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Home My WebLink AboutRS_StormDrainage_190111_V2.pdf Cedar River Apartments City of Renton, WA Technical Information Report January 2019 | Preliminary Report KPFF Consulting Engineers ii This page intentionally left blank. Cedar River Apartments – SRM Development iii Table of Contents 1 Project Overview ........................................................................................................................................... 1 2. Conditions and Requirements Summary ................................................................................................... 6 Core Requirement No. 1: Discharge at the Natural Location ................................................................... 6 Core Requirement No. 2: Off-Site Analysis .............................................................................................. 6 Core Requirement No. 3: Flow Control .................................................................................................... 6 Core Requirement No. 4: Conveyance System ....................................................................................... 7 Core Requirement No. 5: Construction Stormwater Pollution Prevention ............................................... 7 Core Requirement No. 6: Maintenance and Operations .......................................................................... 7 Core Requirement No. 7: Financial Guarantees and Liability .................................................................. 7 Core Requirement No. 8: Water Quality .................................................................................................. 8 Special Requirements .............................................................................................................................. 8 Special Requirement No. 1: Other Adopted Area-Specific Requirements ........................................ 8 Special Requirement No. 2: Flood Hazard Area Delineation ............................................................ 9 Special Requirement No. 3: Flood Protection Area Delineation ........................................................ 9 Special Requirement No. 4: Source Control ...................................................................................... 9 Special Requirement No. 5: Oil Control ............................................................................................. 9 Special Requirement No. 6: Aquifer Protection Area ........................................................................ 9 Supplemental Requirements .................................................................................................................... 9 3. Off-Site Analysis ......................................................................................................................................... 10 Task 1: Study Area Definition and Maps ................................................................................................ 10 Task 2: Resource Review ...................................................................................................................... 10 Off-Site Analysis Reports ................................................................................................................. 10 Basin Plan ........................................................................................................................................ 11 Floodplain and Floodway Research ................................................................................................ 11 Wetlands Inventory .......................................................................................................................... 11 Soil Conditions ................................................................................................................................. 11 Section 303 (d) List of Polluted Waters ........................................................................................... 11 Task 3: Field Inspection ......................................................................................................................... 12 Task 4: Drainage System Description and Problem Descriptions ......................................................... 12 Task 5: Mitigation of Existing or Potential Problems .............................................................................. 12 4. Flow Control, LID, and Water Quality Facility Analysis and Design ..................................................... 12 Part 4.A: Existing Site Hydrology ........................................................................................................... 12 Part 4.B: Developed Site Hydrology ....................................................................................................... 13 Part 4.C: Performance Standards .......................................................................................................... 14 Part 4.D: Flow Control System ............................................................................................................... 14 Part 4.E: Water Quality System .............................................................................................................. 14 5. Conveyance System Analysis and Design............................................................................................... 15 6. Special Reports and Studies ..................................................................................................................... 16 7. Other Permits .............................................................................................................................................. 16 KPFF Consulting Engineers iv 8. Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design...................... 17 Part A: Erosion and Sediment Control Plan Analysis and Design ........................................................ 17 Part B: Stormwater Pollution Prevention Plan (SWPPP) Design .......................................................... 18 9. Bond Quantities, Facility Summaries, and Declaration of Covenant ................................................... 18 10. Maintenance and Operations Manual ...................................................................................................... 18 List of Figures Figure 1: TIR Worksheet ................................................................................................................................... 1.i Figure 2: Project Site Location Map ..................................................................................................................... 2 Figure 3.1: Existing Drainage Basins and Sub-basins ......................................................................................... 3 Figure 3.2: Proposed Drainage Basins and Sub-basins ...................................................................................... 4 Figure 4: Soils ...................................................................................................................................................... 5 Figure 5: Confluence Map ................................................................................................................................... 6 Figure 6: Study Area Map .................................................................................................................................. 10 List of Tables Table 4-1: Existing Basin Conditions .................................................................................................................. 13 Table 4-2: Water Quality Facility Overview ........................................................................................................ 15 Table 5-1: Proposed Conveyance Design ......................................................................................................... 16 Table 7-1: List of Permits ................................................................................................................................... 16 Appendices Appendix A – Operations and Maintenance Manual Appendix B – Site Improvement Plan Appendix C – TESC, Water Quality, and Conveyance Calculations and Design Analysis Appendix D – Bond Quantities, Facility Summaries, and Declaration of Covenant Appendix E – Special Reports and Studies Cedar River Apartments – SRM Development 1 1. Project Overview This report documents the drainage analysis for the Cedar River Apartment project. The project is located at 1915 Southeast Maple Valley Highway, Renton, Washington. It is bordered by Maple Valley Highway (SR-169) to the northeast, Cedar River Park Drive to the north, the Renton Community Center to the northwest, and the Cedar River to the south (see Figure 1). The proposed project site consists of a 12.54-acre property and approximately 0.19 acres of frontage improvements in existing City Right-of-Way. An additional 0.06 acres of the property along Cedar River Park Drive and Maple Valley Highway will be dedicated to the City to allow for the required frontage improvements. The soil characteristics of the site consist of mostly Riverwash (Rh) and Pilchuck loamy fine sand (Pc) near the north side (see Figure 4). The site is in a Commercial Office Residential Zone (CORZ). The site is currently a compacted gravel lot with minimal vegetation. The majority of the site is relatively flat and gradually slopes from the northeast to the south, with an elevation change of approximately 20 feet across the site. The southeast corner of the site has steep slopes exceeding 15 percent. There are existing City and privately owned monitoring wells on-site. The City monitoring wells on-site will be preserved or replaced and all other on-site wells will be abandoned. There is existing stormwater conveyance infrastructure in the Maple Valley Highway and Cedar River Park Drive right-of-way, but there is no existing on-site stormwater conveyance system. The project proposes to construct two mixed-use buildings consisting of multi-family and commercial space with associated parking, pedestrian hardscape, and amenity areas. A commercial development will occur on the northern portion of the site at a later date. The scope of this project is to provide a stabilized footprint for future development in this portion of the site. The proposed development will require a new stormwater conveyance system with two new outfalls near the Cedar River. New pollution-generating surfaces will be treated using Best Management Practices (BMPs) that meet enhanced basic water quality standards. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Land Use (e.g., Subdivision / Short Subd.)  Building (e.g., M/F / Commercial / SFR)  Grading  Right-of-Way Use  Other _______________________  DFW HPA  COE 404  DOE Dam Safety  FEMA Floodplain  COE Wetlands  Other ________  Shoreline Management  Structural Rockery/Vault/_____  ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final:  Full  Targeted  Simplified  Large Project  Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final:  Full  Modified  Simplified __________________ __________________ __________________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS  River/Stream ________________________  Lake ______________________________  Wetlands ____________________________  Closed Depression ____________________  Floodplain ___________________________  Other _______________________________ _______________________________  Steep Slope __________________________  Erosion Hazard _______________________  Landslide Hazard ______________________  Coal Mine Hazard ______________________  Seismic Hazard _______________________  Habitat Protection ______________________  _____________________________________ REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE  Core 2 – Offsite Analysis_________________  Sensitive/Critical Areas__________________  SEPA________________________________  LID Infeasibility________________________  Other________________________________  _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________  Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ On-site BMPs: _______________________________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION  Clearing Limits  Cover Measures  Perimeter Protection  Traffic Area Stabilization  Sediment Retention  Surface Water Collection  Dewatering Control  Dust Control  Flow Control  Control Pollutants  Protect Existing and Proposed BMPs/Facilities  Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION  Stabilize exposed surfaces  Remove and restore Temporary ESC Facilities  Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary  Flag limits of sensitive areas and open space preservation areas  Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description  Detention  Infiltration  Regional Facility  Shared Facility  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS  Drainage Easement  Covenant  Native Growth Protection Covenant  Tract  Other ____________________________  Cast in Place Vault  Retaining Wall  Rockery > 4′ High  Structural on Steep Slope  Other _______________________________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ____________________________________________________________________________________ Signed/Date KPFF Consulting Engineers 2 Figure 2: Project Site Location Map N Property Boundary Project Site Limits Cedar River Cedar River Park Drive Maple Valley Highway (SR-169) Steep Slopes Cedar River Apartments – SRM Development 3 Figure 3.1: Existing Drainage Basins and Sub-Basins KPFF Consulting Engineers 4 Figure 3.2: Proposed Drainage Basins and Sub-Basins Cedar River Apartments – SRM Development 5 Figure 4: Soils Riverwash (Rh) Water (W) Pilchuck loamy fine sand (Pc) Project Site Limits Off-site Drainage Basin (TYP) KPFF Consulting Engineers 6 2. Conditions and Requirements Summary The proposed site improvements require a “Full Drainage Review” per the 2017 City of Renton Surface Water Design Manual (CORSWDM), Section 1.1.2.4. The following is a summary of how the project will comply with the nine core requirements and six special requirements: CORE REQUIREMENT NO. 1: DISCHARGE AT THE NATURAL LO CATION Discharge from the project site will continue to discharge at the natural discharge locations to the Cedar River. The project meets the discharge requirements in Section 1.2.1 of the 2017 CORSWDM because all stormwater runoff and surface water from the project site will be discharged directly to a major receiving water. Stormwater runoff from the frontage improvements will not be redirected as a result of this project. The on-site drainage facilities are not anticipated to create a significant adverse impact to downstream properties or drainage systems. CORE REQUIREMENT NO. 2: OFF-SITE ANALYSIS A Level 1 downstream analysis is included in Section 3 of this report, as required by Section 1.2.2 of the 2017 CORSWDM. CORE REQUIREMENT NO. 3: FLOW CONTROL Not applicable. The project qualifies for the direct discharge exemption because it drains to one of the major receiving waters listed in Table 1.2.3.B and meets all five criteria for direct discharge in the 2017 CORSWDM. See Figure 5 for the location of the project site on the Cedar River downstream of Taylor Creek confluence. Figure 5: Confluence Map Project Site Cedar River Apartments – SRM Development 7 The following bullet points demonstrate how stormwater runoff from the project site meets all five criteria for the direct discharge exemption referenced above: · The project site discharge points are within the 100-year floodplain of the Cedar River. · The conveyance system on the project site extends to the ordinary high water mark of the Cedar River. · The conveyance system has adequate capacity to convey the 25-year peak flow for the entire contributing drainage area under full build-out conditions under current zoning, including the future commercial building on the northwest corner of the property. · The conveyance system will discharge to stabilized areas consisting of rock lining per Section 4.2.2 of the CORSWDM. · The proposed direct discharge does not divert flows from or increase flows to an existing wetland or stream. CORE REQUIREMENT NO. 4: CONVEYANCE SYSTEM There is no existing stormwater conveyance system. The site is located in Zone 1 of the Aquifer Protection Area (APA) and will utilize a piped conveyance system that drains to the site’s natural discharge location to the Cedar River per Section 1.2.4.3.B of the CORSWDM. See Section 5 of this report for analysis and design of the proposed conveyance system within the project site. CORE REQUIREMENT NO. 5: CONSTRUCTION STORMWATER POL LUTION PREVENTION Temporary Erosion and Sediment Control (TESC) BMPs will be implemented during construction to prevent, to the maximum extent practicable, the transport of sediment from the project site. TESC BMPs are anticipated to include silt fences, conveyance swales, check dams, a sediment pond with a liner, catch basin inserts, mulching of exposed areas, dust control, and other measures as necessary. See Section 8 of this report for the Construction Stormwater Pollution Prevention Plan analysis and design. CORE REQUIREMENT NO. 6: MAINTENANCE AND OPERATIONS The owner is responsible for the maintenance and operations of the proposed drainage facilities. A maintenance and operations manual is provided in Appendix A of this report. CORE REQUIREMENT NO. 7: FINANCIAL GUARANTEES AND LI ABILITY The project will post a construction bond, assignment of funds, or a certified check before a building permit is issued in accordance with the COR Municipal Code 4-6-030. The applicant will also maintain liability insurance throughout the duration of construction. A maintenance bond will also be submitted to the City of Renton before receiving acceptance of any newly constructed on-site private storm drain improvements. See Section 9 of this report for the City of Renton Bond Quantity Worksheet for this project. KPFF Consulting Engineers 8 CORE REQUIREMENT NO. 8: WATER QUALITY The project site falls within the Enhanced Basic Water Quality (EWQ) treatment area per the CORSWDM, Section 6.1.2. The project will treat runoff from all target pollution-generating impervious surfaces (PGIS) using the three Filterra system units. Contech’s Filterra system is a proprietary facility satisfying Option 5 of the Enhanced Basic treatment approach. The system has received the General Use Level Designation (GULD) for enhanced treatment through the Technology Assessment Protocol – Ecology (TAPE) process. A copy of the certification is included in Appendix C. See Section 4 of this report for Water Quality Facility Analysis and Design including drainage areas to each Filterra system unit. CORE REQUIREMENT NO. 9: ON-SITE BMPS The project site is site greater than 22,000 square feet and is subject to “large lot BMP requirements.” The project qualifies for flow control facility exemption through the Direct Discharge Exemption in accordance with Section 1.2.3.1 of the CORSWDM and is not required to achieve the Low-Impact Development (LID) performance standards. On-site BMPs that involve infiltration, open stormwater facilities, and connections to sub-surface drains are not allowed in Zone 1 of the APA; therefore, infiltration testing to determine the feasibility of on-site infiltration BMPs is not required per Section 1.2.9 of the CORSWDM. The following BMPs are infeasible for the project site: full dispersion, full or limited infiltration, bioretention, permeable pavement requirements, and perforated pipe connections. The project is not eligible for the tree retention credit because there are no existing trees within 20 feet of new or replaced ground level impervious surfaces. Similarly, the project is not eligible for the native growth retention credit because there are no areas of native growth on slopes flatter than 15% within the project. Finally, the reduced impervious surface is not feasible within the commercial office residential zone (CORZ). Basic dispersion by sheet flow will be provided for hard surfaces within the 100-foot Cedar River buffer. Use of splash blocks and rock pads to achieve a basic dispersion buffer are infeasible because the contributing area from roofs and other hard surfaces exceed 700 square feet. Likewise, the maximum amount of contributing area from impervious surfaces is exceeded at the piped conveyance system outfall locations. Soil amendment will be applied to all new pervious surfaces in accordance with Appendix C.2.13 of the CORSWDM. SPECIAL REQUIREMENTS In addition to the nine core requirements, the project must evaluate compliance with the six special requirements: Special Requirement No. 1: Other Adopted Area-Specific Requirements The site is adjacent to the lower Cedar River and is part of the Tier 1 subareas for salmon conservation. The Renton Chinook Conservation Strategy for the Water Resource Inventory Area (WRIA) 8 details suggested guidelines to mitigate runoff through mechanisms such as habitat improvements, regulations, incentives, and BMPs as designated by the state under WAC 173-500-040. Cedar River Apartments – SRM Development 9 Salmon conservation plans are not required in the City of Renton. However, implementing stormwater quality treatment facilities will reduce fish exposure to pollution and harmful water quality conditions. The COR’s Hazard Mitigation Plan provides planning area-wide elements for hazard requirements. The project will provide compensatory floodplain storage for fill within the floodplain. Other general requirements are listed in Table 3 of the “Current Progress on Action Plan Initiatives” on the King County Hazard Mitigation Plan. Special Requirement No. 2: Flood Hazard Area Delineation The final 100-year floodplain and applicable floodway boundaries will be delineated on the final site improvement plans. Upon completion of their study, Golder Associates Inc. will indicate in their report the boundaries of the severe and moderate channel migration hazard area in accordance with RMC 4-3-050 and associated public rules. Special Requirement No. 3: Flood Protection Area Delineation The proposed project will not rely on existing or proposed flood protection facilities for protection against hazards posed by erosion or inundation. Therefore, there are no flood protection area delineation requirements. Special Requirement No. 4: Source Control Water quality source controls applicable to this project will be applied in accordance with the King County Stormwater Pollution Prevention Manual and Renton Municipal Code, Title IV. See Section 8 of this report for the Construction Stormwater Pollution Prevention Plan Analysis and Design. Special Requirement No. 5: Oil Control This requirement is not applicable. Based on the Traffic Impact Analysis prepared by William Popp Associates, dated September 21, 2017, the proposed development is not classified as a high-use site because the commercial-related expected Average Daily Traffic (ADT) will be less than 100 vehicles per 1,000 square feet of gross building area for the commercial space. Special Requirement No. 6: Aquifer Protection Area The site is in Zone 1 of the City’s APA, as identified in the RMC 4-3-050, and is prohibited from using open stormwater facilities, stormwater BMPs that rely on infiltration, and open conveyance systems. SUPPLEMENTAL REQUIREMENTS In addition to the nine core and five special requirements, this report is required to document the following to the extent known: the applicable critical area requirements and development requirements (conditional use permits, rezones, variances and adjustments, State Environmental Policy Act (SEPA) mitigations, etc.). See Appendix E for attachments. No additional requirements are known at this time. Documentation will be added to Appendix E in the event unanticipated requirements arise. KPFF Consulting Engineers 10 3. Off-Site Analysis TASK 1: STUDY AREA DEFINITION AND MAPS Flow from the site discharges to Cedar River and flows northwest to Lake Washington. The project site is 12.73 acres and receives another 0.19 acres of off-site drainage. Off-site drainage areas are shown in Figures 3.2 and 6. Figure 6: Study Area Map TASK 2: RESOURCE REVIEW All resources listed from the CORSWDM were reviewed for potential problems in the study area. These include information from off-site analysis reports, basin plans, FEMA maps, wetland inventory maps, soil survey data, sensitive area map folios, City of Renton erosion and landslide maps, and Washington State water quality atlas maps. Off-Site Analysis Reports The Cedar River Current and Future Conditions Report from 1993 offers an off-site analysis report regarding flooding, erosion and deposition, aquatic habitat, and water quality conditions. The Lower Cedar River Basin was ranked number one due to the relative importance of its natural resources and the need to protect the area from further water quality degradation. According to the report’s maps compiled from 1991 Environmental Protection Agency (EPA) data, the site is within the Lower Mainstem sub-basin, part of the City of Renton Planning Area, in a moderate recharge area consisting of alluvium soils; is part of the MS1 catchment area, which has one reported hazardous waste generator; and is near a Small Quantity Generator (SQG) that has led to a nonpoint water quality problem, which includes erosion and flooding problems. Further flood mitigation is of continual interest for future development to reduce channel erosion and pollution runoff. Increased land- use development and pollution generating activities have decreased the historically high water quality in the Cedar River Basin Planning Area (BPA) through increased volumes of stormwater runoff and stream flows. King County’s