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Home My WebLink AboutApproved TIR_King County AFIS Lab C18000069.pdfKING COUNTY REGIONAL AFIS LAB REPLACEMENT 900 Oaksdale Ave SW Renton, WA 98057 STORMWATER TIR Prepared for: King County 500 5th Ave Seattle, WA 98104 (206) 357-5600 Prepared by: David Evans and Associates, Inc. 14432 SE Eastgate Way, Suite 400 Bellevue, WA 98007 (425) 519-6500 BUFF 0000-0011 Prepared: August 2017 Revised: May 2018 DEVELOPMENT ENGINEERING rnair 11/29/2018 C18000069 R-3994 SURFACE WATER UTILITY rstraka 11/29/2018 KING COUNTY REGIONAL AFIS LAB REPLACEMENT 900 Oaksdale Ave SW Renton, WA 98057 STORMWATER TIR Prepared for: King County 500 5th Ave Seattle, WA 98104 (206) 357-5600 Prepared by: David Evans and Associates, Inc. 14432 SE Eastgate Way, Suite 400 Bellevue, WA 98007 (425) 519-6500 BUFF 0000-0011 Prepared: August 2017 Revised: May 2018 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE i TABLE OF CONTENTS 1 PROJECT OVERVIEW ................................................................................................. 1 1.1 Drainage Basins, Sub-basins and Site Characteristics ...................................... 1 1.1.1 Drainage Basins .................................................................................... 1 1.1.2 Site Characteristics ................................................................................ 1 1.2 Soils ................................................................................................................... 1 2 CONDITIONS AND REQUIREMENTS SUMMARY ......................................................... 3 2.1 Drainage Review Requirements ........................................................................ 3 2.2 Core Requirements ............................................................................................ 6 2.2.1 Core Requirement #1: ........................................................................... 6 2.2.2 Core Requirement #2: ........................................................................... 6 2.2.3 Core Requirement #3: ........................................................................... 7 2.2.4 Core Requirement #4: ........................................................................... 7 2.2.5 Core Requirement #5: ........................................................................... 7 2.2.6 Core Requirement #6: ........................................................................... 7 2.2.7 Core Requirement #7: ........................................................................... 7 2.2.8 Core Requirement #8: ........................................................................... 8 2.2.9 Core Requirement #9: ........................................................................... 8 2.3 Special Requirements ........................................................................................ 8 2.3.1 Special Requirement #1: ....................................................................... 8 2.3.2 Special Requirement #2: ....................................................................... 8 2.3.3 Special Requirement #3: ....................................................................... 8 2.3.4 Special Requirement #4: ....................................................................... 9 2.3.5 Special Requirement #5: ....................................................................... 9 2.3.6 Special Requirement #6: ....................................................................... 9 3 OFFSITE ANALYSIS .................................................................................................. 10 3.1 Task 1: Study Area Definition ........................................................................ 10 3.2 Task 2: Resource Review ................................................................................ 10 3.3 Task 3: Field Inspection .................................................................................. 10 3.4 Task 4: Drainage System Description and Problems Description .................. 11 3.5 Task 5: Mitigation of Existing or Potential Problems ..................................... 11 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ........................................................................... 12 4.1 Flow Control ................................................................................................... 12 4.1.1 Part A: Existing Site Hydrology ......................................................... 12 4.1.2 Part B: Proposed Site Hydrology ........................................................ 12 4.1.3 Part C: Performance Standards ........................................................... 13 4.1.4 Part D: Flow Control System .............................................................. 13 4.2 On-site BMPs: ................................................................................................. 14 4.3 Water Quality: ................................................................................................. 16 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE ii 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ...................................................... 18 6 SPECIAL REPORTS AND STUDIES ............................................................................. 21 7 OTHER PERMITS ...................................................................................................... 22 8 CONSTRUCTION STORMWATER POLLUTION PREVENTION ANALYSIS AND DESIGN23 8.1 Part A: ESC Measures: ................................................................................... 23 8.2 Part B: SWPPS Measures: .............................................................................. 25 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .. 26 9.1 City of Renton Bond Quantity Worksheet ...................................................... 26 9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch .......... 26 10 OPERATIONS AND MAINTENANCE MANUAL ........................................................... 27 List of Figures Figure 1: TIR Worksheet Figure 2: Site Location Map Figure 3: Drainage Basin Map Figure 4: Existing Discharge Point Figure 5: NRCS Web Soil Survey Figure 6: Flow Control Application Map Figure 7: FEMA FIRM Figure 8: Tree Retention Credit Calculation List of Appendices Appendix A: Offsite Analysis Appendix B: Flow Control Appendix C: Conveyance System Analysis Appendix D: Water Quality Appendix E: Other Reports Appendix F: Bond Quantity Worksheet Appendix G: Operations and Maintenance Manual KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 1 1 PROJECT OVERVIEW King County is proposing to construct new facilities for the relocation of the County’s Automated Fingerprint Identification System (AFIS) processing laboratory at 900 Oaksdale Avenue SW. The project is located on the east side of the Oaksdale Ave SW, south of SW 7th Street. It will occupy 15,585 square feet of the renovated area inside the King County Black River Building. These interior improvements will not affect the footprint of the existing building and are not considered redevelopment per the 2017 City of Renton Surface Water Design Manual. The project includes a 3,065 square foot addition to the east side of the existing