURBS5SPEED HUMP4FLUSH CONCRETE VERTICAL CURB7COR STD PLAN 103 - CURB AND GUTTER REPLACEMENT DETAILS8CURB TAPER HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcP ROEER ALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFAR RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSI ONNOTG STATATWFOENIHS EREDREGISLAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS1SEWER LINE PROFILE2WATER LINE PROFILE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS3COR STD PLAN 310.1 - FIRE HYDRANT ASSEMBLY2COR STD PLAN 300.3 - CUT IN1COR STD PLAN 300.0 - WATER PLAN GENERAL NOTES4OR STD PLAN 360.5 - CHECK VALVE ASSEMBLY72" BLOW-OFF PERMANENT ASSEMBLY6COR STD PLAN 330.2 - CONCRETE THRUST BLOCKING5COR STD PLAN 310.3 - HYDRANT MARKER LAYOUT 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS2COR STD PLAN 400.1 - STANDARD SANITARY MANHOLE1TRENCH DRAIN4WSDOT STD PLN B-30.70-03 CIRCULAR FRAME (RING) AND COVER7COR STD PLAN 401 - MANHOLE FRAME AND COVER6COR STD PLAN 403.1 - 8" OR 6" SSCO5COR STD PLAN 406.1 - STANDARD SIDE SEWER INSTALLATION8CDF TRENCH BACKFILL HARRINGTON AVE NEHARRINGTON PL NE - VACATED11TH AVE NGLENNWOOD AVE NEHarrington Pl NE 1932 First AveSuite 201Seattle, WA 98101p. 206.725.1211f. 206.973.5344www.lpdengineering.comengineering pllcPRO EERALENGINFESSIONNOTGSTATATWFOENIHSEREDREGIS LAURIEJ.PFA R RCITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 APPENDIX B Design Calculations WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Sunset Court Peak Flow Rates Site Name: Renton Housing Authority Site Address: Sunset Court City : Renton Report Date: 6/19/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Sunset Court Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat 1.59 Pervious Total 1.59 Impervious Land Use acre ROADS FLAT 0.26 ROOF TOPS FLAT 0.15 Impervious Total 0.41 Basin Total 2 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : East Basin Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .878 Pervious Total 0.878 Impervious Land Use acre ROOF TOPS FLAT 0.587 SIDEWALKS FLAT 0.153 PARKING FLAT 0.382 Impervious Total 1.122 Basin Total 2 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.59 Total Impervious Area:0.41 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.878 Total Impervious Area:1.122 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.182027 5 year 0.253632 10 year 0.309425 25 year 0.390247 50 year 0.458499 100 year 0.534128 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.432467 5 year 0.555343 10 year 0.641639 25 year 0.756544 50 year 0.846547 100 year 0.94044 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.229 0.558 1950 0.321 0.599 1951 0.185 0.372 1952 0.125 0.309 1953 0.133 0.332 1954 0.157 0.358 1955 0.158 0.394 1956 0.158 0.388 1957 0.177 0.441 1958 0.143 0.355 1959 0.145 0.362 1960 0.163 0.357 1961 0.151 0.376 1962 0.131 0.328 1963 0.155 0.369 1964 0.146 0.357 1965 0.194 0.460 1966 0.123 0.304 1967 0.299 0.527 1968 0.239 0.594 1969 0.166 0.413 1970 0.160 0.399 1971 0.191 0.475 1972 0.295 0.546 1973 0.119 0.297 1974 0.174 0.434 1975 0.200 0.500 1976 0.138 0.338 1977 0.146 0.364 1978 0.179 0.445 1979 0.244 0.609 1980 0.219 0.547 1981 0.179 0.447 1982 0.253 0.630 1983 0.206 0.513 1984 0.131 0.324 1985 0.179 0.446 1986 0.155 0.387 1987 0.239 0.596 1988 0.146 0.363 1989 0.182 0.453 1990 0.618 0.939 1991 0.326 0.655 1992 0.129 0.321 1993 0.111 0.278 1994 0.122 0.303 1995 0.159 0.396 1996 0.283 0.467 1997 0.201 0.431 1998 0.167 0.415 1999 0.393 0.850 2000 0.172 0.424 2001 0.186 0.465 2002 0.217 0.542 2003 0.178 0.426 2004 0.319 0.795 2005 0.147 0.364 2006 0.164 0.341 2007 0.644 0.885 2008 0.331 0.629 2009 0.222 0.553 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.6441 0.9393 2 0.6183 0.8852 3 0.3927 0.8496 4 0.3313 0.7950 5 0.3261 0.6553 6 0.3212 0.6304 7 0.3192 0.6285 8 0.2993 0.6092 9 0.2952 0.5987 10 0.2827 0.5965 11 0.2529 0.5943 12 0.2443 0.5581 13 0.2392 0.5529 14 0.2385 0.5466 15 0.2294 0.5464 16 0.2218 0.5420 17 0.2194 0.5273 18 0.2174 0.5131 19 0.2058 0.4995 20 0.2015 0.4753 21 0.2004 0.4668 22 0.1938 0.4646 23 0.1907 0.4603 24 0.1864 0.4526 25 0.1848 0.4471 26 0.1816 0.4460 27 0.1793 0.4450 28 0.1789 0.4405 29 0.1785 0.4336 30 0.1782 0.4307 31 0.1770 0.4264 32 0.1740 0.4241 33 0.1718 0.4152 34 0.1666 0.4131 35 0.1657 0.3987 36 0.1636 0.3964 37 0.1635 0.3945 38 0.1601 0.3883 39 0.1590 0.3866 40 0.1582 0.3763 41 0.1575 0.3721 42 0.1567 0.3690 43 0.1551 0.3638 44 0.1547 0.3638 45 0.1511 0.3626 46 0.1467 0.3624 47 0.1464 0.3576 48 0.1459 0.3571 49 0.1457 0.3570 50 0.1453 0.3553 51 0.1425 0.3406 52 0.1382 0.3379 53 0.1334 0.3325 54 0.1315 0.3277 55 0.1311 0.3244 56 0.1286 0.3205 57 0.1246 0.3085 58 0.1230 0.3040 59 0.1221 0.3026 60 0.1192 0.2971 61 0.1113 0.2776 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ 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. ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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. l • :>L(;;E -$ClU!oCI "0: G o-..AL -=>-' "5:».::F-.;-C ;; -__ ~ 3..,. T~ ~a J -:: :;-, ..... .£-=' ~ _-s:;~ :.:l\a.___"'-._-,,l',:. ~-=G?~WME,..=•3r "'c.. :::uGE ~E .JREGON K-SN-65 FL 17 -29 FLOWN 7 -6 -65;SCALE 1"=400' SEC 9, T 23 N-R 5 E PROJECT SITE KING COUNTY ROAD SERVICE MAP - 1965 WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Sunset Court West Basin Site Name: Renton Housing Authority Site Address: Sunset Court City : Renton Report Date: 6/28/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ 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 West Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .789 Pervious Total 0.789 Impervious Land Use acre ROOF TOPS FLAT 0.1 SIDEWALKS FLAT 0.17 Impervious Total 0.27 Basin Total 1.059 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin West Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .373 Pervious Total 0.373 Impervious Land Use acre ROOF TOPS FLAT 0.512 SIDEWALKS FLAT 0.0638 Impervious Total 0.5758 Basin Total 0.9488 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 ___________________________________________________________________ Name : Basin Roof 3 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .013 Pervious Total 0.013 Impervious Land Use acre ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.003 Impervious Total 0.027 Basin Total 0.04 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 3 Surface retention 3 ___________________________________________________________________ Name : Basin Roof 2 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .015 Pervious Total 0.015 Impervious Land Use acre ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.005 Impervious Total 0.029 Basin Total 0.044 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 2 Surface retention 2 ___________________________________________________________________ Name : Bioretention 3 Bottom Length: 17.50 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 4.487 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 4.487 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.346 Total Evap From Facility: 0.107 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 3 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 348.50 0.0073 0.0000 0.0000 0.0000 348.53 0.0072 0.0000 0.0000 0.0000 348.55 0.0071 0.0000 0.0001 0.0001 348.58 0.0069 0.0000 0.0003 0.0003 348.61 0.0068 0.0001 0.0007 0.0007 348.64 0.0066 0.0001 0.0012 0.0012 348.66 0.0065 0.0001 0.0019 0.0019 348.69 0.0064 0.0001 0.0028 0.0028 348.72 0.0062 0.0002 0.0038 0.0038 348.75 0.0061 0.0002 0.0039 0.0039 348.77 0.0060 0.0002 0.0041 0.0041 348.80 0.0058 0.0002 0.0043 0.0043 348.83 0.0057 0.0003 0.0045 0.0045 348.86 0.0056 0.0003 0.0047 0.0047 348.88 0.0054 0.0003 0.0049 0.0049 348.91 0.0053 0.0003 0.0051 0.0051 348.94 0.0052 0.0004 0.0053 0.0053 348.97 0.0051 0.0004 0.0055 0.0055 348.99 0.0049 0.0004 0.0057 0.0057 349.02 0.0048 0.0005 0.0059 0.0059 349.05 0.0047 0.0005 0.0061 0.0061 349.08 0.0046 0.0006 0.0063 0.0063 349.10 0.0044 0.0006 0.0065 0.0065 349.13 0.0043 0.0006 0.0067 0.0067 349.16 0.0042 0.0007 0.0069 0.0069 349.19 0.0041 0.0007 0.0071 0.0071 349.21 0.0040 0.0008 0.0073 0.0073 349.24 0.0039 0.0008 0.0076 0.0076 349.27 0.0038 0.0009 0.0078 0.0078 349.30 0.0036 0.0009 0.0080 0.0080 349.32 0.0035 0.0010 0.0083 0.0083 349.35 0.0034 0.0010 0.0085 0.0085 349.38 0.0033 0.0011 0.0087 0.0087 349.41 0.0032 0.0011 0.0090 0.0090 349.43 0.0031 0.0012 0.0092 0.0092 349.46 0.0030 0.0012 0.0094 0.0094 349.49 0.0029 0.0013 0.0097 0.0097 349.52 0.0028 0.0014 0.0099 0.0099 349.54 0.0027 0.0014 0.0102 0.0102 349.57 0.0026 0.0015 0.0104 0.0104 349.60 0.0025 0.0016 0.0107 0.0107 349.63 0.0024 0.0016 0.0110 0.0110 349.65 0.0023 0.0017 0.0112 0.0112 349.68 0.0022 0.0018 0.0115 0.0115 349.71 0.0021 0.0018 0.0117 0.0117 349.74 0.0020 0.0019 0.0120 0.0120 349.76 0.0020 0.0020 0.0123 0.0123 349.79 0.0019 0.0021 0.0126 0.0126 349.82 0.0018 0.0021 0.0128 0.0128 349.85 0.0017 0.0022 0.0131 0.0131 349.87 0.0016 0.0023 0.0134 0.0134 349.90 0.0015 0.0024 0.0137 0.0137 349.93 0.0014 0.0025 0.0140 0.0140 349.96 0.0014 0.0026 0.0143 0.0143 349.98 0.0013 0.0026 0.0145 0.0145 350.00 0.0012 0.0027 0.0147 0.0147 Surface retention 3 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0073 0.0027 0.0000 0.0149 0.0003 1.5275 0.0074 0.0029 0.0000 0.0149 0.0006 1.5549 0.0076 0.0031 0.0000 0.0151 0.0009 1.5824 0.0077 0.0033 0.0000 0.0154 0.0012 1.6099 0.0079 0.0035 0.0000 0.0157 0.0015 1.6374 0.0080 0.0038 0.0000 0.0159 0.0018 1.6648 0.0082 0.0040 0.0000 0.0162 0.0021 1.6923 0.0084 0.0042 0.0000 0.0165 0.0024 1.7198 0.0085 0.0044 0.0000 0.0167 0.0027 1.7473 0.0087 0.0047 0.0000 0.0170 0.0031 1.7747 0.0088 0.0049 0.0000 0.0173 0.0034 1.8022 0.0090 0.0052 0.0000 0.0175 0.0037 1.8297 0.0091 0.0054 0.0000 0.0178 0.0040 1.8571 0.0093 0.0057 0.0000 0.0181 0.0044 1.8846 0.0095 0.0059 0.0000 0.0183 0.0047 1.9121 0.0096 0.0062 0.0000 0.0186 0.0050 1.9396 0.0098 0.0064 0.0000 0.0189 0.0054 1.9670 0.0100 0.0067 0.0000 0.0191 0.0057 1.9945 0.0101 0.0070 0.0000 0.0194 0.0060 2.0220 0.0103 0.0073 0.0000 0.0197 0.0064 2.0495 0.0105 0.0076 0.0000 0.0199 0.0067 2.0769 0.0106 0.0079 0.0000 0.0202 0.0071 2.1044 0.0108 0.0081 0.0000 0.0205 0.0074 2.1319 0.0110 0.0084 0.0000 0.0207 0.0078 2.1593 0.0112 0.0087 0.0000 0.0210 0.0081 2.1868 0.0113 0.0091 0.0000 0.0213 0.0085 2.2143 0.0115 0.0094 0.0000 0.0215 0.0088 2.2418 0.0117 0.0097 0.0000 0.0218 0.0092 2.2692 0.0119 0.0100 0.0000 0.0221 0.0096 2.2967 0.0120 0.0103 0.0000 0.0223 0.0099 2.3242 0.0122 0.0107 0.0000 0.0226 0.0103 2.3516 0.0124 0.0110 0.0000 0.0229 0.0107 2.3791 0.0126 0.0114 0.0000 0.0231 0.0111 2.4066 0.0128 0.0117 0.0000 0.0234 0.0114 2.4341 0.0130 0.0121 0.0000 0.0237 0.0118 2.4615 0.0132 0.0124 0.0000 0.0239 0.0122 2.4890 0.0134 0.0128 0.0000 0.0242 0.0124 2.5000 0.0134 0.0129 0.0000 0.0243 0.0000 ___________________________________________________________________ Name : Surface retention 3 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 3 ___________________________________________________________________ Name : Bioretention 2 Bottom Length: 16.80 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 4.759 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 4.759 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.354 Total Evap From Facility: 0.16 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 2 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 349.00 0.0071 0.0000 0.0000 0.0000 349.03 0.0070 0.0000 0.0000 0.0000 349.05 0.0069 0.0000 0.0000 0.0000 349.08 0.0067 0.0000 0.0000 0.0000 349.11 0.0066 0.0001 0.0000 0.0000 349.14 0.0065 0.0001 0.0001 0.0001 349.16 0.0063 0.0001 0.0001 0.0001 349.19 0.0062 0.0001 0.0001 0.0001 349.22 0.0061 0.0001 0.0002 0.0002 349.25 0.0059 0.0002 0.0003 0.0003 349.27 0.0058 0.0002 0.0004 0.0004 349.30 0.0057 0.0002 0.0005 0.0005 349.33 0.0055 0.0002 0.0006 0.0006 349.36 0.0054 0.0003 0.0008 0.0008 349.38 0.0053 0.0003 0.0010 0.0010 349.41 0.0052 0.0003 0.0012 0.0012 349.44 0.0050 0.0004 0.0014 0.0014 349.47 0.0049 0.0004 0.0017 0.0017 349.49 0.0048 0.0004 0.0021 0.0021 349.52 0.0047 0.0005 0.0025 0.0025 349.55 0.0045 0.0005 0.0029 0.0029 349.58 0.0044 0.0005 0.0034 0.0034 349.60 0.0043 0.0006 0.0039 0.0039 349.63 0.0042 0.0006 0.0045 0.0045 349.66 0.0041 0.0007 0.0052 0.0052 349.69 0.0040 0.0007 0.0059 0.0059 349.71 0.0039 0.0007 0.0067 0.0067 349.74 0.0037 0.0008 0.0073 0.0073 349.77 0.0036 0.0008 0.0076 0.0076 349.80 0.0035 0.0009 0.0078 0.0078 349.82 0.0034 0.0009 0.0080 0.0080 349.85 0.0033 0.0010 0.0082 0.0082 349.88 0.0032 0.0010 0.0085 0.0085 349.91 0.0031 0.0011 0.0087 0.0087 349.93 0.0030 0.0011 0.0089 0.0089 349.96 0.0029 0.0012 0.0092 0.0092 349.99 0.0028 0.0013 0.0094 0.0094 350.02 0.0027 0.0013 0.0096 0.0096 350.04 0.0026 0.0014 0.0099 0.0099 350.07 0.0025 0.0014 0.0101 0.0101 350.10 0.0024 0.0015 