initial documented surface water conditions are included in the 1987 Lower Cedar River Basin Reconnaissance Report. Project and Study Area Boundary Site Discharge Points Off-site Drainage Areas (TYP) Cedar River Apartments – SRM Development 11 Basin Plan King County’s Cedar River Basin Plan and Nonpoint Pollution Action Plan prioritizes key recommendations into a Core Plan that identifies ongoing programs to resolve hazardous flooding, protect and restore the most valuable natural aquatic habitats, and maintain the Cedar River’s high water quality. The major problems in the Cedar Basin are flooding hazards and declining salmon and steelhead runs. The primary goal is to maintain the generally high surface water and groundwater quality in the basin. Floodplain and Floodway Research The FEMA Flood Map Service Center shows the most recent flood insurance maps as of September 15, 2017, for the 100-year floodplain on the southern portion of the site. More than 8 feet will be provided between the proposed lowest finished floor elevation and the Base Flood Elevation (BFE). The existing 100-year floodplain boundary is indicated on the site improvement plans found in Appendix B of this report. Wetlands Inventory The U.S. Fish and Wildlife National Wetlands Inventory map website indicates that the Cedar River is classified as a R3UBH wetland (Riverine, Upper Perennial, Unconsolidated Bottom, and Permanently Flooded) habitat. The maps indicates a 0.9-acre area of wetland bordering the northern portion of the property classified as a R4SBC (Riverine, Intermittent, Streambed, Seasonally Flooded) habitat. This area is upstream of the project site and will not be impacted by the project. Soil Conditions The USDA Web Soil Survey has provided a basic understanding of existing soil conditions. The majority of the site consists of Riverwash soil, as shown in Figure 4. The site has protected and sensitive slopes in the lower east corner that exceed at least 25% over 15 feet of vertical rise per the RMC 4-3-050. The King County Landslide Hazard Areas Map for Sensitive Areas Ordinance (SAO) Designations from October 31, 2006, shows the approximate boundaries of landslide hazards. The map indicates that the site is in a park category and does not appear to trigger landslide hazards. The City of Renton Sensitive Areas map also does not indicate any landslide hazards on-site. The King County GIS map indicates that the site lies within the 1990 SAO erosion hazard region. According to the King County planning and critical area designations, the site may be subject to erosion hazards. See Section 4.A of this report for existing topsoil conditions at the project site. Section 303 (d) List of Polluted Waters The Washington State Water Quality Atlas on the Department of Ecology’s website identifies Cedar River to Lake Washington as a freshwater, core summer salmonid habitat that has been rated in three different water categories for downstream locations of the project site. The City of Renton recognizes Categories 2, 4, and 5 as problems that require additional mitigation. Category 1 listings consist of copper, ammonia-N, arsenic, selenium, and bacteria, which meet tested standards for clean waters. Mercury has been rated into Category 2 as a concern for the water body. Category 5 listings include pH, temperature, and dissolved oxygen, classifying them as “polluted waters” that require water improvements. Downstream water quality problems that require special attention within the area 1/4 mile to 15 percent of the total discharge area distance determined by the State of Washington include dissolved oxygen, temperature, metals, and high pH. Listed below are the requirements for the four water quality issues. KPFF Consulting Engineers 12 · Dissolved Oxygen (DO) Problem (Type 2) The three requirements are not applicable. The project’s downstream analysis did not indicate the dissolved oxygen problem to be caused by excessive phosphorus and is not proposing a new wetpond or wetvault. · Temperature Problem (Type 3) The two requirements are not applicable. The project does not propose a new wetpond and is prohibited from using open drainage features. · Metals Problem (Type 4) A water quality facility option from the Enhanced Basic Water Quality Menu is required. The proposed project includes right-of-way improvements and must avoid leachable heavy metals to the extent practical (e.g., galvanized metals) that will be exposed to the weather (e.g., guard rails, street lights, etc.). · High pH Problem (Type 7) All proposed concrete vault structure submerged surfaces for stormwater control purposes must be coated or otherwise treated to prevent alteration of pH. TASK 3: FIELD INSPECTION The design engineer conducted a Level 1 investigation of the existing on-site and off-site drainage systems of the project site and its vicinity on July 13, 2017. No existing or potential constrictions or downstream drainage problems were noted. TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DES CRIPTIONS The project site currently sheet flows to the Cedar River. There is no formal drainage system, and therefore, there are no drainage system components or problems to describe. TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEM S No existing or potential problems were noted in the off-site review for existing erosion, flooding, or landslide. 4. Flow Control, LID, and Water Quality Facility Analysis and Design PART 4.A: EXISTING SITE HYDROLOGY The project consists of one threshold discharge area because the existing conveyance systems combine within 1/4 mile downstream. This threshold discharge area is divided into three drainage basins because each basin has a distinct discharge location to the Cedar River. Basin 1 consists of the area located behind the Maple Valley Highway curb shown in Figure 3.1. Stormwater from Basin 1 is collected by existing catch basins in Maple Valley Highway and conveyed to an existing 24- inch outfall to the Cedar River approximately 100 feet east of the project site. The existing land cover consists of a concrete sidewalk. Cedar River Apartments – SRM Development 13 Basin 2 consists of the area located behind the Cedar River Park Drive curb shown in Figure 3.1. Stormwater from Basin 2 eventually discharges to the Cedar River through an existing 12-inch outfall approximately 800 feet west of the project site. The existing land cover consists of a concrete sidewalk. Basin 3 consists of the project site and off-site drainage areas along the north and eastern property lines. Stormwater from Basin 3 sheet flows south and discharges to the Cedar River. There is no existing stormwater collection or conveyance infrastructure on-site. The existing land cover within Cedar River Park Drive consists of asphalt roadway, concrete curb, gutter and sidewalk, and minimal vegetation. The project site consists primarily of gravel with minimal vegetation and a concrete retaining wall along the Cedar River. The project site gradually slopes north to south. Table 4-1: Existing Basin Conditions Area (acres) Soil Type Land Cover Basin 1 0.14 Till Sidewalk Basin 2 0.05 Till Sidewalk Basin 3: On-Site and Off-Site 12.73 Till Asphalt road; gravel; concrete retaining wall; vegetation; concrete curb, gutter, and sidewalk The geotechnical report prepared by Terracon Consultants, Inc. on October 31, 2018, indicates loose to medium dense alluvium and medium dense to very dense alluvium soil types on the project property. Alluvial soils are classified as till soils with a hydrologic soil group C per Section 3.2.2 of the CORSWDM. Refer to Figure 3.1 for a graphical representation of the existing basins and outfalls. PART 4.B: DEVELOPED SITE HYDROLOGY The developed site hydrology will maintain the three drainage basins described above. Refer to Figure 3.2 for a graphical representation of the proposed drainage basins, sub-basins, and outfalls. The addition of landscaping on both sides of the Maple Valley Highway sidewalk will expand the developed Basin 1 drainage area. The replaced sidewalk and all landscaping within the Maple Valley Highway right-of- way will drain to the existing catch basins in Maple Valley Highway and continue to be conveyed to the existing outfall to the Cedar River. The addition to landscaping on both sides of the Cedar River Park Drive, sidewalk will expand the developed Basin 2 drainage area. The replaced sidewalk and all landscaping within the Cedar River Park Drive right-of- way will drain to an existing catch basin in Cedar River Park Drive and continue to be conveyed to the existing outfall to the Cedar River. KPFF Consulting Engineers 14 Basin 3 will consist of the remainder of the project site and the off-site drainage basins shown in Figure 3.2. The proposed land cover will consist of asphalt pavement, gravel, concrete curb and sidewalk, building roofs, a permeable fire lane, pedestrian hardscape, paved amenity areas, retaining walls, and landscaping. Stormwater will be collected through new catch basins and area drains and be conveyed through tightline storm drain pipes and roof leaders. Basin 3 will discharge to the Cedar River at two new outfall locations identified in Figure 3.2. Basin 3 is divided into several sub-basins. The drainage areas for each water quality facility are broken up into on-site and off-site sub-basins. Filterra WQ Unit No. 1 receives runoff from Sub-Basin 3.A and Sub-Basin 3F.1. Filterra WQ Unit No. 2 receives runoff from Sub-Basin 3A.2 and Sub-Basin 3F.3. Filterra WQ Unit No. 3 receives runoff from Sub-Basin 3A.3. Sub-Basin 3B is the future commercial development. This future development area is north of the inner drive aisle and will be covered by gravel. It will be graded to sheet flow to a shallow swale that will convey stormwater runoff to a catch basin and connect downstream of the water quality facility in the eastern conveyance system. Sub-Basins 3A.3, Sub-Basin 3B, Sub-Basin 3C, and off-site Sub-Basin 3F.3 are conveyed to a new outfall near the Cedar River. Sub-Basin 3A.1, Sub-Basin 3A.2, Sub-Basin 3D, off-site Sub-Basin 3F.1, and off-site Sub- Basin 3F.2 are collected by a separate on-site conveyance system. This system will outfall near the Cedar River. Finally, Sub-Basin 3E and off-site Sub-Basin 3F.4 represent the drainage areas within the Cedar River buffer that will continue to sheet flow to the river. Refer to Appendix C for proposed land cover and soil type areas. PART 4.C: PERFORMANCE STANDARDS Area-Specific Flow Control Facility requirements are not applicable for this project. This project is subject to enhanced basic treatment per 1.2.8.1.A of the CORSWDM. The conveyance system will have sufficient capacity to convey and contain the 25-year peak flow; see Appendix C for supporting calculations. Due to the presence of the 100-year flood plain on the project site, the 25-year peak flow will be used to design the proposed conveyance system. In the event of a major storm event (greater than 1-inch within 24 hours), all overflows will discharge to the Cedar River. PART 4.D: FLOW CONTROL SYSTEM No flow control system is required, as discussed in Section 2, Core Requirement No. 3 of this report. PART 4.E: WATER QUALITY SYSTEM The project’s water quality facilities consist of three Filterra Peak Diversion units. All new pollution-generating impervious surfaces will be directed to one of the water quality facilities. The Western Washington Hydrologic Model (WWHM) 2012 was used to size the water quality facilities following Ecology’s conditions of use. Refer to Part 4.B of this report for the drainage areas to each water quality facility. Each Filterra water quality (WQ) unit will treat greater than 91% of the total runoff volume. Cedar River Apartments – SRM Development 15 Table 4-2: Water Quality Facility Overview Filterra Facility Media Bay Size Treated Sub-Basins WQ Unit No. 1 8 feet x 11.5 feet 3A.1 and 3F.1 WQ Unit No. 2 6 feet x 7.5 feet 3A.2 and 3F.2 WQ Unit No. 3 8 feet x 11.5 feet 3A.3 All supporting documentation for the water quality facilities are provided in Appendix C. This includes the WWHM report, the Ecology GULD certification for Filterra WQ units, and standard vault details. No permanent source controls or oil controls are required for this project. When developed, the area for future commercial development in Sub-Basin 3B will have its own water quality facility that will tie into the conveyance system associated with this report downstream of proposed the proposed WQ Unit No. 3. This development will be permitted separately from the scope of work addressed in this report. 