building, which will eliminate approximately 25 of the approximately 324 parking spaces on site. The project also includes grading of the associated parking lot in order to accommodate the addition. There is no proposed change to the site access from the public street. The total lot size of the parcel is 214,079 square feet. The disturbed area, or redevelopment area, includes the new addition surrounding new and replaced landscaping and paving. The total redevelopment area is 17,879 square, of which, 12,386 square feet is existing impervious area. The proposed impervious area within the redevelopment area is 12,514 square feet. The minor net increase in impervious surface within the redevelopment area is due to the required expansion of the existing trash and recycle enclosure. See Figure 1 for the TIR Worksheet and Figure 2 for the Site Location Map. 1.1 Drainage Basins, Sub-basins and Site Characteristics 1.1.1 Drainage Basins The project site is located in the Black River Basin. See Figure 3, Drainage Basin Map. 1.1.2 Site Characteristics Figure 4, Existing Discharge Point, illustrates the location of the discharge point from the site to the city storm system. The proposed storm system consists of a system of catch basins (CB) in the parking lot that discharge to an existing CB to the north of the existing building. Figure 4 illustrates the length of travel from the proposed storm system in the redevelopment area to the existing CB. 1.2 Soils Soil information at the project is Woodinville Silt loam (Wo). The soil is classified as a Hydrologic Group C/D soil. See Figure 5 NRCS Web soil survey. According to the generalized soil profile from the Geotech (see geotechnical report from S&EE dated: 03-07-2017), the site consists of the following: Fill soil for a depth of 5 feet approximately Silt and Clay soil for a depth of 20 feet approximately Sand, Silty Sand and Gravel for a depth of 45 feet approximately The water table is at depth of 5.2 feet from ground approximately. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 2 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 3 2 CONDITIONS AND REQUIREMENTS SUMMARY The stormwater design in this project is designed according to the 2017 City of Renton Surface Water Design Manual. 2.1 Drainage Review Requirements The proposed redevelopment of the project site will result in 12,514 square feet of new plus replaced impervious surface area, which is greater than 2,000 square feet. Full Drainage Review is required for this project in accordance with Figure 1.1.2.A of 2017 City of Renton Surface Water Design Manual, shown on the following pages. Also per Table 1.1.2.A of 2017 City of Renton Surface Water Design Manual, all nine core requirements (see Section 2.2) and six special requirements (see Section 2.3) are applicable to the Full Drainage Review and will be addressed in this TIR. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 4 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 5 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 6 2.2 Core Requirements 2.2.1 Core Requirement #1: Discharge at Natural Location: The 100-year peak flow under existing conditions is 0.26 cfs and under developed conditions is 0.26 cfs. See Table 2 for the WWHM Model Summary under Section 4.1.3 of the report. The proposed project shall comply with Discharge Requirement 1 per Section 1.2.1 of the 2017 City of Renton Surface Water Design Manual. Runoff from the redevelopment area will be collected and conveyed to the existing onsite drainage system. The existing system will convey the runoff to the existing outfall in the Black river located northwest of the project site. The proposed design will not cause significant adverse impacts to the downstream waters. 2.2.2 Core Requirement #2: Offsite Analysis: A Level 1 Downstream Analysis was performed and is described in detail under Section 3.0 of this report. The Offsite analysis was performed for ¼ mile downstream of the existing on-site catch basin (referred to as Existing CB in the Drainage Plans), which collects the runoff from the redevelopment area. The study area has been field inspected and the description of the drainage system and its existing and predicted drainage and water quality problems have been described in the field notes included in the Appendix A. See Appendix A for the photos, field notes and downstream analysis map. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 7 2.2.3 Core Requirement #3: Flow Control: Flow control is required for this project. The project is located in the Peak Rate Flow Control Standard area (See Figure 6, Flow Control Application Map from City of Renton Manual). The project proposes to add 12,514 square feet of new plus replaced impervious surface area, which is more than 5,000 square and does not meet the basic exemption. However, according to the WWHM analysis the 2-year, 10-year and 100-year peak flows for the developed conditions the same as the existing conditions. For example, the 100 year peak flow for the proposed condition is 0.26 cfs which the same as the 100 year peak flow for the existing condition which is 0.26 cfs. See Table 2. WWHM Model Summary under Section 4.1.3. A flow control facility will not be required for this project per the exemption listed in the section 1.2.3.1 A (peak rate flow control standards) of 2017 City of Renton Surface Water Design Manual. The target surfaces do not generate more than a 0.15 cfs increase when modeled using 15-minute time steps and do not discharge to critical area. See Section 4.1 for the Flow Control Analysis in detail. 2.2.4 Core Requirement #4: Conveyance System: The proposed conveyance system is private and has been designed per the 2017 COR Surface Water Design Manual. It includes a system of 8”and 10”, PVC and Ductile Iron (DI), pipes and Type-1 catch basins that collect the runoff from the redevelopment area and convey it to the existing on-site system. The new pipe systems have been designed to contain and convey the 100-year peak flow. This higher than the minimum design requirement for private systems, which is the 25-year peak flow. See Section 5.0 for more detail. 2.2.5 Core Requirement #5: Erosion and Sedimentation Control (EC): A Construction Stormwater Pollution Prevention (CSWPP) Plan will be provided as part of the design drawings for the site improvements. This plan will provide erosion and sediment control information, locations where Best Management Practices (BMPs) shall be implemented, and requirements that the contractor must follow throughout construction. BMPs that will be implemented during construction are dust control, temporary and permanent seeding, storm drain inlet protection, and all clearing limits. The CSWPP Plan, which includes Temporary Erosion and Sediment Control (TESC) measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures, will become part of the contract documents for construction of the project. Additional erosion control may be applied as needed if directed by the design engineer or by the City of Renton. At the completion of the project, exposed soils will be seeded or mulched. See Section 8.0 for a detailed description of the CSWPP Analysis and Design. 2.2.6 Core Requirement #6: Maintenance and Operations: The property owner will perform all necessary maintenance of the on-site conveyance systems. 