0.0104 0.0104 350.13 0.0023 0.0016 0.0106 0.0106 350.15 0.0022 0.0016 0.0109 0.0109 350.18 0.0021 0.0017 0.0112 0.0112 350.21 0.0021 0.0018 0.0114 0.0114 350.24 0.0020 0.0018 0.0117 0.0117 350.26 0.0019 0.0019 0.0119 0.0119 350.29 0.0018 0.0020 0.0122 0.0122 350.32 0.0017 0.0021 0.0125 0.0125 350.35 0.0016 0.0021 0.0128 0.0128 350.37 0.0015 0.0022 0.0130 0.0130 350.40 0.0015 0.0023 0.0133 0.0133 350.43 0.0014 0.0024 0.0136 0.0136 350.46 0.0013 0.0025 0.0139 0.0139 350.48 0.0012 0.0026 0.0142 0.0142 350.50 0.0012 0.0026 0.0143 0.0143 Surface retention 2 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0071 0.0026 0.0000 0.0143 0.0003 1.5275 0.0073 0.0028 0.0000 0.0143 0.0006 1.5549 0.0074 0.0030 0.0000 0.0145 0.0009 1.5824 0.0075 0.0032 0.0000 0.0148 0.0012 1.6099 0.0077 0.0034 0.0000 0.0150 0.0015 1.6374 0.0078 0.0036 0.0000 0.0153 0.0018 1.6648 0.0080 0.0039 0.0000 0.0155 0.0021 1.6923 0.0081 0.0041 0.0000 0.0158 0.0024 1.7198 0.0083 0.0043 0.0000 0.0161 0.0027 1.7473 0.0084 0.0045 0.0000 0.0163 0.0030 1.7747 0.0086 0.0048 0.0000 0.0166 0.0033 1.8022 0.0088 0.0050 0.0000 0.0168 0.0036 1.8297 0.0089 0.0053 0.0000 0.0171 0.0040 1.8571 0.0091 0.0055 0.0000 0.0173 0.0043 1.8846 0.0092 0.0058 0.0000 0.0176 0.0046 1.9121 0.0094 0.0060 0.0000 0.0178 0.0049 1.9396 0.0096 0.0063 0.0000 0.0181 0.0053 1.9670 0.0097 0.0065 0.0000 0.0184 0.0056 1.9945 0.0099 0.0068 0.0000 0.0186 0.0059 2.0220 0.0101 0.0071 0.0000 0.0189 0.0063 2.0495 0.0102 0.0074 0.0000 0.0191 0.0066 2.0769 0.0104 0.0076 0.0000 0.0194 0.0070 2.1044 0.0106 0.0079 0.0000 0.0196 0.0073 2.1319 0.0107 0.0082 0.0000 0.0199 0.0076 2.1593 0.0109 0.0085 0.0000 0.0202 0.0080 2.1868 0.0111 0.0088 0.0000 0.0204 0.0084 2.2143 0.0112 0.0091 0.0000 0.0207 0.0087 2.2418 0.0114 0.0094 0.0000 0.0209 0.0091 2.2692 0.0116 0.0098 0.0000 0.0212 0.0094 2.2967 0.0118 0.0101 0.0000 0.0214 0.0098 2.3242 0.0120 0.0104 0.0000 0.0217 0.0102 2.3516 0.0121 0.0107 0.0000 0.0219 0.0105 2.3791 0.0123 0.0111 0.0000 0.0222 0.0109 2.4066 0.0125 0.0114 0.0000 0.0225 0.0113 2.4341 0.0127 0.0118 0.0000 0.0227 0.0116 2.4615 0.0129 0.0121 0.0000 0.0230 0.0120 2.4890 0.0131 0.0125 0.0000 0.0232 0.0122 2.5000 0.0131 0.0126 0.0000 0.0233 0.0000 ___________________________________________________________________ Name : Surface retention 2 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 2 ___________________________________________________________________ Name : Vault 1 Width :20.5 ft. Length :39.2 ft. Depth:1.86 ft. Discharge Structure Riser Height: 1.36 ft. Riser Diameter: 8 in. Orifice 1 Diameter: 2.125 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.018 0.000 0.000 0.000 0.0207 0.018 0.000 0.017 0.000 0.0413 0.018 0.000 0.024 0.000 0.0620 0.018 0.001 0.030 0.000 0.0827 0.018 0.001 0.035 0.000 0.1033 0.018 0.001 0.039 0.000 0.1240 0.018 0.002 0.043 0.000 0.1447 0.018 0.002 0.046 0.000 0.1653 0.018 0.003 0.049 0.000 0.1860 0.018 0.003 0.052 0.000 0.2067 0.018 0.003 0.055 0.000 0.2273 0.018 0.004 0.058 0.000 0.2480 0.018 0.004 0.061 0.000 0.2687 0.018 0.005 0.063 0.000 0.2893 0.018 0.005 0.065 0.000 0.3100 0.018 0.005 0.068 0.000 0.3307 0.018 0.006 0.070 0.000 0.3513 0.018 0.006 0.072 0.000 0.3720 0.018 0.006 0.074 0.000 0.3927 0.018 0.007 0.076 0.000 0.4133 0.018 0.007 0.078 0.000 0.4340 0.018 0.008 0.080 0.000 0.4547 0.018 0.008 0.082 0.000 The vault depth and riser height have been adjusted to account for the 40% void ration of the StormTech Chamber backfill and foundation stone. 0.4753 0.018 0.008 0.084 0.000 0.4960 0.018 0.009 0.086 0.000 0.5167 0.018 0.009 0.088 0.000 0.5373 0.018 0.009 0.089 0.000 0.5580 0.018 0.010 0.091 0.000 0.5787 0.018 0.010 0.093 0.000 0.5993 0.018 0.011 0.094 0.000 0.6200 0.018 0.011 0.096 0.000 0.6407 0.018 0.011 0.098 0.000 0.6613 0.018 0.012 0.099 0.000 0.6820 0.018 0.012 0.101 0.000 0.7027 0.018 0.013 0.102 0.000 0.7233 0.018 0.013 0.104 0.000 0.7440 0.018 0.013 0.105 0.000 0.7647 0.018 0.014 0.107 0.000 0.7853 0.018 0.014 0.108 0.000 0.8060 0.018 0.014 0.110 0.000 0.8267 0.018 0.015 0.111 0.000 0.8473 0.018 0.015 0.112 0.000 0.8680 0.018 0.016 0.114 0.000 0.8887 0.018 0.016 0.115 0.000 0.9093 0.018 0.016 0.116 0.000 0.9300 0.018 0.017 0.118 0.000 0.9507 0.018 0.017 0.119 0.000 0.9713 0.018 0.017 0.120 0.000 0.9920 0.018 0.018 0.122 0.000 1.0127 0.018 0.018 0.123 0.000 1.0333 0.018 0.019 0.124 0.000 1.0540 0.018 0.019 0.125 0.000 1.0747 0.018 0.019 0.127 0.000 1.0953 0.018 0.020 0.128 0.000 1.1160 0.018 0.020 0.129 0.000 1.1367 0.018 0.021 0.130 0.000 1.1573 0.018 0.021 0.131 0.000 1.1780 0.018 0.021 0.133 0.000 1.1987 0.018 0.022 0.134 0.000 1.2193 0.018 0.022 0.135 0.000 1.2400 0.018 0.022 0.136 0.000 1.2607 0.018 0.023 0.137 0.000 1.2813 0.018 0.023 0.138 0.000 1.3020 0.018 0.024 0.139 0.000 1.3227 0.018 0.024 0.140 0.000 1.3433 0.018 0.024 0.142 0.000 1.3640 0.018 0.025 0.144 0.000 1.3847 0.018 0.025 0.171 0.000 1.4053 0.018 0.025 0.213 0.000 1.4260 0.018 0.026 0.265 0.000 1.4467 0.018 0.026 0.325 0.000 1.4673 0.018 0.027 0.391 0.000 1.4880 0.018 0.027 0.460 0.000 1.5087 0.018 0.027 0.531 0.000 1.5293 0.018 0.028 0.602 0.000 1.5500 0.018 0.028 0.669 0.000 1.5707 0.018 0.029 0.732 0.000 1.5913 0.018 0.029 0.789 0.000 1.6120 0.018 0.029 0.837 0.000 1.6327 0.018 0.030 0.878 0.000 1.6533 0.018 0.030 0.911 0.000 1.6740 0.018 0.030 0.937 0.000 1.6947 0.018 0.031 0.969 0.000 1.7153 0.018 0.031 0.994 0.000 1.7360 0.018 0.032 1.019 0.000 1.7567 0.018 0.032 1.044 0.000 1.7773 0.018 0.032 1.067 0.000 1.7980 0.018 0.033 1.090 0.000 1.8187 0.018 0.033 1.113 0.000 1.8393 0.018 0.033 1.135 0.000 1.8600 0.018 0.034 1.157 0.000 1.8807 0.018 0.034 1.178 0.000 1.9013 0.000 0.000 1.198 0.000 ___________________________________________________________________ Name : Basin Roof 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.012 Impervious Total 0.012 Basin Total 0.012 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 1 Surface retention 1 ___________________________________________________________________ Name : Bioretention 1 Bottom Length: 11.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 2.026 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 2.027 Percent Infiltrated: 99.95 Total Precip Applied to Facility: 0.29 Total Evap From Facility: 0.129 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 1 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0051 0.0000 0.0000 0.0000 0.0275 0.0050 0.0000 0.0000 0.0000 0.0549 0.0049 0.0000 0.0000 0.0000 0.0824 0.0047 0.0000 0.0000 0.0000 0.1099 0.0046 0.0000 0.0000 0.0000 0.1374 0.0045 0.0000 0.0000 0.0000 0.1648 0.0044 0.0000 0.0000 0.0000 0.1923 0.0043 0.0001 0.0000 0.0000 0.2198 0.0042 0.0001 0.0001 0.0001 0.2473 0.0041 0.0001 0.0001 0.0001 0.2747 0.0040 0.0001 0.0001 0.0001 0.3022 0.0039 0.0001 0.0001 0.0001 0.3297 0.0038 0.0001 0.0001 0.0001 0.3571 0.0037 0.0001 0.0002 0.0002 0.3846 0.0036 0.0002 0.0002 0.0002 0.4121 0.0035 0.0002 0.0002 0.0002 0.4396 0.0034 0.0002 0.0003 0.0003 0.4670 0.0033 0.0002 0.0003 0.0003 0.4945 0.0032 0.0002 0.0004 0.0004 0.5220 0.0031 0.0003 0.0004 0.0004 0.5495 0.0030 0.0003 0.0005 0.0005 0.5769 0.0029 0.0003 0.0006 0.0006 0.6044 0.0028 0.0003 0.0006 0.0006 0.6319 0.0027 0.0003 0.0007 0.0007 0.6593 0.0026 0.0004 0.0008 0.0008 0.6868 0.0025 0.0004 0.0009 0.0009 0.7143 0.0025 0.0004 0.0010 0.0010 0.7418 0.0024 0.0004 0.0010 0.0010 0.7692 0.0023 0.0005 0.0010 0.0010 0.7967 0.0022 0.0005 0.0010 0.0010 0.8242 0.0021 0.0005 0.0010 0.0010 0.8516 0.0020 0.0006 0.0010 0.0010 0.8791 0.0020 0.0006 0.0010 0.0010 0.9066 0.0019 0.0006 0.0010 0.0010 0.9341 0.0018 0.0007 0.0010 0.0010 0.9615 0.0017 0.0007 0.0010 0.0010 0.9890 0.0017 0.0008 0.0010 0.0010 1.0165 0.0016 0.0008 0.0010 0.0010 1.0440 0.0015 0.0008 0.0010 0.0010 1.0714 0.0015 0.0009 0.0010 0.0010 1.0989 0.0014 0.0009 0.0010 0.0010 1.1264 0.0013 0.0010 0.0010 0.0010 1.1538 0.0012 0.0010 0.0010 0.0010 1.1813 0.0012 0.0011 0.0010 0.0010 1.2088 0.0011 0.0011 0.0010 0.0010 1.2363 0.0011 0.0011 0.0010 0.0010 1.2637 0.0010 0.0012 0.0010 0.0010 1.2912 0.0009 0.0013 0.0010 0.0010 1.3187 0.0009 0.0013 0.0010 0.0010 1.3462 0.0008 0.0014 0.0010 0.0010 1.3736 0.0008 0.0014 0.0010 0.0010 1.4011 0.0007 0.0015 0.0010 0.0010 1.4286 0.0007 0.0015 0.0010 0.0010 1.4560 0.0006 0.0016 0.0010 0.0010 1.4835 0.0006 0.0017 0.0010 0.0010 1.5000 0.0005 0.0017 0.0010 0.0010 Surface retention 1 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0051 0.0017 0.0000 0.0062 0.0000 1.5275 0.0052 0.0018 0.0000 0.0062 0.0000 1.5549 0.0053 0.0020 0.0000 0.0063 0.0000 1.5824 0.0054 0.0021 0.0000 0.0064 0.0000 1.6099 0.0055 0.0023 0.0000 0.0066 0.0000 1.6374 0.0057 0.0024 0.0000 0.0067 0.0000 1.6648 0.0058 0.0026 0.0000 0.0068 0.0000 1.6923 0.0059 0.0027 0.0000 0.0069 0.0000 1.7198 0.0060 0.0029 0.0000 0.0070 0.0000 1.7473 0.0062 0.0031 0.0000 0.0071 0.0000 1.7747 0.0063 0.0032 0.0000 0.0072 0.0000 1.8022 0.0064 0.0034 0.0000 0.0073 0.0000 1.8297 0.0065 0.0036 0.0000 0.0075 0.0000 1.8571 0.0067 0.0038 0.0000 0.0076 0.0000 1.8846 0.0068 0.0040 0.0000 0.0077 0.0000 1.9121 0.0070 0.0042 0.0000 0.0078 0.0000 1.9396 0.0071 0.0043 0.0000 0.0079 0.0000 1.9670 0.0072 0.0045 0.0000 0.0080 0.0000 1.9945 0.0074 0.0047 0.0000 0.0081 0.0000 2.0220 0.0075 0.0050 0.0000 0.0082 0.0000 2.0495 0.0076 0.0052 0.0000 0.0083 0.0000 2.0769 0.0078 0.0054 0.0000 0.0085 0.0000 2.1044 0.0079 0.0056 0.0000 0.0086 0.0000 2.1319 0.0081 0.0058 0.0000 0.0087 0.0000 2.1593 0.0082 0.0060 0.0000 0.0088 0.0000 2.1868 0.0084 0.0063 0.0000 0.0089 0.0000 2.2143 0.0085 0.0065 0.0000 0.0090 0.0000 2.2418 0.0087 0.0067 0.0000 0.0091 0.0000 2.2692 0.0088 0.0070 0.0000 0.0092 0.0000 2.2967 0.0090 0.0072 0.0000 0.0094 0.0000 2.3242 0.0091 0.0075 0.0000 0.0095 0.0000 2.3516 0.0093 0.0077 0.0000 0.0096 0.0000 2.3791 0.0094 0.0080 0.0000 0.0097 0.0000 2.4066 0.0096 0.0082 0.0000 0.0098 0.0000 2.4341 0.0098 0.0085 0.0000 0.0099 0.0000 2.4615 0.0099 0.0088 0.0000 0.0100 0.0000 2.4890 0.0101 0.0090 0.0000 0.0101 0.0000 2.5000 0.0101 0.0092 0.0000 0.0102 0.0000 ___________________________________________________________________ Name : Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 1 ___________________________________________________________________ Name : Basin Roof 4 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.014 Impervious Total 0.014 Basin Total 0.014 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface oretention 4 Surface oretention 4 ___________________________________________________________________ Name : Bioretention 4 Bottom Length: 15.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 2.346 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 2.347 Percent Infiltrated: 99.96 Total Precip Applied to Facility: 0.329 Total Evap From Facility: 0.161 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 4 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0061 0.0000 0.0000 0.0000 0.0275 0.0060 0.0000 0.0000 0.0000 0.0549 0.0059 0.0000 0.0000 0.0000 0.0824 0.0057 0.0000 0.0000 0.0000 0.1099 0.0056 0.0000 0.0000 0.0000 0.1374 0.0055 0.0001 0.0000 0.0000 0.1648 0.0053 0.0001 0.0000 0.0000 0.1923 0.0052 0.0001 0.0001 0.0001 0.2198 0.0051 0.0001 0.0001 0.0001 0.2473 0.0050 0.0001 0.0001 0.0001 0.2747 0.0048 0.0001 0.0001 0.0001 0.3022 0.0047 0.0001 0.0002 0.0002 0.3297 0.0046 0.0002 0.0002 0.0002 0.3571 0.0045 0.0002 0.0002 0.0002 0.3846 0.0044 0.0002 0.0003 0.0003 0.4121 0.0043 0.0002 0.0003 0.0003 0.4396 0.0041 0.0003 0.0004 0.0004 0.4670 0.0040 0.0003 0.0005 0.0005 0.4945 0.0039 0.0003 0.0005 0.0005 0.5220 0.0038 0.0003 0.0006 0.0006 0.5495 0.0037 0.0004 0.0007 0.0007 0.5769 0.0036 0.0004 0.0008 0.0008 0.6044 0.0035 0.0004 0.0009 0.0009 0.6319 0.0034 0.0004 0.0010 0.0010 0.6593 0.0033 0.0005 0.0011 0.0011 0.6868 0.0032 0.0005 0.0012 0.0012 0.7143 0.0031 0.0005 0.0013 0.0013 0.7418 0.0030 0.0006 0.0014 0.0014 0.7692 0.0029 0.0006 0.0014 0.0014 0.7967 0.0028 0.0007 0.0014 0.0014 0.8242 0.0027 0.0007 0.0014 0.0014 0.8516 0.0026 0.0007 0.0014 0.0014 0.8791 0.0025 0.0008 0.0014 0.0014 0.9066 0.0024 0.0008 0.0014 0.0014 0.9341 0.0023 0.0009 0.0014 0.0014 0.9615 0.0022 0.0009 0.0014 0.0014 0.9890 0.0021 0.0010 0.0014 0.0014 1.0165 0.0020 0.0010 0.0014 0.0014 1.0440 0.0020 0.0011 0.0014 0.0014 1.0714 0.0019 0.0011 0.0014 0.0014 1.0989 0.0018 0.0012 0.0014 0.0014 1.1264 0.0017 0.0012 0.0014 0.0014 1.1538 0.0016 0.0013 0.0014 0.0014 1.1813 0.0016 0.0013 0.0014 0.0014 1.2088 0.0015 0.0014 0.0014 0.0014 1.2363 0.0014 0.0014 0.0014 0.0014 1.2637 0.0013 0.0015 0.0014 0.0014 1.2912 0.0012 0.0016 0.0014 0.0014 1.3187 0.0012 0.0016 0.0014 0.0014 1.3462 0.0011 0.0017 0.0014 0.0014 1.3736 0.0010 0.0018 0.0014 0.0014 1.4011 0.0010 0.0018 0.0014 0.0014 1.4286 0.0009 0.0019 0.0014 0.0014 1.4560 0.0008 0.0020 0.0014 0.0014 1.4835 0.0008 0.0021 0.0014 0.0014 1.5000 0.0007 0.0021 0.0014 0.0014 Surface oretention 4 