5. Conveyance System Analysis and Design The existing public stormwater conveyance systems associated with Basins 1 and 2 were not analyzed as part of this design because the project is not proposing a net increase in impervious surfaces in these basins. The design approach selects a pipe and slope that has sufficient capacity to convey the 25-year peak flow for the full sub-basin. MGSFlood software was used to determine the peak flow for each sub-basin and the Uniform Flow Analysis method was used to calculate the pipe capacity and flow velocities. Refer to Table 5-1 for the selected pipe diameter and slope within each sub-basin. The pipe capacity, 25-year peak flow, and velocity are also included in Table 5-1. Supporting documentation for peak flow, pipe capacity, and flow velocities are included in Appendix C. The two new outfall locations will be stabilized using rock lining in accordance with Section 4.2.2 of the CORSWDM. Velocities at both outfalls will be less than 5 feet per second during the 25-year peak flow. The rock lining will consist of quarry spalls with the following gradation: 100% passing the 8-inch square sieve, a maximum of 40%-60% passing the 3-inch square sieve, and a maximum of 0-10% maximum passing the ¾- inch square sieve. The rock lining for the east conveyance outfall will be 1 foot thick, 7.25 feet wide, 8 feet long, and extend 1 foot above the crown of the outlet pipe. The rock lining for the west conveyance outfall will be 1 foot thick, 7 feet wide, 8 feet long, and extend 1 foot above the crown of the outlet pipe. KPFF Consulting Engineers 16 Table 5-1: Proposed Conveyance Design Sub-basin Total Area (ac) Slope Pipe Diam (in) Manning's n Pipe Capacity (cfs) Post-Developed 25-year Flow (cfs)1 Flow Velocity at Outfalls (ft/s) Sub-Basin 3A.11 1.08 0.5% 12 0.014 2.34 0.54 - Sub-Basin 3A.22 0.67 0.5% 12 0.014 2.34 0.32 - Sub-Basin 3A.3 0.78 0.5% 12 0.014 2.34 0.48 - Sub-Basin 3B3 0.92 0.5% 12 0.014 2.34 0.43 - Sub-Basin 3C4 3.90 0.5% 12 0.014 2.34 1.91 2.43 Sub-Basin 3D5 4.33 0.6% 12 0.014 2.56 2.32 2.95 Notes: 1. Includes Sub-Basin 3A.1 and off-site Sub-Basin 3F.1. 2. Includes Sub-Basin 3A.2 and off-site Sub-Basin 3F.2. 3. Includes Sub-Basin 3B and off-site 3F.3. 4. Includes Sub-Basin 3A.3, Sub-Basin 3B, Sub-Basin 3C, and off-site Sub-Basin 3F.3. 5. Includes Sub-Basin 3A.1, Sub-Basin 3A.2, Sub-Basin 3D, off-site Sub-Basin 3F.1, off-site Sub-Basin 3F.2. 6. Special Reports and Studies Once completed, a fluvial geomorphology study prepared by Golder Associates Inc. will be included in the final version of this report. 7. Other Permits Section 1.1.3 of the CORSWDM provides other required permits for the project that are included below. Table 7-1: List of Permits Agency Permit/Approval Washington State Department of Transportation Developer/Local Agency Agreement Access Connection Permit Washington State Department of Ecology NPDES Construction Stormwater permit City of Renton Civil Construction Permit Clearing, Grading, and Building Permits Floodplain Development Permit Shoreline Permits Aquifer Protection Area Closure Permit Cedar River Apartments – SRM Development 17 8. Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design PART A: EROSION AND SEDIMENT CONTROL PLAN ANALYSIS AND DESIGN Temporary and permanent erosion and sediment control measures will be implemented to meet TESC requirements per Section D.2.1 of the 2017 CORSWDM. 1. Prior to site clearing or grading, Clearing Limits will be delineated on the temporary erosion and sediment control (TESC) plans and physically marked on the project site with markers and/or protective fencing. 2. Temporary and permanent Cover Measures will be provided when necessary during any period of precipitation to prevent erosion and to provide inlet protection for catch basins. 3. Filter fabric silt fencing or compost socks will provide Perimeter Protection to filter sediment from sheet flow downstream of all disturbed areas prior to upslope grading. 4. Traffic Area Stabilization methods consist of a stabilized construction entrances, construction staging areas, and other necessary vehicle stabilization to minimize erosion and tracking of sediment off-site. 5. Sediment Retention will be addressed with the use of a lined sediment pond near the Cedar River. The sediment pond sizing calculations in accordance with Section D.2.1.5.2 of the CORSWDM are included in Appendix C. 6. Berms, temporary interceptor swales, and check dams will be implemented as the Surface Water Collection system to intercept all surface water from disturbed areas and convey the sediment laden runoff to a sediment pond. 7. Treated runoff will be discharged to an existing catch basin along Maple Valley Highway preceding a precast Stormfilter facility identified on the TESC plans for Dewatering Control. 8. The Contractor will implement Dust Control mitigation efforts when the wind transport of soil is created from traffic hazards or weather-related conditions. 9. The site is Flow Control exempt and will not route surface water from disturbed areas to on-site flow control facilities. 10. The Contractor will implement stormwater pollution prevention measures to mitigate Control Pollutants by using applicable TESC BMPs. 11. On-Site Construction BMPs and Proposed Stormwater Facilities will be protected and maintained by the Contractor as indicated in the plans and Operations and Maintenance manual. 12. The TESC plans indicate that BMPs are to be maintained and protected during construction. 13. The project’s general contractor will be required to update the TESC facilities, as needed, to meet on- site conditions during construction. KPFF Consulting Engineers 18 PART B: STORMWATER POLLUTION PREVENTION PLAN (SWPPP ) DESIGN 1. Handling and disposal of all pollutants that occurs on-site, including waste materials, will be conducted in a manner that does not cause contamination of stormwater. 2. Any chemicals, liquid products, and non-inert wastes present on the site will be covered, protected, and contained to prevent vandalism and reduce susceptibility to hazards. Secondary containment for on-site fueling tanks and other materials are required. 3. On-site parking for construction equipment and contractor vehicles will be limited to an on-site construction staging area as indicated on the TESC plans. 4. Spill prevention measures such as a tire washout area, concrete truck wash area, and drip pans and a temporary plastic sheet placed beneath the vehicle will be used when conducting maintenance or repair involving oil changes, hydraulic system drain down, solvent and degreasing cleaning operations, fuel tank drain down removal, and other activities that may result in discharge or spillage of pollutants. 5. Agricultural chemicals will be applied in a manner and at application rates that will not result in loss of chemicals to stormwater runoff to avoid overapplication or untimely application of chemicals and fertilizers. 6. Stormwater shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. 7. The project’s general contractor will be required to update the Stormwater Pollution Prevention Plan, as needed, to meet on-site conditions during construction. 9. Bond Quantities, Facility Summaries, and Declaration of Covenant The Site Improvement Bond Quantity Worksheet provided by the Community of Economic Development (CED) is attached to provide a summary of the required construction bond amount and maintenance bond amount for the proposed improvements. The worksheet has not yet been completed but will be completed prior to submittal of the Civil Construction Permit. The Facility Summary Reference document is included in Appendix D. 10. Maintenance and Operations Manual The stormwater facilities located on-site generally consist of catch basins for collection, storm drainage pipes for conveyance, rock splash pads for outfall protection, and Contech’s Filterra system for water quality treatment. The Maintenance and Operations Manual is intended for the project owner once the project is complete and is also intended to satisfy the Drainage Review Plan Specifications in Section 2.3.1.1 of the 2017 CORSWDM. Refer to Appendix A for a copy of the maintenance and operations manual. Cedar River Apartments – SRM Development Appendix A Appendix A Maintenance and Operations Manual Cedar River Apartments – SRM Development Appendix A-1 Cedar River Apartments City of Renton, WA Stormwater Maintenance and Operations Manual January 2019 KPFF Consulting Engineers Appendix A-2 Stormwater Maintenance and Operations Manual Prepared for: SRM Development 720 Sixth Street South, Suite 200 Kirkland, WA 98033 Prepared by: David Schwartz, Principal, Civil Engineer, PE, LEED AP Maddy Murphy, Civil Design Engineer KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 Phone: (206) 622-5822 KPFF Project No. 1700317 Cedar River Apartments – SRM Development Appendix A-3 1. Stormwater Facility Narrative The Cedar River Apartment project consists of an approximately 12.48-acre lot located on the north side of Cedar River in the City of Renton (COR), Washington. The project includes construction of two mixed-use buildings, paved parking and drive aisles, pedestrian hardscape, sidewalks, landscaping and associated utilities. This Maintenance and Operations (MO) Manual is intended for the project owner once the project is complete and is intended to satisfy the Drainage Review Plan Specifications in Section 2.3.1.1 of the 2017 City of Renton Surface Water Design Manual (CORSWDM). SRM Development will be the responsible party for maintenance of the on-site storm system. The contact for the SRM Development is Tina Swanson, who can be reached at (509) 455-5477. This MO manual will be kept at a location that can be made available to the City for inspection. The location of each Best Management Practice (BMP), detail drawings for each BMP, descriptions for all maintenance tasks and the frequency of each task for each water quality facility, and a sample maintenance activity log are provided in this OM manual. The stormwater facilities located on-site generally consist of catch basins for collection, storm drain pipe for conveyance, and Contech Filterra system units for water quality treatment. If you are unsure whether a problem exists, please contact the City of Renton Community and Economic Development (CED) Department at (425) 430-7294. KPFF Consulting Engineers Appendix A-4 2. Maintenance Task Description STORMWATER BMP FACILITIES Refer to the attached maintenance requirements and Appendix A of the 2017 CORSWDM: · Catch basins · Conveyance pipes and ditches · Energy dissipaters · Grounds (landscaping) · Filterra system Cedar River Apartments – SRM Development Appendix A-5 NO. 40 – FILTERRA SYSTEM (BY CONTECH) At a minimum, all stormwater devices must initially be inspected every six months and after every major storm event (greater than 1 inch within 24 hours). Use the manufacturer’s recommendations, as tailored to the use of the site and as outlined in the Maintenance and Operation Manual. Maintenance and operations shall conform to any Ecology-issued use level designation, as applicable. Filterra system maintenance consists of the removal of trash, sediment, mulch, and the replacement of a fresh 3-inch layer of mulch. After the first year of maintenance by Contech, maintenance should be conducted at least once per year. Owners must promptly notify the maintenance supplier of any damage to the structure. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the supplier (i.e., no pruning or fertilizing) during the first year. Comments: KPFF Consulting Engineers Appendix A-6 STORMWATER FACILITY MAINTENANCE ACTIVITY LOG 1915 Maple Valley Highway Renton, WA 98057 Name of Inspector(s): ______________________________________________________________ Inspection Date: __________________________________________________________________ Inspection Time: __________________________________________________________________ Approximate Date/Time of Last Rainfall:________________________________________________ Type of Stormwater Facility: _________________________________________________________ Location of Facility on Site (in relation to building or other permanent structures): Water levels and observations (oil sheen, smell, turbidity, etc.): Sediment accumulation & record of sediment removal: Condition of vegetation (height, survival rates, invasive species present, etc.) and record of replacement and management (mowing, weeding, etc.): Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and side slopes. Record damaged items and replacement activities: Presence of insects or vectors. Record control activities: Identify safety hazards present. Record resolution activities: Notes: APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-48 NO. 39 – RETAINED TREES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or acceptable substitute NO. 40 – FILTERRA SYSTEM MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed. Facility – General Requirements Life cycle Once per year, except mulch and trash removal twice per year Facility is re-inspected and any needed maintenance performed Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries, or paint Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet Excessive sediment or trash accumulation Accumulated sediments or trash impair free flow of water into system Inlet should be free of obstructions allowing free distributed flow of water into system Mulch Cover Trash and floatable debris accumulation Excessive trash and/or debris accumulation Minimal trash or other debris on mulch cover. Mulch cover raked level. “Ponding” of water on mulch cover “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils Stormwater should drain freely and evenly through mulch cover Proprietary Filter Media/ Vegetation Substrate “Ponding” of water on mulch cover after mulch cover has been maintained Excessive fine sediment passes the mulch cover and clogs the filter media/vegetative substrate Stormwater should drain freely and evenly through mulch cover. Replace substrate and vegetation when needed Vegetation Plants not growing or in poor condition Soil/mulch too wet, evidence of spill, incorrect plant selection, pest infestation, and/or vandalism to plants Plants should be healthy and pest free Media/mulch too dry Irrigation is required Plants absent Plants absent Appropriate plants are present Excessive plant growth Excessive plant growth inhibits facility function or becomes a hazard for pedestrian and vehicular circulation and safety Pruning and/or thinning vegetation maintains proper plant density. Appropriate plants are present. Structure Structure has visible cracks Cracks wider than ½ inch Evidence of soil particles entering the structure through the cracks Structure is sealed and structurally sound Filterra Owner’s Manual ® Bioretention Systems ENGINEERED SOLUTIONS www.ContechES.com/filterra | 800-338-1122 3 Table of Contents Introduction ................................................................................4 Activation Overview .....................................................................4 Filterra Plant Selection Overview ...................................................6 Warranty Overview ......................................................................6 Routine Maintenance Guidelines...................................................6 Maintenance Visit Procedure .........................................................9 Appendix 1 – Activation Checklist ...............................................12 Appendix 2 – Planting Requirements for Filterra Systems ................13 Enclosed Local Area Filterra Plant List ® Bioretention Systems ENGINEERED SOLUTIONS www.ContechES.com/filterra | 800-338-11224 Introduction Thank you for your purchase of the Filterra® Bioretention System. Filterra is a specially engineered stormwater treatment system incorporating high performance biofiltration media to remove pollutants from stormwater runoff. The system’s biota (vegetation and soil microorganisms) then further breakdown and absorb captured pollutants. All components of the system work together to provide a sustainable long-term solution for treating stormwater runoff. The Filterra system has been delivered to you with protection in place to resist intrusion of construction related sediment which can contaminate the biofiltration media and result in inadequate system performance. These protection devices are intended as a best practice and cannot fully prevent contamination. It is the purchaser’s responsibility to provide adequate measures to prevent construction related runoff from entering the Filterra system. Included with your purchase is Activation of the Filterra system by the manufacturer as well as a 1-year warranty from delivery of the system and 1-year of routine maintenance (mulch replacement, debris removal, and pruning of vegetation) up to twice during the first year after activation. Design and Installation Each project presents different scopes for the use of Filterra systems. Information and help may be provided to the design engineer during the planning process. Correct Filterra box sizing (by rainfall region) is essential to predict pollutant removal rates for a given area. The engineer shall submit calculations for approval by the local jurisdiction. The contractor is responsible for the correct installation of Filterra units as shown in approved plans. A comprehensive installation manual is available at www.ContechES.com. Activation Overview Activation of the Filterra system is a procedure completed by the manufacturer to place the system into working condition. This involves the following items: • Removal of construction runoff protection devices • Planting of the system’s vegetation • Placement of pretreatment mulch layer using mulch certified for use in Filterra systems. Activation MUST be provided by the manufacturer to ensure proper site conditions are met for Activation, proper installation of the vegetation, and use of pretreatment mulch certified for use in Filterra systems. www.ContechES.com/filterra | 800-338-1122 5 Minimum Requirements The minimum requirements for Filterra Activation are as follows: 1. The site landscaping must be fully stabilized, i.e. full landscaping installed and some grass cover (not just straw and seed) is required to reduce sediment transport. Construction debris and materials should be removed from surrounding area. 2. Final paving must be completed. Final paving ensures that paving materials will not enter and contaminate the Filterra system during the paving process, and that the plant will receive runoff from the drainage area, assisting with plant survival for the Filterra system. 3. Filterra throat opening should be at least 4” in order to ensure adequate capacity for inflow and debris. An Activation Checklist is included on page 12 to ensure proper conditions are met for Contech to perform the Activation services. A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. www.ContechES.com/filterra | 800-338-11226 Filterra Plant Selection Overview A Plant List has been enclosed with this packet highlighting recommended plants for Filterra systems in your area. Keep in mind that plants are subject to availability due to seasonality and required minimum size for the Filterra system. Plants installed in the Filterra system are container plants (max 15 gallon) from nursery stock and will be immature in height and spread at Activation. It is the responsibility of the owner to provide adequate irrigation when necessary to the plant of the Filterra system. The “Planting Requirements for Filterra Systems” document is included as an appendix and discusses proper selection and care of the plants within Filterra systems. Warranty Overview Refer to the Contech Engineered Solutions LLC Stormwater Treatment System LIMITED WARRANTY for further information. The following conditions may void the Filterra system’s warranty and waive the manufacturer provided Activation and Maintenance services: • Unauthorized activation or performance of any of the items listed in the activation overview • Any tampering, modifications or damage to the Filterra system or runoff protection devices • Removal of any Filterra system components • Failure to prevent construction related runoff from entering the Filterra system • Failure to properly store and protect any Filterra components (including media and underdrain stone) that may be shipped separately from the vault Routine Maintenance Guidelines With proper routine maintenance, the biofiltration media within the Filterra system should last as long as traditional bioretention media. Routine maintenance is included by the manufacturer on all Filterra systems for the first year after activation. This includes a maximum of 2 visits to remove debris, replace pretreatment mulch, and prune the vegetation. More information is provided in the Operations and Maintenance Guidelines. Some Filterra systems also contain pretreatment or outlet bays. Depending on site pollutant loading, these bays may require periodic removal of debris, however this is not included in the first year of maintenance, and would likely not be required within the first year of operation. These services, as well as routine maintenance outside of the included first year, can be provided by certified maintenance providers listed on the Contech website. Training can also be provided to other stormwater maintenance or landscape providers. www.ContechES.com/filterra | 800-338-1122 7 Why Maintain? All stormwater treatment systems require maintenance for effective operation. This necessity is often incorporated in your property’s permitting process as a legally binding BMP maintenance agreement. Other reasons to maintain are: • Avoiding legal challenges from your jurisdiction’s maintenance enforcement program. • Prolonging the expected lifespan of your Filterra media. • Avoiding more costly media replacement. • Helping reduce pollutant loads leaving your property. Simple maintenance of the Filterra is required to continue effective pollutant removal from stormwater runoff before discharge into downstream waters. This procedure will also extend the longevity of the living biofilter system. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the inlet. This may include trash, silt and leaves etc. which will be contained above the mulch layer. Too much silt may inhibit the Filterra’s flow rate, which is the reason for site stabilization before activation. Regular replacement of the mulch stops accumulation of such sediment. When to Maintain? Contech includes a 1-year maintenance plan with each system purchase. Annual included maintenance consists of a maximum of two (2) scheduled visits. Additional maintenance may be necessary depending on sediment and trash loading (by Owner or at additional cost). The start of the maintenance plan begins when the system is activated. Maintenance visits are scheduled seasonally; the spring visit aims to clean up after winter loads including salts and sands while the fall visit helps the system by removing excessive leaf litter. It has been found that in regions which receive between 30-50 inches of annual rainfall, (2) two visits are generally required; regions with less rainfall often only require (1) one visit per annum. Varying land uses can affect maintenance frequency; e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented may require additional maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Supplier and Owner predict future maintenance frequencies, reflecting individual site conditions. Owners must promptly notify the (maintenance) Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the Supplier (i.e. no pruning or fertilizing) during the first year. www.ContechES.com/filterra | 800-338-11228 Exclusion of Services Clean up due to major contamination such as oils, chemicals, toxic spills, etc. will result in additional costs and are not covered under the Supplier maintenance contract. Should a major contamination event occur the Owner must block off the outlet pipe of the Filterra (where the cleaned runoff drains to, such as drop inlet) and block off the throat of the Filterra. The Supplier should be informed immediately. Maintenance Visit Summary Each maintenance visit consists of the following simple tasks (detailed instructions below). 1. Inspection of Filterra and surrounding area 2. Removal of tree grate and erosion control stones 3. Removal of debris, trash and mulch 4. Mulch replacement 5. Plant health evaluation and pruning or replacement as necessary 6. Clean area around Filterra 7. Complete paperwork Maintenance Tools, Safety Equipment and Supplies Ideal tools include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T-Bar or crowbar should be used for moving the tree grates (up to 170 lbs ea.). Most visits require minor trash removal and a full replacement of mulch. See below for actual number of bagged mulch that is required in each media bay size. Mulch should be a double shredded, hardwood variety. Some visits may require additional Filterra engineered soil media available from the Supplier. Box Length Box Width Filter Surface Area (ft²)Volume at 3” (ft³)# of 2 ft³ Mulch Bags 4 4 4 4 2 6 4 6 6 3 8 4 8 8 4 6 6 9 9 5 8 6 12 12 6 10 6 15 15 8 12 6 18 18 9 13 7 23 23 12 www.ContechES.com/filterra | 800-338-1122 9 1. Inspection of Filterra and surrounding area • Record individual unit before maintenance with photograph (numbered). Record on Maintenance Report (see example in this document) the following: 2. Removal of tree grate and erosion control stones • Remove cast iron grates for access into Filterra box. • Dig out silt (if any) and mulch and remove trash & foreign items. 