2.2.7 Core Requirement #7: Financial Guarantees and Liability: The City of Renton will receive Financial Guarantees and Liability per permit requirements. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 8 2.2.8 Core Requirement #8: Water Quality: This project proposes to add 7,777 square feet of new plus replaced PGIS area, which is more than 5,000 square feet and does not meet the exemptions listed for Core Requirement #8 per 2017 City of Renton Surface Water Design Manual. Water Quality Treatment is required for this project. This is a commercial project and it requires an Enhanced Water Quality Treatment. This project will use two Filterra units placed in the proposed on-site landscape islands. The units will treat a combination of new and/or replaced PGIS area or an equivalent area of existing PGIS area. See Section 4.3 for the analysis and design of the proposed Water Quality Facilities. 2.2.9 Core Requirement #9: On-site BMPs: The project proposes to add 12,514 square feet of new and replaced impervious surface, which is more than 2,000 square feet and does not meet the exemptions listed under Core Requirement #9 of 2017 City of Renton Surface Water Design Manual. The On-site BMP requirement for this project is met by the application of BMPs to the maximum extent feasible using the lists specific to the project. The proposed redevelopment is for a non-subdivision project on an individual lot and the redevelopment area is 17,879 square feet, which is less than 22,000 square feet. The application of On-site BMPs according to the Small Lot BMP requirements per section 1.2.9.2 of the 2017 City of Renton Surface Water Design Manual is detailed in Section 4.2 of this report. 2.3 Special Requirements 2.3.1 Special Requirement #1: Other Adopted Area-Specific Requirements Not applicable. 2.3.2 Special Requirement #2: Flood Hazard Area Delineation This project is not within flood hazard areas. The base flood elevation west of the site is 15 and the existing and proposed buildings finish floor elevations are 21.50. See Figure 7: FEMA Flood Insurance Rate Map (FIRM). 2.3.3 Special Requirement #3: Flood Protection Facilities No flood protection facilities are required. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 9 2.3.4 Special Requirement #4: Source Control During the construction phase of the project, source controls measures will be implemented in accordance with the SWPP Plan. BMPs that will be employed are temporary and permanent seeding, catch basin inserts, clearing limits and mulch. 2.3.5 Special Requirement #5: Oil Control Not applicable. This project is not a high-use site as defined in the of 2017 City of Renton Surface Water Design Manual. It does not have an expected average daily traffic count (ADT) of 100 vehicles or more per 1,000 square feet of gross building area. It does not store or transfer petroleum in excess of 1,500 gallons per and it is not subject to use, storage, or maintenance of a fleet of 25 or more vehicles that are over 10 tons net weight. 2.3.6 Special Requirement #6: Aquifer Protection Area Not applicable. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 10 3 OFFSITE ANALYSIS Per Core Requirement #2, all proposed redevelopments must conduct an offsite analysis to assess the potential offsite drainage and water quality impacts associated with development of the project site. The intent of this section is to identify the conditions and existing problems of the downstream system leaving the site and to demonstrate that the proposed project will not create any new drainage problems. A Level 1 analysis was performed and from the field inspection data (see field notes in Appendix A), it was determined that there are no significant problems and a Level 2 analysis is not required. The redevelopment area is collected in a system of proposed catch basins and conveyed to an existing catch basin northeast of the proposed addition (Existing CB/CB A). The runoff is then conveyed through a system of existing storm drain manholes and catch basins for over ¼ mile downstream. The field inspection was conducted for the ¼ mile downstream of the existing catch basin (Existing CB). 3.1 Task 1: Study Area Definition The existing commercial building on the project site and the parking areas to the south and east will remain. The proposed project will include a 3,065 square foot addition to the east side of the existing building, which will eliminate 25 of the approximately 317 existing parking spaces on site. The 3,065 square feet is the interior square footage and the total footprint of the building is 3,210 square feet. The total amount of impervious area will only increase about 128 square feet and areas of existing landscape removed will be replaced elsewhere with in the disturbed area. The Basin Area Summary (see Table 1 in Section 4.1) shows that the existing impervious surfaces and the proposed impervious surfaces have similar runoff-generating characteristics. The proposed redevelopment does not change the rate, volume, duration, or location of discharges to and from the project site. Per Core Requirement #8, the project triggers the water quality requirement (See Section 4.3). Per Core Requirement #2, projects that trigger Core Requirement #8 must perform offsite analysis sufficient to identify and address “Downstream Water Quality Problems Requiring Special Attention”. 3.2 Task 2: Resource Review The FEMA flood plan map was reviewed for this site. A copy of the Flood Insurance Rate Map (FIRM) is included as Figure 7. 3.3 Task 3: Field Inspection The stormwater from the redeveloped area within the clearing limits discharges into the City storm system at the northwest corner of the site, which discharges into the Black River. See Figure 4 Existing Discharge Point. This downstream analysis was completed based on a site visit conducted on July 20th, 2017, at approximately 10:30 am. The conditions during the site visit were cloudy and 71° F. This analysis follows the existing storm system ¼ mile downstream from the existing catch basin (CB A, referred to as Existing CB in the Drainage Plans). KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 11 See Appendix A for the downstream analysis map, photos of the downstream system and Field Notes. Downstream of CB A, the stormwater is conveyed in storm drains manholes and catch basins to the Black River to the north of the project site. The stormwater is not discharged to the Black River within ¼ mile downstream of CB A. No onsite flooding or ponding was observed in the downstream analysis. 3.4 Task 4: Drainage System Description and Problems Description No downstream problems were observed that this project will aggravate or create. See Figure 8 King County Downstream Drainage Complaint Map. 3.5 Task 5: Mitigation of Existing or Potential Problems No existing or potential problems were observed or are anticipated. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 12 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Flow Control Per Core Requirement #3, flow control is required for this project. The project is located in the Peak Rate Flow Control Standard area (See Appendix A for the Flow Control Application Map from City of Renton Manual). The project proposes to add a new plus replaced impervious surface area of 12,514 square feet, which is more than 5,000 square feet and does not meet the basic exemption. Impervious and pervious surface areas for the existing and proposed conditions within the redevelopment area were calculated to check if the project site meets the flow control facility requirement exemptions according to the City of Renton Manual. The peak flow rates for the existing and proposed site conditions were calculated using Western Washington Hydrology Model (WWHM) (See Appendix B for Hydrologic Analysis). According to the WWHM analysis, the 2-year, 10-year and 100-year peak flows for the proposed conditions are equal to the existing conditions. For example the 100 year peak flow for the proposed condition is 0.26 cfs which is the same as the 100 year peak flow for the existing condition which is 0.26 cfs. Table 2 on the following page provides the calculation results. A flow control facility will not be required for this project per the exemption listed in the section 1.2.3.1 A (peak rate flow control standards) of 2017 City of Renton Surface Water Design Manual. The target surfaces do not generate more than a 0.15 cfs increase when modeled using 15-minute time steps and do not discharge to critical area. 4.1.1 Part A: Existing Site Hydrology Presently, the project site is developed with a commercial building, parking lots around the building, landscaping and concrete paths. The existing stormwater runoff from the site is collected in a system of catch basins throughout the parking lot. The discharge from the catch basins is conveyed through a system of storm drains to the city storm system at the northwest corner of the site. See Exhibit B-1 in Appendix B for the existing site areas within the limits of disturbance; referred to as the redevelopment area. 4.1.2 Part B: Proposed Site Hydrology The proposed redevelopment consists of improvements to an area already developed as an existing parking lot to the east of the existing building. The project proposes a 3,065 square foot addition to the east side of the existing building and associated grading of the existing parking lot surrounding the addition. The 3,065 square feet is the interior square footage and the total footprint of the building is 3,210 square feet. The project proposes to add 12,514 square feet of new plus replaced impervious surface area. The total pervious area within the redevelopment area will increase by approximately 365 square. This minor net increase in impervious surface within the redevelopment area is due to the expansion of the existing trash and recycle enclosure, required by the City of Renton. See Exhibit B-2 in Appendix B for the proposed site areas within the redevelopment area. Table 1 on the next page provides a summary of the site areas within the limits of disturbance. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 13 Table 1. Basin Area Summary BASIN ID EXISTING BASIN PROPOSED BASIN SQFT ACRES SQFT ACRES Pervious area (Landscape) 5300 0.12 5365 0.12 Building area 0 0 3210 0.08 Hard surface (concrete walkway) 683 0.02 2224 0.05 Asphalt area 11703 0.27 7080 0.16 Total Impervious 12386 0.29 12514 0.29 Total 17879 0.41 17879 0.41 4.1.3 Part C: Performance Standards The proposed redevelopment does not change the amount of impervious surface area within the limits of disturbance and, as shown in WWHM model summary, the peak discharge rates do not change. See Table 2 on the next page for the WWHM model summary. Table 2. WWHM Model Summary BASIN ID 2-YEAR STORM (CFS) 10-YEAR STORM (CFS) 25-YEAR STORM (CFS) 100-YEAR STORM (CFS) Existing Basin 0.12 0.18 0.21 0.26 Proposed Basin 0.12 0.18 0.21 0.26 4.1.4 Part D: Flow Control System Per 2017 City of Renton Surface Water Design Manual Core Requirement #3, all proposed projects are must provide on-site flow control facilities or flow control BMPs or both to mitigate the impacts of storm and surface water run-off generated by new impervious surface, new pervious surface and replaced impervious surface targeted for flow mitigation. Exemptions from Core Requirement # 3: Per 2017 City of Renton Surface Water Design Manual Peak Rate Flow Control Standard Area exceptions, the flow control facility requirement will be waived for any threshold discharge area in which the target surfaces subject to this requirement will generate no more than a 0.15-cubic feet per second (cfs) increase from the existing site conditions (when modeled using 15 minute time steps. This project meets the exemption, the flow rates for the 2-year, 10-year and 100-year storms of the proposed conditions are equal to or less than the existing 2-year, 10-year and 100-year flow rates. A Flow Control Facility is not required. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 14 4.2 On-site BMPs: The project proposes to add 12,514 square feet of new plus replaced impervious surface, which is more than the 2,000 square foot threshold mentioned in the 2017 City of Renton Surface Water Design Manual (2017 COR SDWM) Core Requirement #9 and does not meet the basic exemption. Per the exceptions listed in the section 1.2.3.1 A (peak rate flow control standards) of 2017 COR SDWM, a flow control facility will not be required for this project and it does not meet the Flow Control Facility Exemption. The On-site BMP requirements are met by the application of BMPs to the maximum extent feasible using the lists specific to the project location, size and impervious coverage. The percentage of the proposed impervious area coverage is 74% of the buildable portion of the site. The proposed redevelopment is for a non-subdivision project on an individual lot and the redevelopment area is 17,879 square feet, which is less than 22,000 square feet. The On-site BMPs are selected according to the Small Lot BMP requirements per section 1.2.9.2 of the 2017 COR SDWM. 1. The site was evaluated for full dispersion. Full Dispersion is not feasible because dispersion requires substantial amounts of undisturbed native vegetation on-site. This site is in an urban location and site conditions do not make dispersion feasible as there is not adequate space for the required 100 feet vegetated flow path. 2. Full Dispersion is not feasible for roof runoff, because the Geotechnical Engineer stated that infiltration is infeasible due to reasonable concerns of down gradient flooding. The Geotechnical Engineer further stated that all forms of infiltration (both full and limited), including bioretention and permeable pavement are not options for this site. (See Geotechnical Report and Infiltration Addendum dated April 23, 2018 from S&EE in Appendix E). 3. The following five BMPs were evaluated for the target impervious surfaces:  Full Infiltration is not feasible. The Geotechnical Engineer stated that infiltration is infeasible due to reasonable concerns of down gradient flooding. The Geotechnical Engineer further stated that all forms of infiltration (both full and limited), including bioretention and permeable pavement are not options for this site. (See Geotechnical Report and Infiltration Addendum dated April 23, 2018 from S&EE in Appendix E).  