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0061 0.0021 0.0000 0.0085 0.0000 1.5275 0.0062 0.0023 0.0000 0.0085 0.0000 1.5549 0.0063 0.0024 0.0000 0.0086 0.0000 1.5824 0.0065 0.0026 0.0000 0.0088 0.0000 1.6099 0.0066 0.0028 0.0000 0.0089 0.0000 1.6374 0.0067 0.0030 0.0000 0.0091 0.0000 1.6648 0.0069 0.0032 0.0000 0.0092 0.0000 1.6923 0.0070 0.0034 0.0000 0.0094 0.0000 1.7198 0.0072 0.0036 0.0000 0.0096 0.0000 1.7473 0.0073 0.0038 0.0000 0.0097 0.0000 1.7747 0.0074 0.0040 0.0000 0.0099 0.0000 1.8022 0.0076 0.0042 0.0000 0.0100 0.0000 1.8297 0.0077 0.0044 0.0000 0.0102 0.0000 1.8571 0.0079 0.0046 0.0000 0.0103 0.0000 1.8846 0.0080 0.0048 0.0000 0.0105 0.0000 1.9121 0.0082 0.0050 0.0000 0.0106 0.0000 1.9396 0.0083 0.0053 0.0000 0.0108 0.0000 1.9670 0.0085 0.0055 0.0000 0.0109 0.0000 1.9945 0.0086 0.0057 0.0000 0.0111 0.0000 2.0220 0.0088 0.0060 0.0000 0.0112 0.0000 2.0495 0.0090 0.0062 0.0000 0.0114 0.0000 2.0769 0.0091 0.0065 0.0000 0.0115 0.0000 2.1044 0.0093 0.0067 0.0000 0.0117 0.0000 2.1319 0.0094 0.0070 0.0000 0.0118 0.0000 2.1593 0.0096 0.0072 0.0000 0.0120 0.0000 2.1868 0.0098 0.0075 0.0000 0.0121 0.0000 2.2143 0.0099 0.0078 0.0000 0.0123 0.0000 2.2418 0.0101 0.0080 0.0000 0.0125 0.0000 2.2692 0.0103 0.0083 0.0000 0.0126 0.0000 2.2967 0.0104 0.0086 0.0000 0.0128 0.0000 2.3242 0.0106 0.0089 0.0000 0.0129 0.0000 2.3516 0.0108 0.0092 0.0000 0.0131 0.0000 2.3791 0.0109 0.0095 0.0000 0.0132 0.0000 2.4066 0.0111 0.0098 0.0000 0.0134 0.0000 2.4341 0.0113 0.0101 0.0000 0.0135 0.0000 2.4615 0.0115 0.0104 0.0000 0.0137 0.0000 2.4890 0.0116 0.0107 0.0000 0.0138 0.0000 2.5000 0.0117 0.0108 0.0000 0.0139 0.0000 ___________________________________________________________________ Name : Surface oretention 4 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 4 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.789 Total Impervious Area:0.27 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.401 Total Impervious Area:0.6578 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.108015 5 year 0.148097 10 year 0.178936 25 year 0.223141 50 year 0.26012 100 year 0.300785 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.106661 5 year 0.140781 10 year 0.166769 25 year 0.20367 50 year 0.234271 100 year 0.267684 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.137 0.119 1950 0.180 0.120 1951 0.107 0.113 1952 0.075 0.097 1953 0.080 0.096 1954 0.092 0.093 1955 0.095 0.112 1956 0.094 0.104 1957 0.106 0.119 1958 0.086 0.090 1959 0.087 0.087 1960 0.095 0.114 1961 0.091 0.097 1962 0.079 0.084 1963 0.092 0.087 1964 0.087 0.105 1965 0.115 0.095 1966 0.074 0.091 1967 0.169 0.111 1968 0.143 0.111 1969 0.099 0.098 1970 0.096 0.096 1971 0.114 0.097 1972 0.168 0.129 1973 0.072 0.089 1974 0.104 0.088 1975 0.120 0.110 1976 0.083 0.088 1977 0.088 0.093 1978 0.107 0.124 1979 0.147 0.103 1980 0.132 0.113 1981 0.108 0.110 1982 0.152 0.140 1983 0.123 0.124 1984 0.079 0.083 1985 0.107 0.106 1986 0.093 0.125 1987 0.144 0.121 1988 0.088 0.091 1989 0.109 0.085 1990 0.343 0.321 1991 0.188 0.190 1992 0.077 0.099 1993 0.067 0.074 1994 0.073 0.080 1995 0.095 0.095 1996 0.158 0.122 1997 0.117 0.110 1998 0.100 0.089 1999 0.219 0.142 2000 0.103 0.115 2001 0.112 0.092 2002 0.130 0.122 2003 0.106 0.088 2004 0.191 0.296 2005 0.088 0.117 2006 0.095 0.089 2007 0.352 0.247 2008 0.189 0.295 2009 0.133 0.124 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3524 0.3212 2 0.3425 0.2964 3 0.2190 0.2953 4 0.1915 0.2466 5 0.1895 0.1903 6 0.1882 0.1421 7 0.1803 0.1395 8 0.1692 0.1289 9 0.1681 0.1247 10 0.1576 0.1243 11 0.1517 0.1241 12 0.1466 0.1238 13 0.1435 0.1224 14 0.1431 0.1224 15 0.1370 0.1211 16 0.1331 0.1197 17 0.1316 0.1191 18 0.1304 0.1188 19 0.1235 0.1170 20 0.1202 0.1151 21 0.1175 0.1136 22 0.1152 0.1129 23 0.1144 0.1125 24 0.1118 0.1125 25 0.1089 0.1115 26 0.1076 0.1114 27 0.1073 0.1105 28 0.1071 0.1103 29 0.1067 0.1102 30 0.1062 0.1063 31 0.1061 0.1048 32 0.1044 0.1044 33 0.1029 0.1029 34 0.0999 0.0988 35 0.0994 0.0976 36 0.0961 0.0974 37 0.0954 0.0968 38 0.0950 0.0967 39 0.0949 0.0960 40 0.0946 0.0955 41 0.0936 0.0951 42 0.0930 0.0950 43 0.0925 0.0928 44 0.0920 0.0926 45 0.0906 0.0924 46 0.0879 0.0914 47 0.0877 0.0906 48 0.0875 0.0905 49 0.0872 0.0895 50 0.0868 0.0888 51 0.0855 0.0887 52 0.0826 0.0882 53 0.0800 0.0882 54 0.0789 0.0878 55 0.0785 0.0868 56 0.0771 0.0867 57 0.0747 0.0852 58 0.0737 0.0840 59 0.0732 0.0825 60 0.0715 0.0799 61 0.0668 0.0741 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ 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. ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Sunset Court East Basin Site Name: Renton Housing Authority Site Address: Sunset Court City : Renton Report Date: 7/5/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ 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 B Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .493 Pervious Total 0.493 Impervious Land Use acre SIDEWALKS FLAT 0.127 Impervious Total 0.127 Basin Total 0.62 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : East Basin Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .222 Pervious Total 0.222 Impervious Land Use acre DRIVEWAYS FLAT 0.033 SIDEWALKS FLAT 0.044 PARKING FLAT 0.321 Impervious Total 0.398 Basin Total 0.62 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 ___________________________________________________________________ Name : Tank 1 Tank Name: Tank 1 Dimensions Depth: 3 ft. Tank Type : Circular Diameter : 3 ft. Length : 265 ft. Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 8 in. Orifice 1 Diameter: 1.2968 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 342.50 0.000 0.000 0.000 0.000 342.53 0.003 0.000 0.008 0.000 342.57 0.005 0.000 0.011 0.000 342.60 0.006 0.000 0.014 0.000 342.63 0.007 0.000 0.016 0.000 342.67 0.008 0.000 0.018 0.000 342.70 0.009 0.001 0.020 0.000 342.73 0.009 0.001 0.022 0.000 342.77 0.010 0.001 0.023 0.000 342.80 0.011 0.002 0.025 0.000 342.83 0.011 0.002 0.026 0.000 342.87 0.012 0.003 0.027 0.000 342.90 0.012 0.003 0.028 0.000 342.93 0.012 0.003 0.030 0.000 342.97 0.013 0.004 0.031 0.000 343.00 0.013 0.004 0.032 0.000 343.03 0.014 0.005 0.033 0.000 343.07 0.014 0.005 0.034 0.000 343.10 0.014 0.006 0.035 0.000 343.13 0.014 0.006 0.036 0.000 343.17 0.015 0.007 0.037 0.000 343.20 0.015 0.007 0.038 0.000 343.23 0.015 0.008 0.039 0.000 343.27 0.015 0.008 0.040 0.000 343.30 0.016 0.009 0.040 0.000 343.33 0.016 0.009 0.041 0.000 343.37 0.016 0.010 0.042 0.000 343.40 0.016 0.010 0.043 0.000 343.43 0.016 0.011 0.044 0.000 343.47 0.017 0.012 0.044 0.000 343.50 0.017 0.012 0.045 0.000 343.53 0.017 0.013 0.046 0.000 343.57 0.017 0.013 0.047 0.000 343.60 0.017 0.014 0.047 0.000 343.63 0.017 0.014 0.048 0.000 343.67 0.017 0.015 0.049 0.000 343.70 0.017 0.016 0.050 0.000 343.73 0.018 0.016 0.050 0.000 343.77 0.018 0.017 0.051 0.000 343.80 0.018 0.017 0.052 0.000 343.83 0.018 0.018 0.052 0.000 343.87 0.018 0.019 0.053 0.000 343.90 0.018 0.019 0.054 0.000 343.93 0.018 0.020 0.054 0.000 343.97 0.018 0.020 0.055 0.000 344.00 0.018 0.021 0.055 0.000 344.03 0.018 0.022 0.056 0.000 344.07 0.018 0.022 0.057 0.000 344.10 0.018 0.023 0.057 0.000 344.13 0.018 0.023 0.058 0.000 344.17 0.018 0.024 0.058 0.000 344.20 0.018 0.025 0.059 0.000 344.23 0.018 0.025 0.060 0.000 344.27 0.018 0.026 0.060 0.000 344.30 0.017 0.026 0.061 0.000 344.33 0.017 0.027 0.061 0.000 344.37 0.017 0.028 0.062 0.000 344.40 0.017 0.028 0.062 0.000 344.43 0.017 0.029 0.063 0.000 344.47 0.017 0.029 0.064 0.000 344.50 0.017 0.030 0.064 0.000 344.53 0.017 0.031 0.065 0.000 344.57 0.016 0.031 0.065 0.000 344.60 0.016 0.032 0.066 0.000 344.63 0.016 0.032 0.066 0.000 344.67 0.016 0.033 0.067 0.000 344.70 0.016 0.033 0.067 0.000 344.73 0.015 0.034 0.068 0.000 344.77 0.015 0.034 0.068 0.000 344.80 0.015 0.035 0.069 0.000 344.83 0.015 0.035 0.069 0.000 344.87 0.014 0.036 0.070 0.000 344.90 0.014 0.036 0.070 0.000 344.93 0.014 0.037 0.071 0.000 344.97 0.014 0.037 0.071 0.000 345.00 0.013 0.038 0.072 0.000 345.03 0.013 0.038 0.115 0.000 345.07 0.012 0.039 0.194 0.000 345.10 0.012 0.039 0.293 0.000 345.13 0.012 0.040 0.403 0.000 345.17 0.011 0.040 0.516 0.000 345.20 0.011 0.040 0.622 0.000 345.23 0.010 0.041 0.714 0.000 345.27 0.009 0.041 0.787 0.000 345.30 0.009 0.041 0.839 0.000 345.33 0.008 0.042 0.876 0.000 345.37 0.007 0.042 0.924 0.000 345.40 0.006 0.042 0.963 0.000 345.43 0.005 0.042 0.999 0.000 345.47 0.003 0.042 1.034 0.000 345.50 0.000 0.043 1.068 0.000 345.53 0.000 0.000 1.101 0.000 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.493 Total Impervious Area:0.127 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.222 Total Impervious Area:0.398 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.051879 5 year 0.073204 10 year 0.089986 25 year 0.114497 50 year 0.135349 100 year 0.158593 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.051673 5 year 0.071359 10 year 0.086897 25 year 0.109638 50 year 0.129019 100 year 0.150659 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.065 0.054 1950 0.096 0.052 1951 0.054 0.057 1952 0.035 0.044 1953 0.038 0.045 1954 0.045 0.044 1955 0.045 0.059 1956 0.047 0.049 1957 0.050 0.057 1958 0.040 0.050 1959 0.041 0.045 1960 0.048 0.056 1961 0.044 0.044 1962 0.037 0.041 1963 0.044 0.040 1964 0.041 0.047 1965 0.055 0.044 1966 0.035 0.044 1967 0.089 0.056 1968 0.067 0.048 1969 0.047 0.049 1970 0.045 0.047 1971 0.054 0.046 1972 0.087 0.060 1973 0.034 0.046 1974 0.049 0.041 1975 0.057 0.057 1976 0.039 0.044 1977 0.041 0.043 1978 0.050 0.055 1979 0.069 0.045 1980 0.062 0.052 1981 0.051 0.049 1982 0.071 0.063 1983 0.058 0.054 1984 0.037 0.044 1985 0.050 0.050 1986 0.044 0.063 1987 0.068 0.062 1988 0.041 0.043 1989 0.051 0.040 1990 0.186 0.190 1991 0.095 0.070 1992 0.036 0.048 1993 0.031 0.040 1994 0.035 0.039 1995 0.045 0.048 1996 0.085 0.061 1997 0.058 0.065 1998 0.047 0.045 1999 0.117 0.057 2000 0.049 0.053 2001 0.053 0.044 2002 0.061 0.062 2003 0.051 0.044 2004 0.090 0.191 2005 0.041 0.058 2006 0.047 0.047 2007 0.195 0.150 2008 0.097 0.198 2009 0.063 0.058 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1952 0.1979 2 0.1857 0.1911 3 0.1174 0.1897 4 0.0972 0.1505 5 0.0955 0.0696 6 0.0950 0.0652 7 0.0901 0.0630 8 0.0885 0.0627 9 0.0868 0.0620 10 0.0845 0.0616 11 0.0714 0.0612 12 0.0690 0.0599 13 0.0675 0.0590 14 0.0673 0.0584 15 0.0650 0.0584 16 0.0626 0.0573 17 0.0619 0.0573 18 0.0614 0.0572 19 0.0582 0.0565 20 0.0581 0.0564 21 0.0565 0.0557 22 0.0551 0.0546 23 0.0538 0.0543 24 0.0538 0.0540 25 0.0526 0.0528 26 0.0512 0.0521 27 0.0506 0.0518 28 0.0506 0.0498 29 0.0505 0.0497 30 0.0504 0.0494 31 0.0500 0.0491 32 0.0491 0.0491 33 0.0486 0.0482 34 0.0475 0.0480 35 0.0474 0.0479 36 0.0470 0.0474 37 0.0468 0.0470 38 0.0467 0.0466 39 0.0452 0.0460 40 0.0449 0.0459 41 0.0448 0.0451 42 0.0447 0.0449 43 0.0440 0.0449 44 0.0438 0.0448 45 0.0435 0.0443 46 0.0414 0.0442 47 0.0414 0.0441 48 0.0414 0.0440 49 0.0412 0.0438 50 0.0410 0.0436 51 0.0402 0.0436 52 0.0391 0.0435 53 0.0376 0.0435 54 0.0371 0.0432 55 0.0370 0.0431 56 0.0363 0.0414 57 0.0352 0.0408 58 0.0348 0.0400 59 0.0345 0.0398 60 0.0336 0.0396 61 0.0314 0.0385 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ 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. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Tank 1 POC N 57.02 N 0.00 Total Volume Infiltrated 57.02 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: WQ A Sunset Court Site Name: Sunset Court Site Address: City : Renton Report Date: 6/27/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ 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 A B, Lawn, Flat .11 Pervious Total 0.11 Impervious Land Use acre Impervious Total 0 Basin Total 0.11 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod .012 Pervious Total 0.012 Impervious Land Use acre PARKING FLAT 0.098 Impervious Total 0.098 Basin Total 0.11 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.11 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.012 Total Impervious Area:0.098 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003837 5 year 0.011067 10 year 0.017409 25 year 0.026276 50 year 0.033152 100 year 0.039901 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.04507 5 year 0.056934 10 year 0.064996 25 year 0.075454 50 year 0.083458 100 year 0.091658 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.007 0.059 1950 0.020 0.062 1951 0.009 0.037 1952 0.002 0.031 1953 0.001 0.035 1954 0.006 0.037 1955 0.003 0.042 1956 0.007 0.040 1957 0.002 0.046 1958 0.003 0.037 1959 0.003 0.039 1960 0.006 0.038 1961 0.005 0.039 1962 0.000 0.034 1963 0.005 0.039 1964 0.005 0.038 1965 0.009 0.048 1966 0.002 0.031 1967 0.017 0.054 1968 0.006 0.063 1969 0.003 0.043 1970 0.001 0.042 1971 0.003 0.050 1972 0.016 0.053 1973 0.001 0.032 1974 0.004 0.046 1975 0.004 0.052 1976 0.004 0.036 1977 0.000 0.038 1978 0.001 0.049 1979 0.000 0.064 1980 0.004 0.057 1981 0.002 0.046 1982 0.010 0.065 1983 0.002 0.053 1984 0.003 0.033 1985 0.000 0.046 1986 0.004 0.040 1987 0.004 0.062 1988 0.000 0.037 1989 0.001 0.051 1990 0.039 0.083 1991 0.020 0.066 1992 0.002 0.033 1993 0.001 0.032 1994 0.000 0.033 1995 0.005 0.041 1996 0.015 0.046 1997 0.007 0.043 1998 0.002 0.043 1999 0.024 0.089 2000 0.005 0.044 2001 0.000 0.049 2002 0.004 0.056 2003 0.007 0.046 2004 0.013 0.083 2005 0.004 0.038 2006 0.006 0.034 2007 0.040 0.078 2008 0.020 0.064 2009 0.008 0.058 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0401 0.0890 2 0.0394 0.0834 3 0.0242 0.0831 4 0.0200 0.0781 5 0.0198 0.0660 6 0.0195 0.0651 7 0.0168 0.0643 8 0.0161 0.0642 9 0.0147 0.0631 10 0.0125 0.0622 11 0.0103 0.0617 12 0.0090 0.0587 13 0.0087 0.0578 14 0.0080 0.0572 15 0.0075 0.0555 16 0.0075 0.0542 17 0.0074 0.0532 18 0.0067 0.0525 19 0.0061 0.0518 20 0.0057 0.0509 21 0.0056 0.0497 22 0.0055 0.0492 23 0.0053 0.0485 24 0.0050 0.0478 25 0.0050 0.0463 26 0.0049 0.0462 27 0.0048 0.0461 28 0.0045 0.0461 29 0.0043 0.0457 30 0.0043 0.0455 31 0.0042 0.0445 32 0.0040 0.0433 33 0.0039 0.0433 34 0.0037 0.0426 35 0.0036 0.0417 36 0.0034 0.0417 37 0.0032 0.0411 38 0.0031 0.0400 39 0.0028 0.0399 40 0.0027 0.0390 41 0.0025 0.0385 42 0.0023 0.0385 43 0.0023 0.0381 44 0.0023 0.0378 45 0.0022 0.0377 46 0.0021 0.0377 47 0.0019 0.0375 48 0.0016 0.0371 49 0.0015 0.0370 50 0.0010 0.0369 51 0.0009 0.0359 52 0.0008 0.0347 53 0.0007 0.0341 54 0.0007 0.0340 55 0.0003 0.0333 56 0.0002 0.0331 57 0.0002 0.0325 58 0.0001 0.0320 59 0.0001 0.0317 60 0.0001 0.0315 61 0.0001 0.0313 ___________________________________________________________________ _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0139 acre-feet On-line facility target flow: 0.0187 cfs. Adjusted for 15 min: 0.0187 cfs. Off-line facility target flow: 0.0106 cfs. Adjusted for 15 min: 0.0106 cfs. ___________________________________________________________________ ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: WQ B Sunset Court Site Name: Sunset Court Site Address: City : Renton Report Date: 11/29/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version : 2015/07/21 ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .204 Pervious Total 0.204 Impervious Land Use Acres Impervious Total 0 Basin Total 0.204 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .075 Pervious Total 0.075 Impervious Land Use Acres PARKING FLAT 0.129 Impervious Total 0.129 Basin Total 0.204 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.204 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.075 Total Impervious Area:0.129 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007116 5 year 0.020525 10 year 0.032286 25 year 0.048729 50 year 0.061482 100 year 0.073998 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.060956 5 year 0.078518 10 year 0.090882 25 year 0.107376 50 year 0.120318 100 year 0.133837 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.014 0.082 1950 0.037 0.082 1951 0.017 0.055 1952 0.004 0.041 1953 0.001 0.046 1954 0.010 0.052 1955 0.006 0.055 1956 0.014 0.053 1957 0.004 0.061 1958 0.005 0.049 1959 0.006 0.051 1960 0.010 0.052 1961 0.009 0.051 1962 0.000 0.045 1963 0.009 0.055 1964 0.010 0.050 1965 0.016 0.069 1966 0.004 0.042 1967 0.031 0.076 1968 0.010 0.083 1969 0.006 0.056 1970 0.002 0.056 1971 0.005 0.065 1972 0.030 0.079 1973 0.002 0.042 1974 0.007 0.062 1975 0.008 0.068 1976 0.007 0.050 1977 0.000 0.050 1978 0.003 0.064 1979 0.001 0.085 1980 0.008 0.078 1981 0.004 0.061 1982 0.019 0.090 1983 0.004 0.070 1984 0.005 0.044 1985 0.000 0.060 1986 0.007 0.053 1987 0.008 0.081 1988 0.000 0.049 1989 0.002 0.067 1990 0.073 0.133 1991 0.037 0.100 1992 0.003 0.044 1993 0.001 0.042 1994 0.000 0.043 1995 0.009 0.054 1996 0.027 0.069 1997 0.014 0.062 1998 0.004 0.057 1999 0.045 0.117 2000 0.009 0.062 2001 0.000 0.065 2002 0.008 0.073 2003 0.012 0.066 2004 0.023 0.110 2005 0.007 0.052 2006 0.011 0.049 2007 0.074 0.122 2008 0.036 0.097 2009 0.015 0.076 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0744 0.1329 2 0.0730 0.1221 3 0.0449 0.1172 4 0.0370 0.1099 5 0.0368 0.0999 6 0.0362 0.0970 7 0.0311 0.0899 8 0.0299 0.0847 9 0.0273 0.0830 10 0.0232 0.0821 11 0.0191 0.0819 12 0.0166 0.0813 13 0.0161 0.0789 14 0.0148 0.0784 15 0.0138 0.0761 16 0.0138 0.0757 17 0.0137 0.0731 18 0.0125 0.0701 19 0.0114 0.0689 20 0.0105 0.0685 21 0.0103 0.0682 22 0.0103 0.0670 23 0.0098 0.0658 24 0.0093 0.0654 25 0.0092 0.0647 26 0.0090 0.0639 27 0.0089 0.0623 28 0.0083 0.0621 29 0.0079 0.0617 30 0.0079 0.0608 31 0.0077 0.0608 32 0.0074 0.0602 33 0.0073 0.0570 34 0.0069 0.0561 35 0.0068 0.0555 36 0.0063 0.0550 37 0.0060 0.0549 38 0.0058 0.0548 39 0.0052 0.0541 40 0.0051 0.0532 41 0.0047 0.0525 42 0.0043 0.0521 43 0.0043 0.0520 44 0.0042 0.0519 45 0.0041 0.0510 46 0.0039 0.0507 47 0.0036 0.0503 48 0.0029 0.0501 49 0.0027 0.0499 50 0.0018 0.0493 51 0.0017 0.0490 52 0.0015 0.0488 53 0.0013 0.0457 54 0.0013 0.0447 55 0.0005 0.0443 56 0.0004 0.0436 57 0.0003 0.0428 58 0.0003 0.0421 59 0.0002 0.0420 60 0.0002 0.0417 61 0.0002 0.0414 ___________________________________________________________________ _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0184 acre-feet On-line facility target flow: 0.0249 cfs. Adjusted for 15 min: 0.0249 cfs. Off-line facility target flow: 0.0141 cfs. Adjusted for 15 min: 0.0141 cfs. ___________________________________________________________________ ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: WQ C Sunset Court Site Name: Sunset Court Site Address: City : Renton Report Date: 6/21/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ 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 A B, Lawn, Flat .179 Pervious Total 0.179 Impervious Land Use acre Impervious Total 0 Basin Total 0.179 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod .055 Pervious Total 0.055 Impervious Land Use acre PARKING FLAT 0.124 Impervious Total 0.124 Basin Total 0.179 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.179 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.055 Total Impervious Area:0.124 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.006244 5 year 0.01801 10 year 0.02833 25 year 0.042758 50 year 0.053947 100 year 0.06493 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.058017 5 year 0.07427 10 year 0.085657 25 year 0.100789 50 year 0.112622 100 year 0.124949 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.012 0.078 1950 0.032 0.079 1951 0.015 0.051 1952 0.004 0.040 1953 0.001 0.044 1954 0.009 0.049 1955 0.005 0.053 1956 0.012 0.051 1957 0.004 0.058 1958 0.004 0.047 1959 0.005 0.049 1960 0.009 0.049 1961 0.008 0.049 1962 0.000 0.043 1963 0.008 0.052 1964 0.009 0.048 1965 0.014 0.064 1966 0.004 0.040 1967 0.027 0.070 1968 0.009 0.080 1969 0.006 0.054 1970 0.001 0.053 1971 0.005 0.063 1972 0.026 0.073 1973 0.002 0.040 1974 0.007 0.059 1975 0.007 0.066 1976 0.006 0.047 1977 0.000 0.048 1978 0.002 0.061 1979 0.000 0.081 1980 0.007 0.074 1981 0.003 0.058 1982 0.017 0.084 1983 0.004 0.067 1984 0.004 0.042 1985 0.000 0.058 1986 0.006 0.050 1987 0.007 0.078 1988 0.000 0.047 1989 0.002 0.064 1990 0.064 0.121 1991 0.032 0.092 1992 0.003 0.042 1993 0.001 0.040 1994 0.000 0.041 1995 0.008 0.052 1996 0.024 0.064 1997 0.012 0.058 1998 0.003 0.055 1999 0.039 0.113 2000 0.008 0.059 2001 0.000 0.062 2002 0.007 0.070 2003 0.011 0.062 2004 0.020 0.106 2005 0.006 0.049 2006 0.010 0.046 2007 0.065 0.111 2008 0.032 0.090 2009 0.013 0.073 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0653 0.1210 2 0.0641 0.1126 3 0.0394 0.1105 4 0.0325 0.1056 5 0.0323 0.0922 6 0.0318 0.0896 7 0.0273 0.0844 8 0.0262 0.0814 9 0.0240 0.0798 10 0.0204 0.0787 11 0.0167 0.0781 12 0.0146 0.0775 13 0.0141 0.0744 14 0.0130 0.0731 15 0.0121 0.0730 16 0.0121 0.0703 17 0.0120 0.0699 18 0.0109 0.0673 19 0.0100 0.0656 20 0.0092 0.0644 21 0.0091 0.0643 22 0.0090 0.0639 23 0.0086 0.0629 24 0.0082 0.0622 25 0.0081 0.0618 26 0.0079 0.0614 27 0.0078 0.0590 28 0.0073 0.0587 29 0.0069 0.0584 30 0.0069 0.0583 31 0.0068 0.0582 32 0.0065 0.0579 33 0.0064 0.0548 34 0.0061 0.0540 35 0.0059 0.0532 36 0.0055 0.0528 37 0.0052 0.0520 38 0.0050 0.0518 39 0.0045 0.0510 40 0.0044 0.0509 41 0.0041 0.0505 42 0.0038 0.0494 43 0.0038 0.0493 44 0.0037 0.0490 45 0.0036 0.0489 46 0.0034 0.0487 47 0.0031 0.0482 48 0.0026 0.0477 49 0.0024 0.0474 50 0.0016 0.0472 51 0.0015 0.0471 52 0.0013 0.0458 53 0.0011 0.0439 54 0.0011 0.0430 55 0.0004 0.0425 56 0.0004 0.0419 57 0.0002 0.0412 58 0.0002 0.0405 59 0.0001 0.0402 60 0.0001 0.0401 61 0.0001 0.0398 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0184 acre-feet On-line facility target flow: 0.0249 cfs. Adjusted for 15 min: 0.0249 cfs. Off-line facility target flow: 0.0141 cfs. Adjusted for 15 min: 0.0141 cfs. ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: WQ D Sunset Court Site Name: Sunset Court Site Address: City : Renton Report Date: 6/21/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ 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 A B, Lawn, Flat .06 Pervious Total 0.06 Impervious Land Use acre Impervious Total 0 Basin Total 0.06 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod .022 Pervious Total 0.022 Impervious Land Use acre PARKING FLAT 0.038 Impervious Total 0.038 Basin Total 0.06 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.06 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.022 Total Impervious Area:0.038 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002093 5 year 0.006037 10 year 0.009496 25 year 0.014332 50 year 0.018083 100 year 0.021764 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.017953 5 year 0.023123 10 year 0.026762 25 year 0.031617 50 year 0.035426 100 year 0.039404 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.024 1950 0.011 0.024 1951 0.005 0.016 1952 0.001 0.012 1953 0.000 0.013 1954 0.003 0.015 1955 0.002 0.016 1956 0.004 0.016 1957 0.001 0.018 1958 0.001 0.014 1959 0.002 0.015 1960 0.003 0.015 1961 0.003 0.015 1962 0.000 0.013 1963 0.003 0.016 1964 0.003 0.015 1965 0.005 0.020 1966 0.001 0.012 1967 0.009 0.022 1968 0.003 0.024 1969 0.002 0.017 1970 0.000 0.016 1971 0.002 0.019 1972 0.009 0.023 1973 0.001 0.012 1974 0.002 0.018 1975 0.002 0.020 1976 0.002 0.015 1977 0.000 0.015 1978 0.001 0.019 1979 0.000 0.025 1980 0.002 0.023 1981 0.001 0.018 1982 0.006 0.026 1983 0.001 0.021 1984 0.001 0.013 1985 0.000 0.018 1986 0.002 0.015 1987 0.002 0.024 1988 0.000 0.015 1989 0.001 0.020 1990 0.021 0.039 1991 0.011 0.029 1992 0.001 0.013 1993 0.000 0.012 1994 0.000 0.013 1995 0.003 0.016 1996 0.008 0.020 1997 0.004 0.018 1998 0.001 0.017 1999 0.013 0.035 2000 0.003 0.018 2001 0.000 0.019 2002 0.002 0.022 2003 0.004 0.019 2004 0.007 0.032 2005 0.002 0.015 2006 0.003 0.014 2007 0.022 0.036 2008 0.011 0.029 2009 0.004 0.022 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0219 0.0391 2 0.0215 0.0359 3 0.0132 0.0345 4 0.0109 0.0324 5 0.0108 0.0294 6 0.0106 0.0286 7 0.0091 0.0265 8 0.0088 0.0249 9 0.0080 0.0245 10 0.0068 0.0242 11 0.0056 0.0241 12 0.0049 0.0239 13 0.0047 0.0232 14 0.0044 0.0231 15 0.0041 0.0224 16 0.0041 0.0223 17 0.0040 0.0215 18 0.0037 0.0206 19 0.0033 0.0203 20 0.0031 0.0202 21 0.0030 0.0201 22 0.0030 0.0197 23 0.0029 0.0194 24 0.0027 0.0193 25 0.0027 0.0191 26 0.0027 0.0188 27 0.0026 0.0183 28 0.0024 0.0183 29 0.0023 0.0182 30 0.0023 0.0179 31 0.0023 0.0179 32 0.0022 0.0177 33 0.0021 0.0168 34 0.0020 0.0165 35 0.0020 0.0163 36 0.0019 0.0162 37 0.0018 0.0162 38 0.0017 0.0161 39 0.0015 0.0159 40 0.0015 0.0157 41 0.0014 0.0155 42 0.0013 0.0153 43 0.0013 0.0153 44 0.0012 0.0153 45 0.0012 0.0150 46 0.0011 0.0149 47 0.0010 0.0148 48 0.0009 0.0148 49 0.0008 0.0147 50 0.0005 0.0145 51 0.0005 0.0144 52 0.0004 0.0144 53 0.0004 0.0135 54 0.0004 0.0132 55 0.0002 0.0131 56 0.0001 0.0128 57 0.0001 0.0126 58 0.0001 0.0124 59 0.0000 0.0124 60 0.0000 0.0123 61 0.0000 0.0122 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0054 acre-feet On-line facility target flow: 0.0073 cfs. Adjusted for 15 min: 0.0073 cfs. Off-line facility target flow: 0.0041 cfs. Adjusted for 15 min: 0.0041 cfs. ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ 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. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Sunset Court W-East SubBasin Conveyance Site Name: Sunset Court Site Address: City : Renton Report Date: 11/29/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version : 2015/07/21 ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .1917 Pervious Total 0.1917 Impervious Land Use Acres Impervious Total 0 Basin Total 0.1917 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROOF TOPS FLAT 0.1917 Impervious Total 0.1917 Basin Total 0.1917 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1917 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.1917 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.006687 5 year 0.019287 10 year 0.03034 25 year 0.045791 50 year 0.057775 100 year 0.069537 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.087465 5 year 0.110271 10 year 0.125744 25 year 0.145791 50 year 0.16112 100 year 0.176809 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.013 0.113 1950 0.035 0.122 1951 0.016 0.070 1952 0.004 0.062 1953 0.001 0.068 1954 0.010 0.071 1955 0.005 0.082 1956 0.013 0.078 1957 0.004 0.089 1958 0.004 0.073 1959 0.006 0.075 1960 0.010 0.073 1961 0.009 0.075 1962 0.000 0.066 1963 0.009 0.075 1964 0.009 0.074 1965 0.015 0.091 1966 0.004 0.061 1967 0.029 0.106 1968 0.010 0.123 1969 0.006 0.083 1970 0.001 0.081 1971 0.005 0.097 1972 0.028 0.099 1973 0.002 0.062 1974 0.007 0.090 1975 0.007 0.101 1976 0.007 0.069 1977 0.000 0.074 1978 0.003 0.095 1979 0.000 0.126 1980 0.007 0.111 1981 0.003 0.090 1982 0.018 0.127 1983 0.004 0.104 1984 0.005 0.065 1985 0.000 0.089 1986 0.006 0.078 1987 0.007 0.121 1988 0.000 0.073 1989 0.002 0.100 1990 0.069 0.153 1991 0.035 0.124 1992 0.003 0.065 1993 0.001 0.063 1994 0.000 0.064 1995 0.008 0.080 1996 0.026 0.087 1997 0.013 0.083 1998 0.004 0.085 1999 0.042 0.174 2000 0.008 0.086 2001 0.000 0.096 2002 0.008 0.109 2003 0.012 0.089 2004 0.022 0.163 2005 0.006 0.073 2006 0.011 0.065 2007 0.070 0.153 2008 0.034 0.121 2009 0.014 0.113 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0699 0.1740 2 0.0686 0.1631 3 0.0422 0.1532 4 0.0348 0.1527 5 0.0345 0.1274 6 0.0340 0.1258 7 0.0292 0.1239 8 0.0281 0.1233 9 0.0257 0.1217 10 0.0218 0.1208 11 0.0179 0.1207 12 0.0156 0.1130 13 0.0151 0.1130 14 0.0139 0.1106 15 0.0130 0.1086 16 0.0130 0.1060 17 0.0129 0.1041 18 0.0117 0.1014 19 0.0107 0.0995 20 0.0099 0.0988 21 0.0097 0.0972 22 0.0096 0.0962 23 0.0092 0.0950 24 0.0088 0.0914 25 0.0087 0.0902 26 0.0085 0.0899 27 0.0083 0.0895 28 0.0078 0.0887 29 0.0074 0.0885 30 0.0074 0.0873 31 0.0073 0.0856 32 0.0070 0.0847 33 0.0069 0.0834 34 0.0065 0.0826 35 0.0064 0.0816 36 0.0059 0.0813 37 0.0056 0.0804 38 0.0054 0.0781 39 0.0048 0.0781 40 0.0048 0.0753 41 0.0044 0.0752 42 0.0041 0.0748 43 0.0040 0.0745 44 0.0039 0.0737 45 0.0038 0.0733 46 0.0036 0.0729 47 0.0033 0.0728 48 0.0028 0.0726 49 0.0026 0.0709 50 0.0017 0.0700 51 0.0016 0.0691 52 0.0014 0.0679 53 0.0012 0.0665 54 0.0012 0.0650 55 0.0005 0.0650 56 0.0004 0.0647 57 0.0003 0.0637 58 0.0003 0.0625 59 0.0002 0.0620 60 0.0002 0.0615 61 0.0002 0.0609 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0054 acre-feet On-line facility target flow: 0.0073 cfs. Adjusted for 15 min: 0.0073 cfs. Off-line facility target flow: 0.0041 cfs. Adjusted for 15 min: 0.0041 cfs. ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Sunset Court W-West SubBasin Conveyance Site Name: Renton Housing Authority Site Address: Sunset Court City : Renton Report Date: 11/29/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/07/21 ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin West Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .5363 Pervious Total 0.5363 Impervious Land Use Acres ROOF TOPS FLAT 0.1 SIDEWALKS FLAT 0.17 Impervious Total 0.27 Basin Total 0.8063 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin West Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .296439 Pervious Total 0.296439 Impervious Land Use Acres ROOF TOPS FLAT 0.327 SIDEWALKS FLAT 0.064954 Impervious Total 0.391954 Basin Total 0.688393 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 ___________________________________________________________________ Name : Basin Roof 3 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .0125 Pervious Total 0.0125 Impervious Land Use Acres ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.0025 Impervious Total 0.0265 Basin Total 0.039 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 3 Surface retention 3 ___________________________________________________________________ Name : Basin Roof 2 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .015 Pervious Total 0.015 Impervious Land Use Acres ROOF TOPS FLAT 0.024 SIDEWALKS FLAT 0.005 Impervious Total 0.029 Basin Total 0.044 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 2 Surface retention 2 ___________________________________________________________________ Name : Bioretention 3 Bottom Length: 17.50 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft): 4.405 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility (ac-ft): 4.405 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.343 Total Evap From Facility: 0.107 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 3 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 348.50 0.0073 0.0000 0.0000 0.0000 348.53 0.0072 0.0000 0.0000 0.0000 348.55 0.0071 0.0000 0.0001 0.0001 348.58 0.0069 0.0000 0.0003 0.0003 348.61 0.0068 0.0001 0.0007 0.0007 348.64 0.0066 0.0001 0.0012 0.0012 348.66 0.0065 0.0001 0.0019 0.0019 348.69 0.0064 0.0001 0.0028 0.0028 348.72 0.0062 0.0002 0.0038 0.0038 348.75 0.0061 0.0002 0.0039 0.0039 348.77 0.0060 0.0002 0.0041 0.0041 348.80 0.0058 0.0002 0.0043 0.0043 348.83 0.0057 0.0003 0.0045 0.0045 348.86 0.0056 0.0003 0.0047 0.0047 348.88 0.0054 0.0003 0.0049 0.0049 348.91 0.0053 0.0003 0.0051 0.0051 348.94 0.0052 0.0004 0.0053 0.0053 348.97 0.0051 0.0004 0.0055 0.0055 348.99 0.0049 0.0004 0.0057 0.0057 349.02 0.0048 0.0005 0.0059 0.0059 349.05 0.0047 0.0005 0.0061 0.0061 349.08 0.0046 0.0006 0.0063 0.0063 349.10 0.0044 0.0006 0.0065 0.0065 349.13 0.0043 0.0006 0.0067 0.0067 349.16 0.0042 0.0007 0.0069 0.0069 349.19 0.0041 0.0007 0.0071 0.0071 349.21 0.0040 0.0008 0.0073 0.0073 349.24 0.0039 0.0008 0.0076 0.0076 349.27 0.0038 0.0009 0.0078 0.0078 349.30 0.0036 0.0009 0.0080 0.0080 349.32 0.0035 0.0010 0.0083 0.0083 349.35 0.0034 0.0010 0.0085 0.0085 349.38 0.0033 0.0011 0.0087 0.0087 349.41 0.0032 0.0011 0.0090 0.0090 349.43 0.0031 0.0012 0.0092 0.0092 349.46 0.0030 0.0012 0.0094 0.0094 349.49 0.0029 0.0013 0.0097 0.0097 349.52 0.0028 0.0014 0.0099 0.0099 349.54 0.0027 0.0014 0.0102 0.0102 349.57 0.0026 0.0015 0.0104 0.0104 349.60 0.0025 0.0016 0.0107 0.0107 349.63 0.0024 0.0016 0.0110 0.0110 349.65 0.0023 0.0017 0.0112 0.0112 349.68 0.0022 0.0018 0.0115 0.0115 349.71 0.0021 0.0018 0.0117 0.0117 349.74 0.0020 0.0019 0.0120 0.0120 349.76 0.0020 0.0020 0.0123 0.0123 349.79 0.0019 0.0021 0.0126 0.0126 349.82 0.0018 0.0021 0.0128 0.0128 349.85 0.0017 0.0022 0.0131 0.0131 349.87 0.0016 0.0023 0.0134 0.0134 349.90 0.0015 0.0024 0.0137 0.0137 349.93 0.0014 0.0025 0.0140 0.0140 349.96 0.0014 0.0026 0.0143 0.0143 349.98 0.0013 0.0026 0.0145 0.0145 350.00 0.0012 0.0027 0.0147 0.0147 Surface retention 3 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0073 0.0027 0.0000 0.0149 0.0003 1.5275 0.0074 0.0029 0.0000 0.0149 0.0006 1.5549 0.0076 0.0031 0.0000 0.0151 0.0009 1.5824 0.0077 0.0033 0.0000 0.0154 0.0012 1.6099 0.0079 0.0035 0.0000 0.0157 0.0015 1.6374 0.0080 0.0038 0.0000 0.0159 0.0018 1.6648 0.0082 0.0040 0.0000 0.0162 0.0021 1.6923 0.0084 0.0042 0.0000 0.0165 0.0024 1.7198 0.0085 0.0044 0.0000 0.0167 0.0027 1.7473 0.0087 0.0047 0.0000 0.0170 0.0031 1.7747 0.0088 0.0049 0.0000 0.0173 0.0034 1.8022 0.0090 0.0052 0.0000 0.0175 0.0037 1.8297 0.0091 0.0054 0.0000 0.0178 0.0040 1.8571 0.0093 0.0057 0.0000 0.0181 0.0044 1.8846 0.0095 0.0059 0.0000 0.0183 0.0047 1.9121 0.0096 0.0062 0.0000 0.0186 0.0050 1.9396 0.0098 0.0064 0.0000 0.0189 0.0054 1.9670 0.0100 0.0067 0.0000 0.0191 0.0057 1.9945 0.0101 0.0070 0.0000 0.0194 0.0060 2.0220 0.0103 0.0073 0.0000 0.0197 0.0064 2.0495 0.0105 0.0076 0.0000 0.0199 0.0067 2.0769 0.0106 0.0079 0.0000 0.0202 0.0071 2.1044 0.0108 0.0081 0.0000 0.0205 0.0074 2.1319 0.0110 0.0084 0.0000 0.0207 0.0078 2.1593 0.0112 0.0087 0.0000 0.0210 0.0081 2.1868 0.0113 0.0091 0.0000 0.0213 0.0085 2.2143 0.0115 0.0094 0.0000 0.0215 0.0088 2.2418 0.0117 0.0097 0.0000 0.0218 0.0092 2.2692 0.0119 0.0100 0.0000 0.0221 0.0096 2.2967 0.0120 0.0103 0.0000 0.0223 0.0099 2.3242 0.0122 0.0107 0.0000 0.0226 0.0103 2.3516 0.0124 0.0110 0.0000 0.0229 0.0107 2.3791 0.0126 0.0114 0.0000 0.0231 0.0111 2.4066 0.0128 0.0117 0.0000 0.0234 0.0114 2.4341 0.0130 0.0121 0.0000 0.0237 0.0118 2.4615 0.0132 0.0124 0.0000 0.0239 0.0122 2.4890 0.0134 0.0128 0.0000 0.0242 0.0124 2.5000 0.0134 0.0129 0.0000 0.0243 0.0000 ___________________________________________________________________ Name : Surface retention 3 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 3 ___________________________________________________________________ Name : Bioretention 2 Bottom Length: 16.80 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft): 4.759 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility (ac-ft): 4.759 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.354 Total Evap From Facility: 0.16 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 2 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 349.00 0.0071 0.0000 0.0000 0.0000 349.03 0.0070 0.0000 0.0000 0.0000 349.05 0.0069 0.0000 0.0000 0.0000 349.08 0.0067 0.0000 0.0000 0.0000 349.11 0.0066 0.0001 0.0000 0.0000 349.14 0.0065 0.0001 0.0001 0.0001 349.16 0.0063 0.0001 0.0001 0.0001 349.19 0.0062 0.0001 0.0001 0.0001 349.22 0.0061 0.0001 0.0002 0.0002 349.25 0.0059 0.0002 0.0003 0.0003 349.27 0.0058 0.0002 0.0004 0.0004 349.30 0.0057 0.0002 0.0005 0.0005 349.33 0.0055 0.0002 0.0006 0.0006 349.36 0.0054 0.0003 0.0008 0.0008 349.38 0.0053 0.0003 0.0010 0.0010 349.41 0.0052 0.0003 0.0012 0.0012 349.44 0.0050 0.0004 0.0014 0.0014 349.47 0.0049 0.0004 0.0017 0.0017 349.49 0.0048 0.0004 0.0021 0.0021 349.52 0.0047 0.0005 0.0025 0.0025 349.55 0.0045 0.0005 0.0029 0.0029 349.58 0.0044 0.0005 0.0034 0.0034 349.60 0.0043 0.0006 0.0039 0.0039 349.63 0.0042 0.0006 0.0045 0.0045 349.66 0.0041 0.0007 0.0052 0.0052 349.69 0.0040 0.0007 0.0059 0.0059 349.71 0.0039 0.0007 0.0067 0.0067 349.74 0.0037 0.0008 0.0073 0.0073 349.77 0.0036 0.0008 0.0076 0.0076 349.80 0.0035 0.0009 0.0078 0.0078 349.82 0.0034 0.0009 0.0080 0.0080 349.85 0.0033 0.0010 0.0082 0.0082 349.88 0.0032 0.0010 0.0085 0.0085 349.91 0.0031 0.0011 0.0087 0.0087 349.93 0.0030 0.0011 0.0089 0.0089 349.96 0.0029 0.0012 0.0092 0.0092 349.99 0.0028 0.0013 0.0094 0.0094 350.02 0.0027 0.0013 0.0096 0.0096 350.04 0.0026 0.0014 0.0099 0.0099 350.07 0.0025 0.0014 0.0101 0.0101 350.10 0.0024 0.0015 0.0104 0.0104 350.13 0.0023 0.0016 0.0106 0.0106 350.15 0.0022 0.0016 0.0109 0.0109 350.18 0.0021 0.0017 0.0112 0.0112 350.21 0.0021 0.0018 0.0114 0.0114 350.24 0.0020 0.0018 0.0117 0.0117 350.26 0.0019 0.0019 0.0119 0.0119 350.29 0.0018 0.0020 0.0122 0.0122 350.32 0.0017 0.0021 0.0125 0.0125 350.35 0.0016 0.0021 0.0128 0.0128 350.37 0.0015 0.0022 0.0130 0.0130 350.40 0.0015 0.0023 0.0133 0.0133 350.43 0.0014 0.0024 0.0136 0.0136 350.46 0.0013 0.0025 0.0139 0.0139 350.48 0.0012 0.0026 0.0142 0.0142 350.50 0.0012 0.0026 0.0143 0.0143 Surface retention 2 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0071 0.0026 0.0000 0.0143 0.0003 1.5275 0.0073 0.0028 0.0000 0.0143 0.0006 1.5549 0.0074 0.0030 0.0000 0.0145 0.0009 1.5824 0.0075 0.0032 0.0000 0.0148 0.0012 1.6099 0.0077 0.0034 0.0000 0.0150 0.0015 1.6374 0.0078 0.0036 0.0000 0.0153 0.0018 1.6648 0.0080 0.0039 0.0000 0.0155 0.0021 1.6923 0.0081 0.0041 0.0000 0.0158 0.0024 1.7198 0.0083 0.0043 0.0000 0.0161 0.0027 1.7473 0.0084 0.0045 0.0000 0.0163 0.0030 1.7747 0.0086 0.0048 0.0000 0.0166 0.0033 1.8022 0.0088 0.0050 0.0000 0.0168 0.0036 1.8297 0.0089 0.0053 0.0000 0.0171 0.0040 1.8571 0.0091 0.0055 0.0000 0.0173 0.0043 1.8846 0.0092 0.0058 0.0000 0.0176 0.0046 1.9121 0.0094 0.0060 0.0000 0.0178 0.0049 1.9396 0.0096 0.0063 0.0000 0.0181 0.0053 1.9670 0.0097 0.0065 0.0000 0.0184 0.0056 1.9945 0.0099 0.0068 0.0000 0.0186 0.0059 2.0220 0.0101 0.0071 0.0000 0.0189 0.0063 2.0495 0.0102 0.0074 0.0000 0.0191 0.0066 2.0769 0.0104 0.0076 0.0000 0.0194 0.0070 2.1044 0.0106 0.0079 0.0000 0.0196 0.0073 2.1319 0.0107 0.0082 0.0000 0.0199 0.0076 2.1593 0.0109 0.0085 0.0000 0.0202 0.0080 2.1868 0.0111 0.0088 0.0000 0.0204 0.0084 2.2143 0.0112 0.0091 0.0000 0.0207 0.0087 2.2418 0.0114 0.0094 0.0000 0.0209 0.0091 2.2692 0.0116 0.0098 0.0000 0.0212 0.0094 2.2967 0.0118 0.0101 0.0000 0.0214 0.0098 2.3242 0.0120 0.0104 0.0000 0.0217 0.0102 2.3516 0.0121 0.0107 0.0000 0.0219 0.0105 2.3791 0.0123 0.0111 0.0000 0.0222 0.0109 2.4066 0.0125 0.0114 0.0000 0.0225 0.0113 2.4341 0.0127 0.0118 0.0000 0.0227 0.0116 2.4615 0.0129 0.0121 0.0000 0.0230 0.0120 2.4890 0.0131 0.0125 0.0000 0.0232 0.0122 2.5000 0.0131 0.0126 0.0000 0.0233 0.0000 ___________________________________________________________________ Name : Surface retention 2 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 2 ___________________________________________________________________ Name : Vault 1 Width : 20.5 ft. Length : 39.2 