3. Removal of debris, trash and mulch • After removal of mulch and debris, measure distance from the top of the Filterra engineered media soil to the top of the top slab. Compare the measured distance to the distance shown on the approved Contract Drawings for the system. Add Filterra media (not top soil or other) to bring media up as needed to distance indicated on drawings. Record on Maintenance Report the following: Standing Water yes | no Damage to Box Structure yes | no Damage to Grate yes | no Is Bypass Clear yes | no If yes answered to any of these observations, record with close-up photograph (numbered). Record on Maintenance Report the following: Silt/Clay yes | no Cups/ Bags yes | no Leaves yes | no Buckets Removed ________ Record on Maintenance Report the following: Distance to Top of Top Slab (inches) ________ Inches of Media Added ________ Maintenance Visit Procedure Keep sufficient documentation of maintenance actions to predict location specific maintenance frequencies and needs. An example Maintenance Report is included in this manual. www.ContechES.com/filterra | 800-338-112210 4. Mulch replacement • Add double shredded mulch evenly across the entire unit to a depth of 3”. • Refer to Filterra Mulch Specifications for information on acceptable sources. • Ensure correct repositioning of erosion control stones by the Filterra inlet to allow for entry of trash during a storm event. • Replace Filterra grates correctly using appropriate lifting or moving tools, taking care not to damage the plant. 5. Plant health evaluation and pruning or replacement as necessary • Examine the plant’s health and replace if necessary. • Prune as necessary to encourage growth in the correct directions 6. Clean area around Filterra • Clean area around unit and remove all refuse to be disposed of appropriately. 7. Complete paperwork • Deliver Maintenance Report and photographs to appropriate location (normally Contech during maintenance contract period). • Some jurisdictions may require submission of maintenance reports in accordance with approvals. It is the responsibility of the Owner to comply with local regulations. Record on Maintenance Report the following: Height above Grate _____________________(ft) Width at Widest Point _____________________(ft) Health healthy | unhealthy Damage to Plant yes | no Plant Replaced yes | no www.ContechES.com/filterra | 800-338-1122 11 Maintenance Checklist Filterra Inspection & Maintenance Log Filterra System Size/Model: _____________________________Location: ____________________________________________ Drainage System Failure Problem Conditions to Check Condition that Should Exist Actions Inlet Excessive sediment or trash accumulation. Accumulated sediments or trash impair free flow of water into Filterra. Inlet should be free of obstructions allowing free distributed flow of water into Filterra. Sediments and/or trash should be removed. Mulch Cover Trash and floatable debris accumulation. Excessive trash and/or debris accumulation. Minimal trash or other debris on mulch cover. Trash and debris should be removed and mulch cover raked level. Ensure bark nugget mulch is not used. Mulch Cover “Ponding” of water on mulch cover. “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils. Stormwater should drain freely and evenly through mulch cover. Recommend contact manufacturer and replace mulch as a minimum. Vegetation Plants not growing or in poor condition. Soil/mulch too wet, evidence of spill. Incorrect plant selection. Pest infestation. Vandalism to plants. Plants should be healthy and pest free.Contact manufacturer for advice. Vegetation Plant growth excessive. Plants should be appropriate to the species and location of Filterra. Trim/prune plants in accordance with typical landscaping and safety needs. Structure Structure has visible cracks. Cracks wider than 1/2 inch or evidence of soil particles entering the structure through the cracks. Vault should be repaired. Maintenance is ideally to be performed twice annually. Date Mulch & Debris Removed Depth of Mulch Added Mulch Brand Height of Vegetation Above Grate Vegetation Species Issues with System Comments 1/1/17 5 – 5 gal Buckets 3” Lowe’s Premium Brown Mulch 4’Galaxy Magnolia - Standing water in downstream structure - Removed blockage in downstream structure www.ContechES.com/filterra | 800-338-112212 Appendix 1 – Filterra® Activation Checklist Project Name: ________________________________________Company: ______________________________________________ Site Contact Name: _______________________________________Site Contact Phone/Email: ____________________________ Site Owner/End User Name: _________________________Site Owner/End User Phone/Email: ____________________________ Preferred Activation Date: ___________________________________(provide 2 weeks minimum from date this form is submitted) Site Designation System Size Final Pavement / Top Coat Complete Landscaping Complete / Grass Emerging Construction materials / Piles / Debris Removed Throat Opening Measures 4” Min. Height Plant Species Requested  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No  Yes  No NOTE: A charge of $500.00 will be invoiced for each Activation visit requested by Customer where Contech determines that the site does not meet the conditions required for Activation. ONLY Contech authorized representatives can perform Activation of Filterra systems; unauthorized Activations will void the system warranty and waive manufacturer supplied Activation and 1st Year Maintenance. Attach additional sheets as necessary. Signature Date ENGINEERED SOLUTIONS www.ContechES.com/filterra | 800-338-1122 13 Appendix 2 – Planting Requirements for Filterra® Systems Plant Material Selection • Select plant(s) as specified in the engineering plans and specifications. • Select plant(s) with full root development but not to the point where root bound. • Use local nursery container plants only. Ball and burlapped plants are not permitted. • For precast Filterra systems with a tree grate, plant(s) must not have scaffold limbs at least 14 inches from the crown due to spacing between the top of the mulch and the tree grate. Lower branches can be pruned away provided there are sufficient scaffold branches for tree or shrub development. • For precast Filterra systems with a tree grate, at the time of installation, it is required that plant(s) must be at least 6” above the tree grate opening at installation for all Filterra configurations. This DOES NOT apply to Full Grate Cover designs. • Plant(s) shall not have a mature height greater than 25 feet. • For standard 21” media depth, a 7 – 15 gallon container size shall be used. Media less than 21” (Filterra boxes only) will require smaller container plants. • For precast Filterra systems, plant(s) should have a single trunk at installation, and pruning may be necessary at activation and maintenance for some of the faster growing species, or species known to produce basal sprouts. Plant Installation • During transport protect the plant leaves from wind and excessive jostling. • Prior to removing the plant(s) from the container, ensure the soil moisture is sufficient to maintain the integrity of the root ball. If needed, pre-wet the container plant. • Cut away any roots which are growing out of the container drain holes. Plants with excessive root growth from the drain holes should be rejected. • Plant(s) should be carefully removed from the pot by gently pounding on the sides of the container with the fist to loosen root ball. Then carefully slide out. Do not lift plant(s) by trunk as this can break roots and cause soil to fall off. Extract the root ball in a horizontal position and support it to prevent it from breaking apart. Alternatively the pot can be cut away to minimize root ball disturbance. • Remove any excess soil from above the root flare after removing plant(s) from container. • Excavate a hole with a diameter 4” greater than the root ball, gently place the plant(s). • If plant(s) have any circling roots from being pot bound, gently tease them loose without breaking them. • If root ball has a root mat on the bottom, it should be shaved off with a knife just above the mat line. • Plant the tree/shrub/grass with the top of the root ball 1” above surrounding media to allow for settling. • All plants should have the main stem centered in the tree grate (where applicable) upon completion of installation. • With all trees/shrubs, remove dead, diseased, crossed/rubbing, sharply crotched branches or branches growing excessively long or in wrong direction compared to majority of branches. • To prevent transplant shock (especially if planting takes place in the hot season), it may be necessary to prune some of the foliage to compensate for reduced root uptake capacity. This is accomplished by pruning away some of the smaller secondary branches or a main scaffold branch if there are too many. Too much foliage relative to the root ball can dehydrate and damage the plant. • Plant staking may be required. www.ContechES.com/filterra | 800-338-112214 Mulch Installation • Only mulch that has been meeting Contech Engineered Solutions’ mulch specifications can be used in the Filterra system. • Mulch must be applied to a depth of 3” evenly over the surface of the media. Irrigation Requirements • Each Filterra system must receive adequate irrigation to ensure survival of the living system during periods of drier weather. • Irrigation sources include rainfall runoff from downspouts and/or gutter flow, applied water through the tree grate or in some cases from an irrigation system with emitters installed during construction. • At Activation: Apply about one (cool climates) to two (warm climates) gallons of water per inch of trunk diameter over the root ball. • During Establishment: In common with all plants, each Filterra plant will require more frequent watering during the establishment period. One inch of applied water per week for the first three months is recommended for cooler climates (2 to 3 inches for warmer climates). If the system is receiving rainfall runoff from the drainage area, then irrigation may not be needed. Inspection of the soil moisture content can be evaluated by gently brushing aside the mulch layer and feeling the soil. Be sure to replace the mulch when the assessment is complete. Irrigate as needed**. • Established Plants: Established plants have fully developed root systems and can access the entire water column in the media. Therefore irrigation is less frequent but requires more applied water when performed. For a mature system assume 3.5 inches of available water within the media matrix. Irrigation demand can be estimated as 1” of irrigation demand per week. Therefore if dry periods exceed 3 weeks, irrigation may be required. It is also important to recognize that plants which are exposed to windy areas and reflected heat from paved surfaces may need more frequent irrigation. Long term care should develop a history which is more site specific. ** Five gallons per square yard approximates 1 inch of water Therefore for a 6’ by 6’ Filterra approximately 20-60 gallons of water is needed. To ensure even distribution of water it needs to be evenly sprinkled over the entire surface of the filter bed, with special attention to make sure the root ball is completely wetted. NOTE: if needed, measure the time it takes to fill a five gallon bucket to estimate the applied water flow rate then calculate the time needed to irrigate the Filterra. For example, if the flow rate of the sprinkler is 5 gallons/minute then it would take 12 minutes to irrigate a 6’ by 6’ filter. Notes ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ ___________________________________________________________________________________________________________ PDF 1/18 © 2018 Contech Engineered Solutions LLC, a QUIKRETE Company 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 info@conteches.com | 800-338-1122 www.ContechES.com ALL RIGHTS RESERVED. PRINTED IN THE USA. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. ® Bioretention Systems ENGINEERED SOLUTIONS AAPLAN VIEWSECTION A-A(STANDARD DEPTH SHOWN)21" FILTERRA MEDIA, TYPPROVIDED BY CONTECH6" UNDERDRAINSTONE LAYER, TYPPROVIDED BY CONTECH3" MULCH LAYER, TYPPROVIDED BY CONTECHVAULT LENGTH6" (STD)12" (DEEP)4'-1" (STD)4'-7" (DEEP)7"Ø CLEANOUTTREE GRATEVAULT WIDTHOUTLET PIPENOT BY CONTECH(LOCATION VARIES)2"Ø IRRIGATION PORT(TYP 3 PLACES)UNDERDRAIN*CURBINLET*ALT CURBINLET LOC2'-0"MINMEDIA BAYPLANT PROVIDED BY CONTECHTREE FRAME AND GRATECAST INTO TOP SLABCLEAN OUT FRAME ANDCOVER CAST INTO TOP SLAB2"Ø IRRIGATION PORT(TYP 3 PLACES)FLOWKITOUTLET PIPENOT BY CONTECH(LOCATION VARIES)*INLET PIPENOT BY CONTECH(LOCATION VARIES)TRANSFER OPENING4" x 15" ON 4' WIDE VAULTS4" x 20" ON 6'-8' WIDE VAULTSOUTLET ACCESSINLETACCESSTOP SLAB*INLET PIPENOT BY CONTECH(LOCATION VARIES)*CURBINLET 2'-7"INLET BAYPERMANENTSETTLINGPOOL ELEV.ENERGYDISSIPATIONROCKSCURB AND GUTTER, TYP.