Limited Infiltration is not feasible. Per Section C2.3.2 of the 2017 COR SWDM, limited infiltration has the same infeasibility requirements as full infiltration. The Geotechnical Engineer stated that infiltration is infeasible due to reasonable concerns of down gradient flooding. The Geotechnical Engineer further stated that all forms of infiltration (both full and limited) including bioretention and permeable pavement are not options for this site. (See Geotechnical Report and Infiltration Addendum dated April 23, 2018 from S&EE in Appendix E).  Rain Gardens are not feasible. Per Section C2.12 of the 2017 COR SWDM, rain gardens have the same infeasibility requirements as bioretention. Per the bioretention infeasibility criteria list in Section C2.6, the Geotechnical Engineer has provided a written recommendation that infiltration, including bioretention, not be used. (See Geotechnical Report and Infiltration Addendum from S&EE in Appendix E). KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 15  Bioretention: Per the bioretention infeasibility criteria list in Section C2.6 of the 2017 COR SWDM, the Geotechnical Engineer has provided a written recommendation that infiltration, including bioretention, not be used. (See Geotechnical Report and Infiltration Addendum from S&EE in Appendix E).  Permeable Pavement: Per the permeable pavement infeasibility criteria list in Section C2.7 of the 2017 COR SWDM, the Geotechnical Engineer has provided a written recommendation that infiltration, including permeable pavement, not be used. (See Geotechnical Report and Infiltration Addendum from S&EE in Appendix E). 4. The site was evaluated for Basic Dispersion infeasible for the same reasons listed under full dispersion as there is not adequate space for the required vegetated flow paths.  There is not space available for the 50 foot vegetated flows paths required for splash blocks or rock pads.  There is not space available for the 25 foot vegetated flow paths required for gravel filled trenches.  Surface Sheet Flow for basic dispersion requires 10 feet of vegetated flow path for every 20-foot-wide strip of impervious surface. There are no areas of impervious surface that is only 20-feet-wide; therefore, an additional 10 feet of vegetated flow path would be required for every 20 feet of additional impervious surface area width. The areas to the east and south of the landscape island NE of the proposed addition are both greater than 45 feet wide and would require more than 25 feet of vegetated flow path. Much of this area is existing and will not be disturbed; therefore, it is not feasible to separate drainage from these areas to make the surface areas less than 45 feet. 5. BMPs are required to be implemented for at least 20% of the site or 3575.8 square feet. As mentioned above, it is not feasible to implement BMPs for 20% of the site area; therefore, the following credits were evaluated for the site:  The site was evaluated for the Reduced Impervious Surface Credit. Reduced Impervious Surface Credit is not feasible because it requires substantial amounts of vegetated pervious areas on the site or the runoff from the target impervious surface should be discharged through a perforated pipe connection. This site is in an urban location and site conditions do not make Reduced Impervious Surface Credit feasible as there is not adequate space.  The site was evaluated for the Native Growth Retention Credit. The majority of the site consists of an existing building and an associated parking lot with landscape islands; therefore, Native Growth Retention Credit is not feasible.  The site was evaluated for the Tree Retention Credit. A total of 14 trees exist within the project limits. A total of 8 trees will be removed and 6 trees will remain. Table 3 below is a summary of the numbers of trees. However, per section C2.14.2 of the 2017 COR SDWM, trees in planters are not applicable. This site was previously developed as a parking lot and all of the existing trees are located in planters; therefore, the tree retention credit cannot be applied. For reference only, Figure 8 Tree Retention Credit Calculation has been provided in the list of figures. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 16 6. The Soil Amendment BMP will applied to all new and replace pervious surface. Per Section C.2.13 of the 2017 COR SDWM, the project will retain and protect undisturbed soil in areas not being developed, and prior to completion of the project, amend the topsoil of all disturbed areas that are not being covered by impervious surface with organic matter to the extent required by and in compliance with the design requirements. 7. All proposed roof drain connections will be via perforated pipe per Section C.2.11 of the 2017 COR SDWM. Table 3. Tree Information TREE DETAILS: NUMBER Existing Trees 14 Trees to Remain 6 Trees to be Removed 8 Proposed Trees 16 4.3 Water Quality: Water Quality is required for this project. The project proposes to add 7,777 square feet of new plus replaced impervious surface, which is more than 5,000 square feet threshold per core requirement #8 and does not meet the basic exemption. The project site land use is commercial, which requires Enhanced Basic Water Quality treatment per Core Requirement #8. Option 5-Proprietary Facility was chosen from the Enhanced Basic Water treatment facility options per Chapter 6 of the 2017 City of Renton Surface Water Design manual. This project will employ Filterra units sized for enhanced water quality treatment. Filterra units are approved by the State of Washington Department of Ecology (WSDOE) for enhanced treatment. Filterra units have been designated by WSDOE as facilities that meet the requirements of enhanced stormwater treatment and oil control. There will be two Filterra Bioscope units, sized 4’x6’ and 4’x4’, placed in the landscape islands within the redevelopment area. See Table 3 for the new and replaced PGIS area summary. See Table 4 for the summary of the PGIS areas treated by the two Filterra Bioscape units. See Appendix D for Exhibit D-1: New and Replaced PGIS Area. The New and Replaced PGIS area includes a small portion of the concrete walkway to the east and south of the proposed building as there is no curb delineating the concrete hard surface and the asphalt pavement. The New PGIS area includes the portions of the existing Landscape islands that have been replaced with asphalt pavement and contains no parking spaces. A total of five parking spaces are provided within the replaced PGIS area. See Appendix D for Exhibit D-2: PGIS Area treated by the Filterra Bioscape units (Water Quality Units A & B). Due to existing site grades, the new and replaced PGIS area to the northwest and south of the proposed building cannot be treated by the proposed Filterra Bioscape units. The design proposes to treat an equivalent existing PGIS area to the east of the redevelopment area (0.13 acres). The existing PGIS area treated by the Filterra Bioscape units consists of 12 parking spaces and a drive aisle and is not currently being treated. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 17 The Filterra Bioscape units have been sized based on PGIS area treated per the sizing table from Contech (a copy of the sizing table can be found in Appendix D). The Filterra Bioscape unit A of size 4’x6’ can collect 0.219 acres of impervious area and is treating 0.16 acres of impervious area. The Filterra Bioscape unit B of size 4’x4’ can collect 0.148 acres and is treating 0.14 acres of impervious area. See Table 5 for the Filterra Unit Sizing. Contech has confirmed that the proposed units are sufficient to treat the water quality flow from the existing and proposed PGIS areas draining to the Filterra Bioscape units. Table 4. New and Replaced PGIS Area Summary New PGIS Area Replaced PGIS Area TOTAL PGIS Area SF acres SF acres SF acres 575 0.01 7202 0.17 7777 0.18 Table 5. Summary of the PGIS Area Treated New/Replace PGIS Area Equivalent Existing PGIS Area Total Treated PGIS Area SF acres SF acres SF acres 4945 0.11 5676 0.13 10621 0.24 The total PGIS area treated by the Filterra Bioscape units is greater than the new plus replaced PGIS area added to the project site due to the proposed redevelopments. Therefore, two Filterra Bioscape units of size 4’x6’ and 4’x4’ are sufficient to provide Enhanced Basic Water Quality treatment for the redeveloped area of the project site. Table 5 Filterra Sizing per Contech Sizing Chart Description Basin Filterra Size Actual Drainage Area Maximum Impervious Drainage Area Onsite Filterra Bioscape unit A 4’x6’ 0.16 Acres 0.219 Acres Onsite Filterra Bioscape unit B 4’x4’ 0.14 Acres 0.148 Acres KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 18 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance was calculated via the rational method for the proposed storm drain pipes upstream of the discharge point of the site. The site discharge point is the existing catch basin in the parking lot to the northwest of the proposed building. The proposed site subbasins’ delineations and areas are shown on Exhibit C-1 in Appendix C. The new private pipe systems have been designed to contain and convey the 100-year peak flow. This higher than the minimum design requirement for private systems, which is the 25-year peak flow. A backwater analysis was also performed to confirm pipes have sufficient capacity to convey the 100-year peak flows. Rational Method Proposed Subbasin A Proposed Subbasin A drains to CB#3 and is then conveyed to CB#2 via a proposed 8” DI storm drain. The proposed 8” DI SD has a slope of approximately 1.67%. Bentley Flow Master was used to calculate the full flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full flow capacity is 1.47 cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results. Proposed Subbasin Area is approximately 0.08 acres with 0.06 acres of impervious and 0.02 acres of pervious area. Using the Rational Method, Subbasin A’s 25-year flow rate at CB#3 was calculated at 0.18 cfs. The 25-year flow rate of Subbasin A is less than the full flow capacity of proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey Subbasin A. See Appendix C for Rational Method Calculations. Proposed Subbasin B Proposed Subbasin B drains to Water Quality Unit A and is then conveyed to CB#2 via a proposed 8” DI storm drain. This will allow the pollutant generating impervious surface area to drain directly to the proposed Water Quality Unit A for treatment before draining to proposed CB#2. The proposed 8” DI SD has a slope of approximately 0.50%. Bentley Flow Master was used to calculate the full flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full flow capacity is 0.8 cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results. Proposed Subbasin B Area is approximately 0.16 acres with 0.15 acres of impervious and 0.01 acres of pervious area. Using the Rational Method, Subbasin B’s 25-year flow rate at Water Quality Unit A was calculated at 0.38 cfs. The 25-year flow rate of Subbasin B is less than the full flow capacity of proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey Subbasin B. See Appendix C for Rational Method Calculations. CB#2 will be conveyed to the proposed CB#1 via a proposed 8” PVC storm drain. Proposed 8” PVC SD has a slope of approximately 0.50% and a full flow capacity of 0.87 cfs. The combined area of Proposed Subbasin A and Proposed Subbasin B is approximately 0.24 acres with 0.21 acres of impervious and 0.03 acres of pervious area. Using the Rational Method, the combined flow rate at CB#2 is 0.54 cfs. 0.54 cfs is less than the full flow capacity of Proposed 8” PVC SD (0.87 cfs); therefore, Proposed 8” PVC SD has capacity to convey Proposed Subbasin A and Proposed Subbasin B. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 19 Proposed Subbasin C Proposed Subbasin C drains to Water Quality Unit B and is then conveyed to CB#1 via a proposed 8” DI SD. This will allow the pollutant generating impervious surface area to drain directly to the proposed Water Quality Unit B for treatment before draining to proposed CB#1. The proposed 8” DI SD has a slope of approximately 0.97%. Bentley Flow Master was used to calculate the full flow capacity for this pipe, based on a Manning’s N-value of 0.014. The full flow capacity is 1.12 cubic feet per second (cfs). See Appendix C for Full Flow Capacity Results. Proposed Subbasin C Area is approximately 0.14 acres with 0.11 acres of impervious and 0.03 acres of pervious area. Using the Rational Method, Subbasin C’s 25-year flow rate at Water Quality Unit B was calculated at 0.29 cfs. The 25-year flow rate of Subbasin C is less than the full flow capacity of proposed 8” DI SD; therefore, proposed 8” DI SD has the capacity to convey Subbasin C. See Appendix C for Rational Method Calculations. CB#1 will be conveyed to the site discharge point (existing catch basin to the northwest of the proposed building) via a proposed 10” DI storm drain. Proposed 10” PVC SD has a slope of approximately 0.56% and a full flow capacity of 1.51 cfs. The combined area of Proposed Subbasins A, B & C is approximately 0.38 acres with 0.32 acres of impervious and 0.06 acres of pervious area. Using the Rational Method, the combined flow rate at CB#1 is 0.79 cfs. 0.79 cfs is less than the full flow capacity of Proposed 10” DI SD (1.51cfs); therefore, Proposed 10” DI SD has capacity to convey Proposed Subbasins A, B & C. Proposed Subbasin D Proposed Subbasin D Area is approximately 0.04 acres with 0.005 acres of impervious and 0.035 acres of pervious area. Due to the existing and proposed site grades, it is not possible to collect and convey runoff from Proposed Subbasin D. The proposed Subsbain D discharges to the existing system of storm drains and catch basins in the existing parking lot. Proposed Subbasin E Proposed Subbasin E is collected via a roof drain and is conveyed to CB#4 via a proposed 8” PVC SD and then is conveyed to the discharge point on the site via a proposed 8” DI SD. Both the proposed 8” pipes have a slope of at least 2.00%. Using a Manning’s N-value of 0.013 for PVC and 0.014 for DI, the full flow capacities of the 8” pipes are 1.73 cfs and 1.61 cfs for PVC and DI, respectively. Proposed Subbasin E is approximately 0.07 acres of roof area. Using the Rational Method, Subbasin E’s flow rate at CB #4 is 0.17 cfs. 0.17 cfs is less than the full flow capacity of the 8” DI pipe (1.61 cfs); therefore, the pipe has capacity to convey Proposed Subbasin E. Proposed Subbasin F Proposed Subbasin F drains to the existing catch basin to the northwest of the proposed building (discharge point of the site) and then will be conveyed to the existing system of storm drains and catch basins in the parking lot via an existing 10” storm drain. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 20 Backwater Analysis A backwater analysis was performed per Section 4.2.1.2 of the 2017 COR SWDM, to analyze the capacity of the pipe system. The calculations and spreadsheets can be found in Appendix C of this report. The analysis confirmed that the conveyance system has sufficient capacity for the 100 year peak flows of the site subbasins. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 21 6 SPECIAL REPORTS AND STUDIES See Appendix E for the Geotechnical Engineering Report from S&EE dated: 03-07-2017. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 22 7 OTHER PERMITS Not Applicable KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 23 8 CONSTRUCTION STORMWATER POLLUTION PREVENTION ANALYSIS AND DESIGN CSWPP measures include ESC measures and SWPPS measures. 8.1 Part A: ESC Measures: 1. Clearing Limits Prior to any site clearing or grading, areas to remain undisturbed during project construction shall be delineated. The clearing and grading limits are indicated in the TESC Plan. 2. Cover Measures Temporary Cover using Mulch (according to Appendix D, D.2.1.2.2 of 2017 City of Renton Surface Water Design Manual) will be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). If the exposed area is to remain unworked for more than 30 days, Temporary and Permanent Seeding (according to Appendix D, D.2.1.2.6 of 2017 City of Renton Surface Water Design Manual) will be used. 3. Perimeter Protection Silt Fence (according to Appendix D, D.2.1.3.1 of 2017 City of Renton Surface Water Design Manual) will be used to filter sediment from sheetwash and will be located downslope of all the disturbed areas. It will be installed prior to any upslope grading or clearing. The location of the Silt Fence is indicated in the TESC Plan. 4. Traffic Area Stabilization The proposed redevelopment will use the existing paved area as a paved construction access. No additional BMPs are needed. 5. Sediment Retention As the contributing drainage area is less than an acre, Catch Basin Inserts (according to Appendix D, D.2.1.5.3 of 2017 City of Renton Surface Water Design Manual) will be installed within 500 feet of construction area in order to prevent the sediments form entering the storm drainage systems. They will be installed prior to any clearing and grading. 6. Surface Water Collection As the contributing drainage area is small enough to be treated with Perimeter protection and Sediment retention, Silt Fence and Catch Basin Inserts will be installed prior to any clearing and grading, as shown on the TESC Plan. 7. Dewatering Control Dewatering of trench and foundation will be done via vactor trucks as needed. 8. Dust Control Dust Control will not be required as the redevelopment involves replacing the existing paved area with the proposed building. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 24 9. Flow Control Surface water from disturbed areas will be routed through the existing flow control facility. 10. Control Pollutants Similar to SWPPS Measures. 11. Protect Existing and Proposed Stormwater Facilities and On-site BMPs Protection measures will be installed and maintained so as to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site BMPs. a. Protect all stormwater facilities and on-site BMPs and proposed stormwater facility and on-site BMP footprints from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the BMPs/facilities. b. Stormwater facilities and on-site BMPs will be restored to their fully functioning condition if they accumulate sediment during construction. Restoring the stormwater facilities and on-site BMPs will include, at a minimum, removal of sediment and any sediment-laden bioretention soils, and replacing the removed soils with soils meeting the design specification. Replacement with a new fully functioning stormwater facility and/or on-site BMP may be required if restoration to the fully functioning condition cannot be accomplished. c. Prevent compacting Bioretention BMPs/facilities by excluding construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. d. Control erosion and avoid introducing sediment from surrounding land uses onto permeable pavement BMPs. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. e. Permeable pavement BMPs fouled with sediments or no longer passing an initial infiltration text will be cleaned using procedures from Appendix A of 2017 City of Renton SWDM or the manufacturer’s procedures. f. Keep all heavy equipment off existing soils under stormwater facilities and on-site BMPs that have been excavated to final grade to retain the infiltration rate of the soils. 12. Maintain Protective BMPs Protection measures will be maintained to ensure continued performance of their intended function, to prevent adverse impacts to the existing stormwater facilities and on-site BMPs and areas of proposed BMPs/facilities, and protect other disturbed areas of the project. Protection measures will be monitored per Section D.2.4.4 of 2017 City of Renton SWDM at a minimum. a. Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 25 b. Remove all temporary erosion and sediment control BMPs prior to final construction approval or within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. c. Provide protection to all stormwater facilities and on-site BMPs installed for the permanent control of stormwater from sediment and compaction. All stormwater facilities and on-site BMPs that are to remain in place following completion of construction will be examined and placed in full operating conditions. If sediment enters the stormwater facilities and/or on-site BMPs during construction, it shall be removed and the stormwater facility and on-site BMP will be returned to the conditions specified in the construction documents or as required for full stormwater facility and on-site BMP replacement. d. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of erosion and sediment control BMPs or vegetation. 13. Manage the Project The project will be effectively managed by coordinating the timing of site development relative to the ESC concerns and timely inspection, maintenance and update of protective measures. A qualified CSWPP Supervisor will be assigned to be the primary contact for ESC and SWPPP issues. In addition, project management will incorporate the following; a. Phase development projects to the maximum degree practicable and take into account seasonal work limits. b. Inspection and monitoring – Inspect, maintain, and repair all BMPs as needed to ensure continued performance of their intended function. Conduct site inspections and monitoring in accordance with the Construction Stormwater General Permit and City requirements. c. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with the Construction Stormwater General Permit and City requirements. 