ft. Depth: 1.86 ft. Discharge Structure Riser Height: 1.26 ft. Riser Diameter: 8 in. Orifice 1 Diameter: 2.125 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Vault Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.018 0.000 0.000 0.000 0.0207 0.018 0.000 0.017 0.000 0.0413 0.018 0.000 0.024 0.000 0.0620 0.018 0.001 0.030 0.000 0.0827 0.018 0.001 0.035 0.000 0.1033 0.018 0.001 0.039 0.000 0.1240 0.018 0.002 0.043 0.000 0.1447 0.018 0.002 0.046 0.000 0.1653 0.018 0.003 0.049 0.000 0.1860 0.018 0.003 0.052 0.000 0.2067 0.018 0.003 0.055 0.000 0.2273 0.018 0.004 0.058 0.000 0.2480 0.018 0.004 0.061 0.000 0.2687 0.018 0.005 0.063 0.000 0.2893 0.018 0.005 0.065 0.000 0.3100 0.018 0.005 0.068 0.000 0.3307 0.018 0.006 0.070 0.000 0.3513 0.018 0.006 0.072 0.000 0.3720 0.018 0.006 0.074 0.000 0.3927 0.018 0.007 0.076 0.000 0.4133 0.018 0.007 0.078 0.000 0.4340 0.018 0.008 0.080 0.000 0.4547 0.018 0.008 0.082 0.000 0.4753 0.018 0.008 0.084 0.000 0.4960 0.018 0.009 0.086 0.000 0.5167 0.018 0.009 0.088 0.000 0.5373 0.018 0.009 0.089 0.000 0.5580 0.018 0.010 0.091 0.000 0.5787 0.018 0.010 0.093 0.000 0.5993 0.018 0.011 0.094 0.000 0.6200 0.018 0.011 0.096 0.000 0.6407 0.018 0.011 0.098 0.000 0.6613 0.018 0.012 0.099 0.000 0.6820 0.018 0.012 0.101 0.000 0.7027 0.018 0.013 0.102 0.000 0.7233 0.018 0.013 0.104 0.000 0.7440 0.018 0.013 0.105 0.000 0.7647 0.018 0.014 0.107 0.000 0.7853 0.018 0.014 0.108 0.000 0.8060 0.018 0.014 0.110 0.000 0.8267 0.018 0.015 0.111 0.000 0.8473 0.018 0.015 0.112 0.000 0.8680 0.018 0.016 0.114 0.000 0.8887 0.018 0.016 0.115 0.000 0.9093 0.018 0.016 0.116 0.000 0.9300 0.018 0.017 0.118 0.000 0.9507 0.018 0.017 0.119 0.000 0.9713 0.018 0.017 0.120 0.000 0.9920 0.018 0.018 0.122 0.000 1.0127 0.018 0.018 0.123 0.000 1.0333 0.018 0.019 0.124 0.000 1.0540 0.018 0.019 0.125 0.000 1.0747 0.018 0.019 0.127 0.000 1.0953 0.018 0.020 0.128 0.000 1.1160 0.018 0.020 0.129 0.000 1.1367 0.018 0.021 0.130 0.000 1.1573 0.018 0.021 0.131 0.000 1.1780 0.018 0.021 0.133 0.000 1.1987 0.018 0.022 0.134 0.000 1.2193 0.018 0.022 0.135 0.000 1.2400 0.018 0.022 0.136 0.000 1.2607 0.018 0.023 0.137 0.000 1.2813 0.018 0.023 0.160 0.000 1.3020 0.018 0.024 0.200 0.000 1.3227 0.018 0.024 0.251 0.000 1.3433 0.018 0.024 0.310 0.000 1.3640 0.018 0.025 0.375 0.000 1.3847 0.018 0.025 0.444 0.000 1.4053 0.018 0.025 0.515 0.000 1.4260 0.018 0.026 0.586 0.000 1.4467 0.018 0.026 0.654 0.000 1.4673 0.018 0.027 0.717 0.000 1.4880 0.018 0.027 0.775 0.000 1.5087 0.018 0.027 0.825 0.000 1.5293 0.018 0.028 0.867 0.000 1.5500 0.018 0.028 0.901 0.000 1.5707 0.018 0.029 0.929 0.000 1.5913 0.018 0.029 0.952 0.000 1.6120 0.018 0.029 0.986 0.000 1.6327 0.018 0.030 1.011 0.000 1.6533 0.018 0.030 1.035 0.000 1.6740 0.018 0.030 1.059 0.000 1.6947 0.018 0.031 1.082 0.000 1.7153 0.018 0.031 1.105 0.000 1.7360 0.018 0.032 1.127 0.000 1.7567 0.018 0.032 1.148 0.000 1.7773 0.018 0.032 1.170 0.000 1.7980 0.018 0.033 1.191 0.000 1.8187 0.018 0.033 1.211 0.000 1.8393 0.018 0.033 1.231 0.000 1.8600 0.018 0.034 1.251 0.000 1.8807 0.018 0.034 1.270 0.000 1.9013 0.000 0.000 1.290 0.000 ___________________________________________________________________ Name : Basin Roof 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROOF TOPS FLAT 0.014 Impervious Total 0.014 Basin Total 0.014 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 1 Surface retention 1 ___________________________________________________________________ Name : Bioretention 1 Bottom Length: 11.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft): 2.358 Total Volume Through Riser (ac-ft): 0 Total Volume Through Facility (ac-ft): 2.358 Percent Infiltrated: 100 Total Precip Applied to Facility: 0.311 Total Evap From Facility: 0.131 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Vault 1 ___________________________________________________________________ Bioretention 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.0051 0.0000 0.0000 0.0000 0.0275 0.0050 0.0000 0.0000 0.0000 0.0549 0.0049 0.0000 0.0000 0.0000 0.0824 0.0047 0.0000 0.0000 0.0000 0.1099 0.0046 0.0000 0.0000 0.0000 0.1374 0.0045 0.0000 0.0000 0.0000 0.1648 0.0044 0.0000 0.0000 0.0000 0.1923 0.0043 0.0001 0.0000 0.0000 0.2198 0.0042 0.0001 0.0001 0.0001 0.2473 0.0041 0.0001 0.0001 0.0001 0.2747 0.0040 0.0001 0.0001 0.0001 0.3022 0.0039 0.0001 0.0001 0.0001 0.3297 0.0038 0.0001 0.0001 0.0001 0.3571 0.0037 0.0001 0.0002 0.0002 0.3846 0.0036 0.0002 0.0002 0.0002 0.4121 0.0035 0.0002 0.0002 0.0002 0.4396 0.0034 0.0002 0.0003 0.0003 0.4670 0.0033 0.0002 0.0003 0.0003 0.4945 0.0032 0.0002 0.0004 0.0004 0.5220 0.0031 0.0003 0.0004 0.0004 0.5495 0.0030 0.0003 0.0005 0.0005 0.5769 0.0029 0.0003 0.0006 0.0006 0.6044 0.0028 0.0003 0.0006 0.0006 0.6319 0.0027 0.0003 0.0007 0.0007 0.6593 0.0026 0.0004 0.0008 0.0008 0.6868 0.0025 0.0004 0.0009 0.0009 0.7143 0.0025 0.0004 0.0010 0.0010 0.7418 0.0024 0.0004 0.0010 0.0010 0.7692 0.0023 0.0005 0.0010 0.0010 0.7967 0.0022 0.0005 0.0010 0.0010 0.8242 0.0021 0.0005 0.0010 0.0010 0.8516 0.0020 0.0006 0.0010 0.0010 0.8791 0.0020 0.0006 0.0010 0.0010 0.9066 0.0019 0.0006 0.0010 0.0010 0.9341 0.0018 0.0007 0.0010 0.0010 0.9615 0.0017 0.0007 0.0010 0.0010 0.9890 0.0017 0.0008 0.0010 0.0010 1.0165 0.0016 0.0008 0.0010 0.0010 1.0440 0.0015 0.0008 0.0010 0.0010 1.0714 0.0015 0.0009 0.0010 0.0010 1.0989 0.0014 0.0009 0.0010 0.0010 1.1264 0.0013 0.0010 0.0010 0.0010 1.1538 0.0012 0.0010 0.0010 0.0010 1.1813 0.0012 0.0011 0.0010 0.0010 1.2088 0.0011 0.0011 0.0010 0.0010 1.2363 0.0011 0.0011 0.0010 0.0010 1.2637 0.0010 0.0012 0.0010 0.0010 1.2912 0.0009 0.0013 0.0010 0.0010 1.3187 0.0009 0.0013 0.0010 0.0010 1.3462 0.0008 0.0014 0.0010 0.0010 1.3736 0.0008 0.0014 0.0010 0.0010 1.4011 0.0007 0.0015 0.0010 0.0010 1.4286 0.0007 0.0015 0.0010 0.0010 1.4560 0.0006 0.0016 0.0010 0.0010 1.4835 0.0006 0.0017 0.0010 0.0010 1.5000 0.0005 0.0017 0.0010 0.0010 Surface retention 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.0051 0.0017 0.0000 0.0062 0.0000 1.5275 0.0052 0.0018 0.0000 0.0062 0.0000 1.5549 0.0053 0.0020 0.0000 0.0063 0.0000 1.5824 0.0054 0.0021 0.0000 0.0064 0.0000 1.6099 0.0055 0.0023 0.0000 0.0066 0.0000 1.6374 0.0057 0.0024 0.0000 0.0067 0.0000 1.6648 0.0058 0.0026 0.0000 0.0068 0.0000 1.6923 0.0059 0.0027 0.0000 0.0069 0.0000 1.7198 0.0060 0.0029 0.0000 0.0070 0.0000 1.7473 0.0062 0.0031 0.0000 0.0071 0.0000 1.7747 0.0063 0.0032 0.0000 0.0072 0.0000 1.8022 0.0064 0.0034 0.0000 0.0073 0.0000 1.8297 0.0065 0.0036 0.0000 0.0075 0.0000 1.8571 0.0067 0.0038 0.0000 0.0076 0.0000 1.8846 0.0068 0.0040 0.0000 0.0077 0.0000 1.9121 0.0070 0.0042 0.0000 0.0078 0.0000 1.9396 0.0071 0.0043 0.0000 0.0079 0.0000 1.9670 0.0072 0.0045 0.0000 0.0080 0.0000 1.9945 0.0074 0.0047 0.0000 0.0081 0.0000 2.0220 0.0075 0.0050 0.0000 0.0082 0.0000 2.0495 0.0076 0.0052 0.0000 0.0083 0.0000 2.0769 0.0078 0.0054 0.0000 0.0085 0.0000 2.1044 0.0079 0.0056 0.0000 0.0086 0.0000 2.1319 0.0081 0.0058 0.0000 0.0087 0.0000 2.1593 0.0082 0.0060 0.0000 0.0088 0.0000 2.1868 0.0084 0.0063 0.0000 0.0089 0.0000 2.2143 0.0085 0.0065 0.0000 0.0090 0.0000 2.2418 0.0087 0.0067 0.0000 0.0091 0.0000 2.2692 0.0088 0.0070 0.0000 0.0092 0.0000 2.2967 0.0090 0.0072 0.0000 0.0094 0.0000 2.3242 0.0091 0.0075 0.0000 0.0095 0.0000 2.3516 0.0093 0.0077 0.0000 0.0096 0.0000 2.3791 0.0094 0.0080 0.0000 0.0097 0.0000 2.4066 0.0096 0.0082 0.0000 0.0098 0.0000 2.4341 0.0098 0.0085 0.0000 0.0099 0.0000 2.4615 0.0099 0.0088 0.0000 0.0100 0.0000 2.4890 0.0101 0.0090 0.0000 0.0101 0.0000 2.5000 0.0101 0.0092 0.0000 0.0102 0.0000 ___________________________________________________________________ Name : Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Vault 1 Bioretention 1 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.5363 Total Impervious Area:0.27 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.323939 Total Impervious Area:0.461454 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.105836 5 year 0.141073 10 year 0.167592 25 year 0.204912 50 year 0.235618 100 year 0.268938 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.078271 5 year 0.095445 10 year 0.107496 25 year 0.123498 50 year 0.135994 100 year 0.148994 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.136 0.087 1950 0.158 0.092 1951 0.099 0.083 1952 0.074 0.073 1953 0.080 0.072 1954 0.090 0.069 1955 0.095 0.080 1956 0.094 0.077 1957 0.106 0.087 1958 0.086 0.067 1959 0.087 0.064 1960 0.088 0.082 1961 0.091 0.073 1962 0.079 0.063 1963 0.091 0.067 1964 0.086 0.080 1965 0.113 0.073 1966 0.073 0.068 1967 0.151 0.083 1968 0.143 0.086 1969 0.099 0.072 1970 0.096 0.071 1971 0.114 0.075 1972 0.152 0.095 1973 0.072 0.066 1974 0.104 0.066 1975 0.120 0.080 1976 0.082 0.066 1977 0.088 0.070 1978 0.107 0.093 1979 0.147 0.079 1980 0.132 0.084 1981 0.108 0.083 1982 0.152 0.108 1983 0.123 0.094 1984 0.078 0.061 1985 0.107 0.080 1986 0.093 0.088 1987 0.144 0.090 1988 0.088 0.069 1989 0.109 0.066 1990 0.292 0.146 1991 0.175 0.115 1992 0.077 0.072 1993 0.067 0.054 1994 0.073 0.060 1995 0.095 0.071 1996 0.136 0.089 1997 0.111 0.082 1998 0.100 0.070 1999 0.205 0.111 2000 0.103 0.087 2001 0.112 0.069 2002 0.130 0.090 2003 0.105 0.064 2004 0.191 0.178 2005 0.088 0.084 2006 0.089 0.065 2007 0.291 0.121 2008 0.173 0.128 2009 0.133 0.092 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2916 0.1780 2 0.2914 0.1457 3 0.2045 0.1284 4 0.1914 0.1214 5 0.1749 0.1149 6 0.1728 0.1108 7 0.1580 0.1075 8 0.1521 0.0951 9 0.1517 0.0936 10 0.1507 0.0930 11 0.1466 0.0921 12 0.1435 0.0920 13 0.1431 0.0898 14 0.1361 0.0897 15 0.1358 0.0886 16 0.1331 0.0883 17 0.1316 0.0873 18 0.1304 0.0870 19 0.1235 0.0865 20 0.1202 0.0857 21 0.1144 0.0842 22 0.1133 0.0836 23 0.1118 0.0833 24 0.1114 0.0831 25 0.1089 0.0827 26 0.1076 0.0823 27 0.1073 0.0820 28 0.1071 0.0803 29 0.1061 0.0799 30 0.1046 0.0797 31 0.1044 0.0796 32 0.1025 0.0788 33 0.0999 0.0773 34 0.0994 0.0751 35 0.0992 0.0734 36 0.0960 0.0728 37 0.0954 0.0725 38 0.0949 0.0725 39 0.0935 0.0720 40 0.0930 0.0716 41 0.0906 0.0712 42 0.0906 0.0709 43 0.0897 0.0704 44 0.0893 0.0695 45 0.0883 0.0694 46 0.0878 0.0691 47 0.0875 0.0690 48 0.0875 0.0676 49 0.0872 0.0673 50 0.0859 0.0665 51 0.0855 0.0663 52 0.0820 0.0657 53 0.0800 0.0656 54 0.0789 0.0655 55 0.0783 0.0648 56 0.0771 0.0640 57 0.0745 0.0640 58 0.0735 0.0625 59 0.0730 0.0610 60 0.0715 0.0596 61 0.0668 0.0539 ___________________________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. ___________________________________________________________________ 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. ___________________________________________________________________ ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. Sediment Tank Sizing Calculations Per the 2009 KCSWDM Project Name:Sunset Courts Required Sediment Trap Surface Area (SA): SA =2*Q/Vsed Where:Q =2-year developed flow rate from WWHM for field Vsed =Settling Velocity (0.00096 ft/sec) Calculation:multiplier =2 Q =0.4333 cfs Vsed =0.00096 fps Required SA =902.7 square feet Equivalent Sediment Trap Volume: Length of Top Surface Area =30.5 feet Width of Top Surface Area =30.5 Surface Area Provided =930.25 square feet Side Slope =3 (H:1V) Total Depth of Sediment Trap =1.5 feet Bottom Length of Sediment Trap =21.5 feet Bottom Width of Sediment Trap =21.5 feet Total pond Volume =1044.375 cubic feet 7811.925 gallons To determine the minimum sediment trap volume, an equivalent sediment trap was sized based upon the required surface area. Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 APPENDIX C Stormwater Pollution Prevention and Spill Plan Report Sunset Court Apartments Page 1 TIR - SWPPS Plan & Report LPD Engineering, PLLC November 30, 2016 SUNSET COURT APARTMENTS STORMWATER POLLUTION PREVENTION AND SPILL PLAN REPORT The following report is in accordance with the City of Renton 2009 Surface Water Design Manual Amendment and the 2009 King County Surface Water Design Manual Section 2.3.1.4 for the Stormwater Pollution Prevention and Spill (SWPPS) Plan. The following is a summary of the items to be addressed on the TESC Plan, Sheet C1.0 of the contract documents and an indication of their applicability to this project. PART A: ACTIVITY SPECIFIC INFORMATION REQUIRED: Storage and Handling of Liquids: No petroleum products, fuel, solvents, detergents, pesticides, and concrete admixtures are expected to be stored on site. There may be small quantities of paint or form oil stored on site during construction. They are expected to be stored in a protected area such as inside a construction trailer, or inside a fenced enclosure in the contractor’s work area. Exact quantities and storage locations are not known at this time. Storage and Stockpiling of Construction Materials and Wastes: Construction materials and waste is not expected to be stockpiled on site during this project. They will be hauled off regularly. Fueling: Any fueling that occurs on site during the project will occur with a mobile fueling truck. The following note has been added to the plan: “Fueling of construction equipment shall be done by a mobile fuel truck and shall be allowed only in paved areas. Contractor shall provide a plan for fueling area spill containment to the Owner’s Representative and the City of Renton with a proposed method of secondary containment. The Owner’s Representative and the City of Renton shall review and approve plan prior to fueling. All spills, containment, and clean up shall be the contractors responsibility and at their own expense.” Maintenance, Repairs, and Storage of Vehicles and Equipment: Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. Refer to note 6 below for additional information. Concrete Saw Cutting, Slurry, and Washwater Disposal: The project may require very limited quantities of concrete sawcutting. Concrete truck washout will not be allowed on site. Sunset Court Apartments Page 2 TIR - SWPPS Plan & Report LPD Engineering, PLLC November 30, 2016 Handling of pH Elevated Water: Monitoring for elevated pH may be required with the project’s NPDES permit due to the amount of concrete work that is proposed for field edge curbs, and for pervious concrete walkways. If so, the project specifications will include pH monitoring requirements and treatment. Application of Chemicals including Pesticides and Fertilizers: No chemicals are expected to be used in this project. PART B: SWPPS SITE PLAN: Refer to Sheet C1.0 of the drawings. PART C: POLLUTION PREVENTION REPORT: 1. Liquids including petroleum products, fuel, solvents, detergents, pesticides, and concrete admixtures are not anticipated to be stored on site. If products such as fuel are required, these items will be brought in small quantities, used, and removed from the site. Items such as paint or form oils, if needed, will be delivered to the site in small quantities and stored inside a construction trailer prior to use. A note is included on the plan as follows: “No hazardous liquid products including but not limited to petroleum products, fuel, solvents, detergents, paint, pesticides, concrete admixtures and form oils shall be stored on- site without prior approval. If requested, the Contractor shall provide for spill containment in accordance with City of Renton requirements. Contractor shall provide a list of the types and sizes of liquids that will be stored/handled on site. Contractor will also show the proposed location for storage on a project site plan and will provide a proposed method of secondary containment. The Owner’s Representative and the City shall review and approve plan prior to storage.” 2. Construction waste will require demolition of existing improvements and structures. Any demolished material will be removed immediately upon demolition. This project has no hazardous material to be removed. A note is included on the plan as follows: “Construction waste shall be promptly removed from the site and shall not be stockpiled.” 3. No stationary tanks will be used for this project. A note is included on the plan as follows: “No stationary fuel tank shall be allowed.” 4. If required, a mobile fuel truck will be brought to the site to fuel the excavation equipment. A note is included on the plan as follows: “Fueling of construction equipment shall by a mobile fuel truck and shall be allowed only in paved areas. Contractor shall provide a plan for fueling area spill containment to the Owner’s Representative and the City of Renton with a proposed method of secondary containment. The Owner’s Representative and the City shall review and approve plan prior to fueling. All spills, containment, and clean up shall be the contractors responsibility and at their own expense.” Sunset Court Apartments Page 3 TIR - SWPPS Plan & Report LPD Engineering, PLLC November 30, 2016 5. Equipment will only be fueled during daylight hours. A note is included on the plan as follows: “Fueling of construction equipment shall only be allowed during daylight hours.” 6. Equipment that requires significant repair will be removed from the site to repair. Minor repairs or maintenance may be allowed on site only in an approved area. A note is included on the plan as follows: “The Contractor shall remove from the site all equipment that requires significant repair. Minor repairs or maintenance may be allowed on site in an approved area. The Contractor shall submit a plan for the proposed location of vehicle maintenance and repair and shall indicate the proposed method of containment for possible leaking vehicle fluids. The contractor shall also provide a plan to the Owner’s Representative and the City of Renton for the collection, storage and disposal of the vehicle fluids. The Owner’s Representative and the City shall review and approve plan prior to any on-site maintenance.” 7. Truck Washout will not be allowed on site. A note is included on the plan as follows: “Truck washout shall not be allowed on site. The Contractor shall provide truck washout off-site at an approved and legal location.” 8. No chemicals are anticipated to be required for this project. 9. Selected Contractor shall provide location for spill response materials, and identify disposal methods for contaminated water and soil after a spill. A note is included on the plan as follows: “Contractor shall provide to the Owner’s representative and the City of Renton the location of spill response materials. Contractor will also identify disposal methods for contaminated water and soil after a spill.” 10. The project will be publicly bid thus no excavation contractor is currently under contract. Due to the limited size and scope of this project, the possible sources of pollution are limited and are addressed above. In addition to the above information provided on the contract documents, the following notes are included to specifically address pollution prevention: “The Contractor shall provide a report to the Owner’s Representative and the City of Renton identifying the personnel responsible for pollution prevention, including contact information, and clearly listing the responsibilities of these personnel.” “The Contractor shall also provide a description of the procedures to be used in monitoring the prevention BMP and responding to the BMP including record keeping.” Sunset Court Apartments Page 4 TIR - SWPPS Plan & Report LPD Engineering, PLLC November 30, 2016 PART D: SPILL PREVENTION AND CLEANUP REPORT: Due to the public bid process an excavation contractor is not yet under contract for this project. Spill prevention is addressed with notes on the contract documents as stated above. Since the size and scope of this project is limited, the sources of potential spills are very limited and have been addressed on the plan with notes. In addition to the above information provided on the contract documents, the following notes have been added to specifically address spill prevention: “The Contractor shall provide a report to the Owner’s Representative and the City of Renton identifying the personnel responsible for spill prevention, including contact information, and clearly listing the responsibilities of these personnel.” “The Contractor shall provide a description of the procedures to be used in monitoring the spill prevention BMPs and responding to the BMPs, including record keeping.” Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 APPENDIX D Operations and Maintenance Manual Sunset Court Apartments Operations & Maintenance Manual June 29, 2017 Prepared by: Laurie J. Pfarr, PE LPD Engineering, PLLC 1932 1st Ave S, Suite 200 Seattle, WA 98101 206.725.1211 Sunset Court Apartments Operations & Maintenance Manual LPD Engineering, PLLC Page 1 June 12, 2017 Operations & Maintenance Manual Project Overview This Operations and Maintenance Manual is for Sunset Court Apartments located at1144 – 1156 Harrington Ave NE, Renton, Washington. The proposed project includes construction of four new apartment buildings and associated improvements. Stormwater System Overview In summary, stormwater runoff from the proposed development will be collected in underground conveyance pipe and routed to one of two detention facilities. Stormwater runoff from the parking lot will pass through one of four StormFilter system (with ZPG cartridges) for water quality treatment. The stormwater system also includes four bioretention areas for mitigation of a portion of the new roof areas. Each detention facility will have a designated flow control structure. Discharges from the flow control structures will combine in an 8-inch conveyance pipe prior to leaving the site and entering the 12-inch public storm drainage system in Harrington Ave NE. Detention Pipe Maintenance A 36 is diameter detention pipe with 3 associated access risers spaced at no more than 100 feet is located along the southern and eastern boundaries of the parking lot drive aisle. Refer to the attached maintenance requirements from Appendix A of the 2009 King County Surface Water Design Manual (KC SWDM) for Detention Tanks and Vaults. StormTech Chamber Maintenance A StormTech Chamber system for detention purposes is located within the center of the development with an approximate footprint of 20’ x 40’. Maintenance associated with the StormTech Chamber system includes regual inspection through a manhole to inspect the isolator row and sediment removal if sediment buildup in the isolator row has reached an average epth of 3- inches. Inspection and maintenance guidelines for the StormTech isolator row chambers have been included with this Operations and Maintenance Manual. Flow Control Structure Maintenance There are two flow control structures, one for the StomTech Chamber system at the center of the development and one for the detention pipe beneath the parking lot. Each flow control structure will be within a Type 2-54” diameter storm drain manhole with a solid locking lid. The flow control structure for the StormTech Chamber system is located at the southwest corner of the chambers. The flow control structure for the detention pipe is located at the west end of the parking lot just south of Building 2.Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Flow Control Structures/Flow Restrictor. Sunset Court Apartments Operations & Maintenance Manual LPD Engineering, PLLC Page 2 June 12, 2017 Catch Basins and Manholes Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Catch Basins and Manholes. Conveyance Pipes Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Conveyance Pipes. Bioretention Area Maintenance There are four Bioretention areas located within the development to provide flow control mitigation for portions of the roof area from Buildings 1, 3, and 4. There is one bioretention area located west of Building 1, a second bioretention are is located west of Building 3 and two bioretention areas located north of Building 4. Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for Biofiltration Swales and Landscaping. StormFilter Treatment System There are four StormFilter Treatment Systems located within the parking lot for water quality treatment of the parking lot runoff. The Treatment systems will have 1 or 2 ZPG (Zeolite, Perlite, and Granular activated carbon) StormFilter Cartridges. Refer to the attached maintenance requirements from Appendix A of the 2009 KC SWDM for StormFilters. Maintenance Responsibility This Operations and Maintenance Manual shall be kept in the Sunset Court Apartment main office, and a copy shall be kept at the Renton Housing Authority office. This manual must be made readily available for inspection by City of Renton personnel. Attachments: Drainage Plan Sheet C2.00 Operation and Maintenance Guidelines from the 2009 Storm Management Manual StormTech Isolator Row Inspection and Maintenance Guidelines Sunset Court Apartments Technical Information Report Submitted: July 13, 2017 APPENDIX E Bond Quantities, Facilities Summary And Declaration of Covenant Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430‐7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER ‐ ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER ‐ ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet•This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close‐out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right‐of‐Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto‐calculate and auto‐populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write‐in" sections. Provide a complete description, cost estimate and unit of measure for each write‐in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close‐out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto‐calculate and auto‐populate from the information provided in Section I and Section II.This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close‐out submittal.This section must be completed in its entiretyInformation from this section auto‐populates to all other relevant areas of the workbookPage 1 of 14Ref 8‐H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 03/2016Version: 06/2016Printed 7/13/2017 CED Permit #:UnitReference #PriceUnitQuantity CostBackfill & compaction‐embankmentESC‐16.50$ CY Check dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC‐335.50$ Each10355.00Crushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$ CY DitchingESC‐59.00$ CY Excavation‐bulkESC‐62.00$ CY Fence, siltESC‐7SWDM 5.4.3.11.50$ LF300450.00Fence, Temporary (NGPE)ESC‐81.50$ LF500750.00Geotextile FabricESC‐92.50$ SY Hay Bale Silt TrapESC‐100.50$ Each HydroseedingESC‐11SWDM 5.4.2.40.80$ SY Interceptor Swale / DikeESC‐121.00$ LF Jute MeshESC‐13SWDM 5.4.2.23.50$ SY Level SpreaderESC‐141.75$ LF Mulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC‐1712.00$ LF Piping, temporary, CPP, 8"ESC‐1814.00$ LF Piping, temporary, CPP, 12"ESC‐1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC‐21WSDOT 9‐13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC‐22SWDM 5.4.4.11,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC‐23SWDM 5.4.4.13,200.00$ Each13,200.00Sediment pond riser assemblyESC‐24SWDM 5.4.5.22,200.00$ Each12,200.00Sediment trap, 5' high berm ESC‐25SWDM 5.4.5.119.