(NOT BY CONTECH)SEE CURB INLET DETAILALTERNATE ORIENTATIONCURB INLET DETAILCURB AND GUTTER, TYP(NOT BY CONTECH)STREETFTPD STANDARD HEIGHT CONFIGURATIONDESIGNATION(OPTIONS: -P,-T, -PT)AVAILABILITYMEDIABAY SIZEVAULTSIZE(W x L)WEIRLENGTH/MAX CURBOPENING*MAXBYPASSFLOW(CFS)INLET/OUTLETACCESSDIATREEGRATEQTY &SIZEFTPD0404N/A CA4 x 44 x 61'-8"1.412"/12"(1) 3' x 3'FTPD04045CA ONLY4 x 4.54 x 6.51'-8"1.412"/12"(1) 3' x 3'FTPD0406N/A MID-ATL4 x 64 x 81'-8"1.412"/12"(1) 3' x 3'FTPD045058MID-ATL ONLY4.5 x 5.834.5 x 7.831'-8"1.412"/12"(1) 3' x 3'FTPD0604ALL6 x 46 x 61'-8"1.412"/12"(1) 3' x 3'FTPD0606ALL6 x 66 x 81'-8"1.412"/12"(1) 3' x 3'FTPD0608ALL6 x 86 x 101'-8"1.412"/12"(1) 4' x 4'FTPD0610ALL6 x 106 x 121'-8"1.412"/12"(1) 4' x 4'FTPD0710ALL7 x 107 x 132'-6"2.124"/24"(1) 4' x 4'FTPD08105ALL8 x 10.58 x 143'-0"2.524"/24"(1) 4' x 4'FTPD08125ALL8 x 12.58 x 163'-0"2.524"/24"(2) 4' x 4'N/A = NOT AVAILABLE800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069I:\STORMWATER\COMMOPS\54 FILTERRA\40 STANDARD DRAWINGS\FTPD - FILTERRA PEAK DIVERSION\FTPD\LAYOUT DETAILS\DWG\JW EDITFTPD - FILTERRA PEAK DIVERSION CONFIG DTL.DWG 10/4/2018 11:08 AM FILTERRA PEAK DIVERSION (FTPD)CONFIGURATION DETAILwww.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6,569,321;7,625,485; 7,425,261; 7,833,412; RELATED FOREIGN PATENTS.®INTERNAL PIPE CONFIGURATION MAY VARYDEPENDING UPON OUTLET LOCATION.The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.FTPD-D DEEP OPTION CONFIGURATIONDESIGNATION(OPTIONS: -P,-T, -PT)AVAILABILITYMEDIABAY SIZEVAULTSIZE(W x L)WEIRLENGTH/MAX CURBOPENING*MAXBYPASSFLOW(CFS)INLET/OUTLETACCESSDIATREEGRATEQTY &SIZEFTPD0404-DN/A CA4 x 44 x 61'-8"4.612"/12"(1) 3' x 3'FTPD04045-DCA ONLY4 x 4.54 x 6.51'-8"4.612"/12"(1) 3' x 3'FTPD0406-DN/A MID-ATL4 x 64 x 81'-8"4.612"/12"(1) 3' x 3'FTPD045058-DMID-ATL ONLY4.5 x 5.834.5 x 7.831'-8"4.612"/12"(1) 3' x 3'FTPD0604-DALL6 x 46 x 61'-8"4.612"/12"(1) 3' x 3'FTPD0606-DALL6 x 66 x 81'-8"4.612"/12"(1) 3' x 3'FTPD0608-DALL6 x 86 x 101'-8"4.612"/12"(1) 4' x 4'FTPD0610-DALL6 x 106 x 121'-8"4.612"/12"(1) 4' x 4'FTPD0710-DALL7 x 107 x 132'-6"6.824"/24"(1) 4' x 4'FTPD08105-DALL8 x 10.58 x 143'-0"8.224"/24"(1) 4' x 4'FTPD08125-DALL8 x 12.58 x 163'-0"8.224"/24"(2) 4' x 4'N/A = NOT AVAILABLE*IF REQUIRED*IF REQUIRED*MAX BYPASS FLOW IS INTERNAL WEIR FLOW . SITE SPECIFIC ANALYSIS IS REQUIRED TO DETERMINE CURB INLET FLOW CAPACITY Cedar River Apartments – SRM Development Appendix B Appendix B Site Improvement Plans BASIS OF BEARINGS SURVEYOR'S NOTES VERTICAL DATUM: BENCHMARK: SURVEY LEGEND: A PORTION OF THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER, THE NORTHWEST QUARTER AND THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER ALL IN SECTION 17, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. CITY OF RENTON, KING COUNTY, WASHINGTON CEDAR RIVER APARTMENTS PROJECT VICINITY MAP PROPOSED LEGEND ABBREVIATIONS SURVEY BY: CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS PR:A-NNNNNNN CEDAR RIVER APARTMENTSC:LUA:CEDAR RIVER APARTMENTSCEDAR RIVER APARTMENTS PROJECT 1915 MAPLE VALLEY HWY, RENTON, WA 98055AAANNNNNNN1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com R Call 811two business days before you dig NOT FOR CONSTRUCTION SHORELINE DEVELOPMENT PERMIT/MASTER SITE PLAN APPROVAL CIVIL COVER SHEETX CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS PR:A-NNNNNNN CEDAR RIVER APARTMENTSC:LUA:CEDAR RIVER APARTMENTSCEDAR RIVER APARTMENTS PROJECT 1915 MAPLE VALLEY HWY, RENTON, WA 98055AAANNNNNNN1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com R Call 811two business days before you dig NOT FOR CONSTRUCTION SHORELINE DEVELOPMENT PERMIT/MASTER SITE PLAN APPROVAL GRADING AND STORM DRAINAGE OVERALL PLANXPROPOSED LEGEND GENERAL NOTES CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS PR:A-NNNNNNN CEDAR RIVER APARTMENTSC:LUA:CEDAR RIVER APARTMENTSCEDAR RIVER APARTMENTS PROJECT 1915 MAPLE VALLEY HWY, RENTON, WA 98055AAANNNNNNN1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com R Call 811two business days before you dig NOT FOR CONSTRUCTION SHORELINE DEVELOPMENT PERMIT/MASTER SITE PLAN APPROVAL UTILITY OVERALL PLANXPROPOSED LEGEND GENERAL NOTES Cedar River Apartments – SRM Development Appendix C Appendix C TESC, Water Quality, and Conveyance Calculations an d Design Analysis TESC SEDIMENT POND SIZING CALCULATIONS Construction limit of work area = 559,509 ft2 = 12.845 acres 2-Year Peak Flow = Q2 = 4.899 cfs 10-Year Peak Flow = Q10 = 7.168 cfs 100-Year Peak Flow = Q100 = 12.551 cfs Equations per 2017 City of Renton Surface Water Design Manual, Section D.2.1.5.2 Pond Dimensions: ft2 (Required surface area at top of the riser pipe) L: W = 3:1 L ~ 211 feet W ~ 71 feet L*W = 14,981 ft2 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 12/13/2018 1:09 PM Report Generation Date: 12/13/2018 1:10 PM ————————————————————————————————— Input File Name: Sediment Pond.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 3 Full Period of Record Available used for Routing Precipitation Station : 95004005 Puget West 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951040 Puget West 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 12.845 12.845 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 12.845 12.845 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Impervious 12.845 ---------------------------------------------- Subbasin Total 12.845 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Impervious 12.845 ---------------------------------------------- Subbasin Total 12.845 ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 0 ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Subbasin: Subbasin 1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 4.899 2-Year 4.899 5-Year 6.375 5-Year 6.375 10-Year 7.168 10-Year 7.168 25-Year 8.349 25-Year 8.349 50-Year 10.780 50-Year 10.780 100-Year 12.551 100-Year 12.551 200-Year 12.919 200-Year 12.919 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals 1 November 2016 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), ENHANCED, PHOSPHORUS & OIL TREATMENT For Americast Filterra® Ecology’s Decision: Based on Americast’s submissions, including the Final Technical Evaluation Reports, dated March 27, 2014 and December 2009, and additional information provided to Ecology dated October 9, 2009, Ecology hereby issues the following use level designations: 1. A General Use Level Designation for Basic, Enhanced, Phosphorus, and Oil Treatment at the following water quality design hydraulic loading rates: Treatment Hydraulic Conductivity* (in/hr) for use in Western Washington Sizing Infiltration Rate (in/hr) for use in eastern Washington Sizing Basic 70.92 100 Phosphorus 70.92 100 Oil 35.46 50 Enhanced 24.82 35 *calculated based on listed infiltration rate and a hydraulic gradient of 1.41 inch/inch (2.55 ft head with 1.80 ft media). 2. The Filterra® unit is not appropriate for oil spill-control purposes. 3. Ecology approves the Filterra® units for treatment at the hydraulic loading rates listed above, to achieve the maximum water quality design flow rate. Calculate the water quality design flow rates using the following procedures:  Western Washington: for treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the sand filter module in the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. The model must indicate the unit is capable of processing 91 percent of the influent runoff file.  Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three flow rate based methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. 2  Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 4. This General Use Level Designation has no expiration date but Ecology may revoke or amend the designation, and is subject to the conditions specified below. Ecology’s Conditions of Use: Filterra® units shall comply with these conditions shall comply with the following conditions: 1. Design, assemble, install, operate, and maintain the Filterra® units in accordance with applicable Americast Filterra® manuals, document, and the Ecology Decision. 2. Each site plan must undergo Americast Filterra® review before Ecology can approve the unit for site installation. This will ensure that site grading and slope are appropriate for use of a Filterra® unit. 3. Filterra® media shall conform to the specifications submitted to and approved by Ecology. 4. Maintenance includes removing trash, degraded mulch, and accumulated debris from the filter surface and replacing the mulch layer. Use inspections to determine the site-specific maintenance schedules and requirements. Follow maintenance procedures given in the most recent version of the Filterra® Operation and Maintenance Manual. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device.  Filterra® designs their systems for a target maintenance interval of 6 months. Maintenance includes removing accumulated sediment and trash from the surface area of the media, removing the mulch above the media, replacing the mulch, providing plant health evaluation, and pruning the plant if deemed necessary.  Conduct maintenance following manufacturer’s guidelines. 6. Filterra® units come in standard sizes. 7. The minimum size filter surface-area for use in western Washington is determined by using the sand filter module in the latest version of WWHM or other Ecology approved continuous runoff model for western Washington. Model inputs include a) Filter media depth: 1.8 feet b) Effective Ponding Depth: 0.75 feet (This is equivalent to the 6-inch clear zone between the top of the mulch and the bottom of the slab plus 3-inches of mulch.) c) Side slopes: Vertical d) Riser height: 0.70 feet e) Filter Hydraulic Conductivity: Use the Hydraulic Conductivity as listed in the table above (use the lowest applicable hydraulic conductivity depending on the level of treatment required) under Ecology’s Decision, above. 3 8. The minimum size filter surface-area for use in eastern Washington is determined by using the design water quality flow rate (as determined in item 3, above) and the Infiltration Rate from the table above (use the lowest applicable Infiltration Rate depending on the level of treatment required). Calculate the required area by dividing the water quality design flow rate (cu-ft/sec) by the Infiltration Rate (converted to ft/sec) to obtain required surface area (sq ft) of the Filterra unit. 9. Discharges from the Filterra® units shall not cause or contribute to water quality standards violations in receiving waters. Approved Alternate Configurations Filterra® Internal Bypass - Pipe (FTIB-P) 1. The Filterra® Internal Bypass – Pipe allows for piped-in flow from area drains, grated inlets, trench drains, and/or roof drains. Design capture flows and peak flows enter the structure through an internal slotted pipe. Filterra® inverted the slotted pipe to allow design flows to drop through to a series of splash plates that then disperse the design flows over the top surface of the Filterra® planter area. Higher flows continue to bypass the slotted pipe and convey out the structure. 2. To select a FTIB-P unit, the designer must determine the size of the standard unit using the sizing guidance described above. Filterra® Internal Bypass – Curb (FTIB-C) 1. The Filterra® Internal Bypass –Curb model (FTIB-C) incorporates a curb inlet, biofiltration treatment chamber, and internal high flow bypass in one single structure. Filterra® designed the FTIB-C model for use in a “Sag” or “Sump” condition and will accept flows from both directions along a gutter line. An internal flume tray weir component directs treatment flows entering the unit through the curb inlet to the biofiltration treatment chamber. Flows in excess of the water quality treatment flow rise above the flume tray weir and discharge through a standpipe orifice; providing bypass of untreated peak flows. Americast manufactures the FTIB-C model in a variety of sizes and configurations and you may use the unit on a continuous grade when a single structure providing both treatment and high flow bypass is preferred. The FTIB-C model can also incorporate a separate junction box chamber to allow larger diameter discharge pipe connections to the structure. 2. To select a FTIB-C unit, the designer must determine the size of the standard unit using the sizing guidance described above. Filterra® Shallow 1. The Filterra® Shallow provides additional flexibility for design engineers and designers in situations where there is limited depth and various elevation constraints to applying a standard Filterra® configuration. Engineers can design this system up to six inches shallower than any of the previous Filterra unit configurations noted above. 4 2. Ecology requires that the Filterra® Shallow provide a contact time equivalent to that of the standard unit. This means that with a smaller depth of media, the surface area must increase. 3. To select a Filterra® Shallow System unit, the designer must first identify the size of the standard unit using the modeling guidance described above. 