8.2 Part B: SWPPS Measures: The following SWPPS measures were considered for application to the project: a) Follow effective pollutant handling and disposal procedures. b) Provide cover and containment for materials, fuel and other pollutants c) Manage Project site to maximize pollutant control and minimize pollutant sources. d) Protect from spills and drips of petroleum products and other pollutants e) Avoid over application or untimely application of chemicals and fertilizers f) Prevent or treat contamination of stormwater runoff by pH modifying sources KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 26 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 City of Renton Bond Quantity Worksheet A copy of the bond quantity worksheet is included in Appendix F. 9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch To be submitted following final approval of the plans. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN PAGE 27 10 OPERATIONS AND MAINTENANCE MANUAL All drainage facilities must be maintained by the property owner as specified in the Appendix A of the City of Renton 2017 Surface Water Design Manual, “Maintenance Requirements for Stormwater Facilities and On-site BMPs”, and as further prescribed in Chapter 6 for water quality facilities. A copy of the Operation and Maintenance Manual submitted as part of the permit application for flow control and water quality treatment facilities used will be retained on site. See Appendix G of this report for a copy of the maintenance manual. A log of maintenance activity indicating when cleaning occurred and where waste was disposed of will also be kept by the owner and be available for inspection by the City. KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN FIGURES 1. FIGURE 1: TIR WORKSHEET 2. FIGURE 2: SITE LOCATION MAP 3. FIGURE 3: DRAINAGE BASIN MAP 4. FIGURE 4: EXISTING DISCHARGE POINT 5. FIGURE 5: NRCS WEB SOIL SURVEY 6. FIGURE 6: FLOW CONTROL APPLICATION MAP 7. FIGURE 7: FEMA FLOOD INSURANCE RATE MAP (FIRM) 8. FIGURE 8: TREE RETENTION CREDIT CALCULATION 9. FIGURE 9: CITY OF RENTON BOND QUANTITY WORKSHEET KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix A – OFFSITE ANALYSIS 1. DOWNSTREAM ANALYSIS MAP 2. PHOTOS 3. FIELD NOTES KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix B – FLOW CONTROL 1. WWHM HYDROLOGIC ANALYSIS 2. EXISTING LAND COVER EXHIBIT 3. PROPOSED LAND COVER EXHIBIT KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix C - CONVEYANCE SYSTEM ANALYSIS 1. EXHIBIT C1 – PROPOSED CONVEYANCE BASINS 2. ISOPLUVIALS 3. RATIONAL METHOD CALCULATIONS 4. BENTLEY FLOW MASTER ANALYSIS 5. BACKWATER ANALYSIS KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix D - WATER QUALITY 1. EXHIBIT D-1: NEW AND REPLACED PGIS AREA 2. EXHIBIT D-2: PGIS AREA TREATED BY FILTERRA KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix E - OTHER REPORTS 1. GEOTECHNICAL REPORT 2. GEOTECHNICAL REPORT INFILTRATION ADDENDUM KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix F - BOND QUANTITY WORSKSHEET 1. CITY OF RENTON BOND QUANTITY WORKSHEET 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: 06/14/2016Version: 04/26/2017Printed 5/11/2018 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationKing County Regional AFIS Lab ReplacementSeattle, WA 981049188000146King County DES Facilities (c/o Joe Hicker)17-000627206-477-93705/10/2018Prepared by:FOR APPROVALProject Phase 1Map@deainc.comMarc Pudists33790David Evans and Associates, Inc.2106 Pacific Ave, Suite 400, Tacoma, Wa 98402253.250.0630900 Oaksdale Ave SW, Renton WA500 4th Avenue, Suite 800SW Grady Way18-000069Abbreviated Legal Description:SE 1/4, Section 26, Townhsip 23 North, Range 4 East, W.M.Page 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY5003,250.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each6213.00Crushed 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$ LF Fence, Temporary (NGPE)ESC-81.50$ LF7001,050.00Geotextile 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$ SY6001,500.00Mulch, 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$ Each Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment 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:6,013.00SALES TAX @ 10%601.30EROSION/SEDIMENT TOTAL:6,614.30(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ AcreExcavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LF2354,700.00Fencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HRTrail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:4,700.00(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: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY130045,500.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF5006,250.00Curb and Gutter, demolition and disposalRI-918.00$ LF5009,000.00Curb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF5501,017.50Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY2007,600.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ EachStriping, per stallRI-217.00$ Each428.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:69,395.50(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY89024,920.004" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:24,920.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:74,095.50SALES TAX @ 10%7,409.55STREET AND SITE IMPROVEMENTS TOTAL:81,505.05(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.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/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each46,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each for additional depth over 4' D-7480.00$ FTCB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ Each1200.00Culvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LF41615.00Culvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:6,815.00(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: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ 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: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LF19116,044.00Culvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:16,044.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.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-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each 2Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)STORM PIPE PVC 10"WI-120.00$ LF621,240.004'x4' Filterra (proprietary facility)WI-29,500.00$ EA19,500.004'x6' Filterra (proprietary facility)WI-310,500.00$ EA110,500.00WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:21,240.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:28,055.00SALES TAX @ 10%2,805.50DRAINAGE AND STORMWATER FACILITIES TOTAL:30,860.50(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 CED Permit #:18-000069ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)-$ Future Public Improvements Subtotal(c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)30,860.50$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond6,172.10$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 253.250.0630Map@deainc.comKing County Regional AFIS Lab Replacement17-000627900 Oaksdale Ave SW, Renton WA9188000146FOR APPROVAL18-0000692106 Pacific Ave, Suite 400, Tacoma, Wa 9840237,474.80$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS5/10/2018Marc Pudists33790David Evans and Associates, Inc.R((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)6,614.30$ -$ 30,860.50$ 6,614.30$ -$ 30,860.50$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/11/2018 KING COUNTY REGIONAL AFIS LAB REPLACEMENT MAY 2018 STORMWATER SITE PLAN Appendix G - OPERATIONS AND MAINTENANCE MANUAL 1. OPERATIONS AND MAINTENANCE MANUAL FOR ON-SITE BMPS