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC‐26SWDM 5.4.5.170.00$ LF Seeding, by handESC‐27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC‐28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC‐29SWDM 5.4.2.510.00$ SY TESC SupervisorESC‐30110.00$ HR Water truck, dust controlESC‐31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:6,955.00SALES TAX @ 9.5%660.73EROSION/SEDIMENT TOTAL:7,615.73(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescriptionNo.(A)WRITE‐IN‐ITEMS Page 3 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction‐ embankmentGI‐16.00$ CYBackfill & Compaction‐ trenchGI‐29.00$ CYClear/Remove Brush, by hand (SY)GI‐31.00$ SYBollards ‐ fixedGI‐4 240.74$ EachBollards ‐ removableGI‐5 452.34$ EachClearing/Grubbing/Tree RemovalGI‐6 10,000.00$ AcreExcavation ‐ bulkGI‐72.00$ CYExcavation ‐ TrenchGI‐85.00$ CYFencing, cedar, 6' highGI‐9 20.00$ LFFencing, chain link, 4'GI‐10 38.31$ LFFencing, chain link, vinyl coated, 6' highGI‐11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI‐12 1,400.00$ EachFill & compact ‐ common barrowGI‐13 25.00$ CYFill & compact ‐ gravel baseGI‐14 27.00$ CYFill & compact ‐ screened topsoilGI‐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 meshGI‐18 150.00$ SYGrading, fine, by handGI‐19 2.50$ SYGrading, fine, with graderGI‐20 2.00$ SYMonuments, 3' LongGI‐21 250.00$ EachSensitive Areas SignGI‐22 7.00$ EachSodding, 1" deep, sloped groundGI‐23 8.00$ SYSurveying, line & gradeGI‐24 850.00$ DaySurveying, lot location/linesGI‐25 1,800.00$ AcreTopsoil Type A (imported)GI‐26 28.50$ CYTraffic control crew ( 2 flaggers )GI‐27 120.00$ HRTrail, 4" chipped woodGI‐28 8.00$ SYTrail, 4" crushed cinderGI‐29 9.00$ SYTrail, 4" top courseGI‐30 12.00$ SYConduit, 2"GI‐31 5.00$ LFWall, retaining, concreteGI‐32 55.00$ SFWall, rockeryGI‐33 15.00$ SFSUBTOTAL THIS PAGE:(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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 < 1000syRI‐1 30.00$ SYAC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$ SYAC Grinding, 4' wide machine > 2000syRI‐3 10.00$ SYAC Removal/DisposalRI‐4 35.00$ SY 1605,600.005880205,800.00Barricade, Type III ( Permanent )RI‐5 56.00$ LFGuard RailRI‐6 30.00$ LFCurb & Gutter, rolledRI‐7 17.00$ LF801,360.00Curb & Gutter, verticalRI‐8 12.50$ LF 2603,250.0081610,200.00Curb and Gutter, demolition and disposal RI‐9 18.00$ LF 1122,016.00Curb, extruded asphaltRI‐10 5.50$ LFCurb, extruded concreteRI‐11 7.00$ LFSawcut, asphalt, 3" depthRI‐12 1.85$ LF 403745.55Sawcut, concrete, per 1" depthRI‐13 3.00$ LFSealant, asphaltRI‐14 2.00$ LFShoulder, gravel, 4" thickRI‐15 15.00$ SYSidewalk, 4" thickRI‐16 38.00$ SY 762,888.001292.249,104.44Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$ SY 2457,840.00Sidewalk, 5" thickRI‐18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI‐19 40.00$ SYSign, Handicap RI‐20 85.00$ Each3255.00Striping, per stallRI‐21 7.00$ Each50350.00Striping, thermoplastic, ( for crosswalk )RI‐22 3.00$ SFStriping, 4" reflectorized lineRI‐23 0.50$ LFAdditional 2.5" Crushed SurfacingRI‐24 3.60$ SYHMA 1/2" Overlay 1.5" RI‐25 14.00$ SYHMA 1/2" Overlay 2"RI‐26 18.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI‐27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI‐29 45.00$ SY 1607,200.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$ SYHMA Road, 4", 4.5" ATBRI‐31 38.00$ SYGravel Road, 4" rock, First 2500 SYRI‐32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI‐33 10.00$ SYThickened EdgeRI‐34 8.60$ LFSUBTOTAL THIS PAGE:29,539.55267,069.44(B)(C)(D)(E)Page 5 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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" borrowPL‐1 21.00$ SY14076295,596.002" AC, 1.5" top course & 2.5" base course PL‐2 28.00$ SY4" select borrowPL‐35.00$ SY1.5" top course rock & 2.5" base coursePL‐4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:295,596.00(B)(C)(D)(E)LANDSCAPING & VEGETATION No.Street TreesLA‐1Median LandscapingLA‐2Right‐of‐Way LandscapingLA‐3Wetland LandscapingLA‐4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTING No.SignsTR‐1Street Light System ( # of Poles)TR‐2Traffic SignalTR‐3Traffic Signal ModificationTR‐4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE‐IN‐ITEMSGEOBLOCK20.00$ sf58011,600.00Permeable asphalt35.00$ sy29210,220.00Permeable concrete sidewalk/pavers10.00$ sf10985109,850.00SUBTOTAL WRITE‐IN ITEMS:131,670.00STREET AND SITE IMPROVEMENTS SUBTOTAL:29,539.55398,739.44SALES TAX @ 9.5%2,806.2637,880.25STREET AND SITE IMPROVEMENTS TOTAL:32,345.81436,619.69(B)(C)(D)(E)Page 6 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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 2233,000.00CB Type IL D‐5 1,750.00$ EachCB Type II, 48" diameter D‐6 2,300.00$ Each 716,100.00 for additional depth over 4' D‐7 480.00$ FT 73,360.00CB Type II, 54" diameterD‐82,500.00$ Each for additional depth over 4'D‐9 495.00$ FTCB Type II, 60" diameterD‐10 2,800.00$ Each for additional depth over 4'D‐11 600.00$ FTCB Type II, 72" diameterD‐12 6,000.00$ Each for additional depth over 4'D‐13 850.00$ FTCB Type II, 96" diameterD‐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$ Each4600.00Cleanout, PVC, 6"D‐21 170.00$ EachCleanout, PVC, 8"D‐22 200.00$ Each255,000.00Culvert, PVC, 4" (Not allowed in ROW)D‐23 10.00$ LF 3003,000.00Culvert, PVC, 6" (Not allowed in ROW)D‐24 13.00$ LFCulvert, PVC, 8" (Not allowed in ROW)D‐25 15.00$ LF 72510,875.00Culvert, PVC, 12" (Not allowed in ROW)D‐26 23.00$ LFCulvert, PVC, 15" (Not allowed in ROW)D‐27 35.00$ LFCulvert, PVC, 18" (Not allowed in ROW)D‐28 41.00$ LFCulvert, PVC, 24" (Not allowed in ROW)D‐29 56.00$ LFCulvert, PVC, 30" (Not allowed in ROW)D‐30 78.00$ LFCulvert, PVC, 36" (Not allowed in ROW)D‐31 130.00$ LFCulvert, CMP, 8" D‐32 19.00$ LFCulvert, CMP, 12" D‐33 29.00$ LFSUBTOTAL THIS PAGE:71,935.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Page 7 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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, 6" (Not allowed in ROW)D‐51 14.00$ LFCulvert, CPE, 8" (Not allowed in ROW)D‐52 16.00$ LFCulvert, CPE, 12" (Not allowed in ROW)D‐53 24.00$ LFCulvert, CPE, 15" (Not allowed in ROW)D‐54 35.00$ LFCulvert, CPE, 18" (Not allowed in ROW)D‐55 41.00$ LFCulvert, CPE, 24" (Not allowed in ROW)D‐56 56.00$ LFCulvert, CPE, 30" (Not allowed in ROW)D‐57 78.00$ LFCulvert, CPE, 36" (Not allowed in ROW)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‐68168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 8 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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$ LF 55023,100.00Culvert, 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$ LF 373,108.00Pipe, 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$ LF 37531,500.00Culvert, 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$ LFSUBTOTAL THIS PAGE:3,108.0054,600.00(B)(C)(D)(E)Page 9 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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$ Each36,000.00Pond Overflow SpillwaySD‐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, placedSD‐11 42.00$ CYTank End Reducer (36" diameter)SD‐12 1,200.00$ EachInfiltration pond testingSD‐13 125.00$ HRPermeable PavementSD‐14Permeable Concrete SidewalkSD‐15Culvert, Box __ ft x __ ftSD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:6,000.00(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 32,000.00$ Each 132,000.00Detention 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 StormFilter SF‐15 9,000.00$ Each 436,000.00Rain GardenSF‐16 5,200.00$ Each 315,600.00SUBTOTAL STORMWATER FACILITIES:83,600.00(B)(C)(D)(E)Page 10 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. 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‐ITEMSStormTech Chambers WI‐1 15,500.00$ Each 115,500.00Perforated Pipe 4" WI‐2 12.00$ LF220026,400.00WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:41,900.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:203,435.00SALES TAX @ 9.5%19,326.33DRAINAGE AND STORMWATER FACILITIES TOTAL:222,761.33(B)(C)(D)(E)Page 11 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing WatermainW‐1 2,000.00$ Each24,000.00Ductile 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$ LF 90372,240.00Gate Valve, 4 inch DiameterW‐7 500.00$ EachGate Valve, 6 inch DiameterW‐8 700.00$ EachGate Valve, 8 Inch DiameterW‐9 800.00$ EachGate Valve, 10 Inch DiameterW‐10 1,000.00$ EachGate Valve, 12 Inch DiameterW‐11 1,200.00$ Each 44,800.0044,800.00Fire Hydrant AssemblyW‐12 4,000.00$ Each312,000.0014,000.00Permanent Blow‐Off AssemblyW‐13 1,800.00$ Each23,600.00Air‐Vac Assembly, 2‐Inch DiameterW‐14 2,000.00$ Each48,000.00Air‐Vac Assembly, 1‐Inch DiameterW‐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:4,800.00 24,400.00 84,240.00SALES TAX @ 9.5%456.002,318.008,002.80WATER TOTAL:5,256.0026,718.0092,242.80(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: 06/14/2016Printed 7/13/2017 CED Permit #:ExistingFuture PublicPrivateRight‐of‐WayImprovementsImprovements(D) (E)DescriptionNo. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean OutsSS‐1 1,000.00$ Each55,000.00Grease Interceptor, 500 gallonSS‐2 8,000.00$ EachGrease Interceptor, 1000 gallonSS‐3 10,000.00$ EachGrease Interceptor, 1500 gallonSS‐4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS‐5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS‐6 95.00$ LF36334,485.00Sewer Pipe, PVC, 8 inch DiameterSS‐7 105.00$ LF12112,705.00Sewer Pipe, PVC, 12 Inch DiameterSS‐8 120.00$ LFSewer Pipe, DI, 8 inch DiameterSS‐9 115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS‐10 130.00$ LFManhole, 48 Inch DiameterSS‐11 6,000.00$ Each 16,000.00212,000.00Manhole, 54 Inch DiameterSS‐13 6,500.00$ EachManhole, 60 Inch DiameterSS‐15 7,500.00$ EachManhole, 72 Inch DiameterSS‐17 8,500.00$ EachManhole, 96 Inch DiameterSS‐19 14,000.00$ EachPipe, C‐900, 12 Inch DiameterSS‐21 180.00$ LFOutside DropSS‐24 1,500.00$ LSInside DropSS‐25 1,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS‐26Lift Station (Entire System)SS‐27LSSANITARY SEWER SUBTOTAL:6,000.0064,190.00SALES TAX @ 9.5%570.006,098.05SANITARY SEWER TOTAL:6,570.0070,288.05(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: 06/14/2016Printed 7/13/2017 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)(a)7,615.73$ Existing Right‐of‐Way Improvements Subtotal (b) (b)44,171.81$ Future Public Improvements Subtotal (c) (c)26,718.00$ Stormwater & Drainage Facilities Subtotal (d) (d)222,761.33$ Bond Reduction (Quantity Remaining)2(e)(e)‐$ Site RestorationCivil Construction PermitMaintenance Bond58,730.23$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. T(P +R ‐ S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)206‐725‐1211lauriep@lpdengineering.comSunset Court ApartmentsLUA16‐000068,SA‐A, V‐A1144‐1158 Harrington Ave NE7227801781, 7227801660, 7227801665, 7227801780FOR APPROVAL 1932 1st Ave, Suite 200451,900.29$ P (a) x 150%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS11/30/2016Laurie Pfarr30766LPD EngineeringR((b)+(c)+(d)) x 150%EST1((b) + (c) + (d)) x 20%‐$ MAINTENANCE BOND */**(after final acceptance of construction)7,615.73$ 44,171.81$ 440,476.70$ 11,423.59$ ‐$ 26,718.00$ 222,761.33$ S(e) x 150%Page 14 of 14Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 7/13/2017