4. Once you establish the size of the standard Filterra® unit using the sizing technique described above, use information from the following table to select the appropriate size Filterra® Shallow System unit. Shallow Unit Basic, Enhanced, and Oil Treatment Sizing Standard Depth Equivalent Shallow Depth 4x4 4x6 or 6x4 4x6 or 6x4 6x6 4x8 or 8x4 6x8 or 8x6 6x6 6x10 or 10x6 6x8 or 8x6 6x12 or 12x6 6x10 or 10x6 13x7 Notes: 1. Shallow Depth Boxes are less than the standard depth of 3.5 feet but no less than 3.0 feet deep (TC to INV). Applicant: Filterra® Bioretention Systems, division of Contech Engineered Solutions, LLC. Applicant’s Address: 11815 NE Glenn Widing Drive Portland, OR 97220 Application Documents:  State of Washington Department of Ecology Application for Conditional Use Designation, Americast (September 2006)  Quality Assurance Project Plan Filterra® Bioretention Filtration System Performance Monitoring, Americast (April 2008)  Quality Assurance Project Plan Addendum Filterra® Bioretention Filtration System Performance Monitoring, Americast (June 2008)  Draft Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (August 2009)  Final Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (December 2009)  Technical Evaluation Report Appendices Filterra® Bioretention Filtration System Performance Monitoring, Americast, August 2009  Memorandum to Department of Ecology Dated October 9, 2009 from Americast, Inc. and Herrera Environmental Consultants 5  Quality Assurance Project Plan Filterra® Bioretention System Phosphorus treatment and Supplemental Basic and Enhanced Treatment Performance Monitoring, Americast (November 2011)  Filterra® letter August 24, 2012 regarding sizing for the Filterra® Shallow System.  University of Virginia Engineering Department Memo by Joanna Crowe Curran, Ph. D dated March 16, 2013 concerning capacity analysis of Filterra® internal weir inlet tray.  Terraphase Engineering letter to Jodi Mills, P.E. dated April 2, 2013 regarding Terraflume Hydraulic Test, Filterra® Bioretention System and attachments.  Technical Evaluation Report, Filterra® System Phosphorus Treatment and Supplemental Basic Treatment Performance Monitoring. March 27th, 2014. Applicant’s Use Level Request: General Level Use Desi gnation for Basic, Enhanced, Phosphorus, and Oil Treatment. Applicant’s Performance Claims: Field-testing and laboratory testing show that the Filterra® unit is promising as a stormwater treatment best management practice and can meet Ecology’s performance goals for basic, enhanced, phosphorus, and oil treatment. Findings of Fact: Field Testing 2013 1. Filterra® completed field-testing of a 6.5 ft x 4 ft. unit at one site in Bellingham, Washington. Continuous flow and rainfall data collected from January 1, 2013 through July 23, 2013 indicated that 59 storm events occurred. The monitoring obtained water quality data from 22 storm events. Not all the sampled storms produced information that met TAPE criteria for storm and/or water quality data. 2. The system treated 98.9 percent of the total 8-month runoff volume during the testing period. Consequently, the system achieved the goal of treating 91 percent of the volume from the site. Stormwater runoff bypassed during four of the 59 storm events. 3. Of the 22 sampled events, 18 qualified for TSS analysis (influent TSS concentrations ranged from 25 to 138 mg/L). The data were segregated into sample pairs with influent concentration greater than and less than 100 mg/L. The UCL95 mean effluent concentration for the data with influent less than 100 mg/L was 5.2 mg/L, below the 20- mg/L threshold. Although the TAPE guidelines do not require an evaluation of TSS removal efficiency for influent concentrations below 100 mg/L, the mean TSS removal for these samples was 90.1 percent. Average removal of influent TSS concentrations greater than 100 mg/L (three events) was 85 percent. In addition, the system consistently exhibited TSS removal greater than 80 percent at flow rates at a 100 inches per hour [in/hr] infiltration rate and was observed at 150 in/hr. 6 4. Ten of the 22 sampled events qualified for TP analysis. Americast augmented the dataset using two sample pairs from previous monitoring at the site. Influent TP concentrations ranged from 0.11 to 0.52 mg/L. The mean TP removal for these twelve events was 72.6 percent. The LCL95 mean percent removal was 66.0, well above the TAPE requirement of 50 percent. Treatment above 50 percent was evident at 100 in/hr infiltration rate and as high as 150 in/hr. Consequently, the Filterra® test system met the TAPE Phosphorus Treatment goal at 100 in/hr. Influent ortho-P concentrations ranged from 0.005 to 0.012 mg/L; effluent ortho-P concentrations ranged from 0.005 to 0.013 mg/L. The reporting limit/resolution for the ortho-P test method is 0.01 mg/L, therefore the influent and effluent ortho-P concentrations were both at and near non-detect concentrations. Field Testing 2008-2009 1. Filterra® completed field-testing at two sites at the Port of Tacoma. Continuous flow and rainfall data collected during the 2008-2009 monitoring period indicated that 89 storm events occurred. The monitoring obtained water quality data from 27 storm events. Not all the sampled storms produced information that met TAPE criteria for storm and/or water quality data. 2. During the testing at the Port of Tacoma, 98.96 to 99.89 percent of the annual influent runoff volume passed through the POT1 and POT2 test systems respectively. Stormwater runoff bypassed the POT1 test system during nine storm events and bypassed the POT2 test system during one storm event. Bypass volumes ranged from 0.13% to 15.3% of the influent storm volume. Both test systems achieved the 91 percent water quality treatment- goal over the 1-year monitoring period. 3. Consultants observed infiltration rates as high as 133 in/hr during the various storms. Filterra® did not provide any paired data that identified percent removal of TSS, metals, oil, or phosphorus at an instantaneous observed flow rate. 4. The maximum storm average hydraulic loading rate associated with water quality data is <40 in/hr, with the majority of flow rates < 25 in/hr. The average instantaneous hydraulic loading rate ranged from 8.6 to 53 inches per hour. 5. The field data showed a removal rate greater than 80% for TSS with an influent concentration greater than 20 mg/l at an average instantaneous hydraulic loading rate up to 53 in/hr (average influent concentration of 28.8 mg/l, average effluent concentration of 4.3 mg/l). 6. The field data showed a removal rate generally greater than 54% for dissolved zinc at an average instantaneous hydraulic loading rate up to 60 in/hr and an average influent concentration of 0.266 mg/l (average effluent concentration of 0.115 mg/l). 7. The field data showed a removal rate generally greater than 40% for dissolved copper at an average instantaneous hydraulic loading rate up to 35 in/hr and an average influent concentration of 0.0070 mg/l (average effluent concentration of 0.0036 mg/l). 8. The field data showed an average removal rate of 93% for total petroleum hydrocarbon (TPH) at an average instantaneous hydraulic loading rate up to 53 in/hr and an average influent concentration of 52 mg/l (average effluent concentration of 2.3 mg/l). The data 7 also shows achievement of less than 15 mg/l TPH for grab samples. Filterra® provided limited visible sheen data due to access limitations at the outlet monitoring location. 9. The field data showed low percentage removals of total phosphorus at all storm flows at an average influent concentration of 0.189 mg/l (average effluent concentration of 0.171 mg/l). We may relate the relatively poor treatment performance of the Filterra® system at this location to influent characteristics for total phosphorus that are unique to the Port of Tacoma site. It appears that the Filterra® system will not meet the 50 percent removal performance goal when you expect the majority of phosphorus in the runoff to be in the dissolved form. Laboratory Testing 1. Filterra® performed laboratory testing on a scaled down version of the Filterra® unit. The lab data showed an average removal from 83-91% for TSS with influents ranging from 21 to 320 mg/L, 82-84% for total copper with influents ranging from 0.94 to 2.3 mg/L, and 50-61% for orthophosphate with influents ranging from 2.46 to 14.37 mg/L. 2. Filterra® conducted permeability tests on the soil media. 3. Lab scale testing using Sil-Co-Sil 106 showed percent removals ranging from 70.1% to 95.5% with a median percent removal of 90.7%, for influent concentrations ranging from 8.3 to 260 mg/L. Filterra® ran these laboratory tests at an infiltration rate of 50 in/hr. 4. Supplemental lab testing conducted in September 2009 using Sil-Co-Sil 106 showed an average percent removal of 90.6%. These laboratory tests were run at infiltration rates ranging from 25 to 150 in/hr for influent concentrations ranging from 41.6 to 252.5 mg/l. Regression analysis results indicate that the Filterra® system’s TSS removal performance is independent of influent concentration in the concentration rage evaluated at hydraulic loading rates of up to 150 in/hr. Contact Information: Applicant: Jeremiah Lehman Contech Engineered Solutions, LLC. 11815 Glenn Widing Dr Portland, OR 97220 (503) 258-3136 jlehman@conteches.com Applicant’s Website: http://www.conteches.com Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov 8 Date Revision December 2009 GULD for Basic, Enhanced, and Oil granted, CULD for Phosphorus September 2011 Extended CULD for Phosphorus Treatment September 2012 Revised design storm discussion, added Shallow System. January 2013 Revised format to match Ecology standards, changed Filterra contact information February 2013 Added FTIB-P system March 2013 Added FTIB-C system April 2013 Modified requirements for identifying appropriate size of unit June 2013 Modified description of FTIB-C alternate configuration March 2014 GULD awarded for Phosphorus Treatment. GULD updated for a higher flow-rate for Basic Treatment. June 2014 Revised sizing calculation methods March 2015 Revised Contact Information June 2015 CULD for Basic and Enhanced at 100 in/hr infiltration rate November 2015 Removed information on CULD (created separate CULD document for 100 in/hr infiltration rate) June 2016 Revised text regarding Hydraulic conductivity value November 2016 Revised Contech Contact information KPFF Consulting EngineersCedar River ApartmentsKPFF Consulting EngineersJanuary, 2019West Conveyance RunASSUMPTIONS AND CONSTANTS cont.8 -in Pipe Wall Thickness =2.0in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))12 -in Pipe Wall Thickness =2.0in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))18 -in Pipe Wall Thickness =2.5in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))24 -in Pipe Wall Thickness =3.0in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))30 -in Pipe Wall Thickness =3.5in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for Plain Conc. Pipe =2ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for Class IV Conc. Pipe =1.0ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for Class V Conc. Pipe =0.5ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Project Pavement Thickness =0.33ft. LayoutPipe Capacity CalculationsStructure NumberInlet Rim ElevationOutlet Rim ElevationInlet Invert ElevationOutlet Invert ElevationPipe DiameterLength SlopeVelocity, VPipe Flow Capacity, Q Inlet CoverOutlet Cover(inches) (feet) (%) (ft/s) (cfs) (ft) (ft)1 18 19 20 21 22 23 24 27 28 29 30Storm Drainage Areas Include: Sub-basin 3A.1, Sub-basin 3A.2, Sub-basin 3D, off-site Sub-basin 3F.1, and off-site Sub-basin 3F.2Main Run0CB-11 50.3049.5046.7646.3312 in 85.28 ft0.50% 2.98 ft/s 2.34 cfs 2.4 ft 2.0 ftCB-10 49.5050.0046.3346.0512 in 55.96 ft0.50% 2.98 ft/s 2.34 cfs 2.0 ft 2.8 ftCB-9 50.0049.4346.0546.0112 in 8.24 ft0.50% 2.98 ft/s 2.34 cfs 2.8 ft 2.3 ftWQ#2 49.43 46.0143.4350.3643.4343.4012 in 5.83 ft0.50% 2.98 ft/s 2.34 cfs 4.8 ft 5.8 ftCB-8 50.3651.2143.4043.1912 in 41.64 ft0.50% 2.98 ft/s 2.34 cfs 5.8 ft 6.9 ftCB-7 51.2151.3443.1941.9012 in 257.39 ft0.50% 2.98 ft/s 2.34 cfs 6.9 ft 8.3 ftCB-6 51.3451.1041.9041.3112 in 98.88 ft0.60% 3.26 ft/s 2.56 cfs 8.3 ft 8.6 ftCB-5 51.1050.2041.3140.6912 in 103.04 ft0.60% 3.26 ft/s 2.56 cfs 8.6 ft 8.3 ftCB-4 50.2044.8040.6939.3212 in 229.46 ft0.60% 3.26 ft/s 2.56 cfs 8.3 ft 4.3 ftCB-3 44.8046.8039.3238.5712 in 124.36 ft0.60% 3.26 ft/s 2.56 cfs 4.3 ft 7.1 ftCB-2 46.8046.8038.5738.0612 in 84.23 ft0.60% 3.26 ft/s 2.56 cfs 7.1 ft 7.6 ftCB-1 46.8046.0038.0637.9312 in 22.51 ft0.60% 3.26 ft/s 2.56 cfs 7.6 ft 6.9 ftOutlet (west) 46.0037.9312 inStorm Drainage Areas Include: Sub-basin 3A.1, Sub-basin 3A.2, Sub-basin 3D, off-site Sub-basin 3F.1, and off-site Sub-basin 3F.2Filterra WQ Unit #1 Run0CB-8B 50.3050.3646.8346.3612 in 95.12 ft0.50% 2.98 ft/s 2.34 cfs 2.3 ft 2.8 ftCB-8A 50.3050.3646.3646.0112 in 69.01 ft0.50% 2.98 ft/s 2.34 cfs 2.8 ft 3.2 ftWQ#1 49.43 46.0143.4350.3643.4343.4012 in 6.97 ft0.50% 2.98 ft/s 2.34 cfs 4.8 ft 5.8 ftCB-8 50.3651.2143.4043.1912 in 41.64 ft0.50% 2.98 ft/s 2.34 cfs 5.8 ft 6.9 ftStorm Drainage Areas Include: Sub-basin 3A.1, Sub-basin 3A.2, Sub-basin 3D, off-site Sub-basin 3F.1, and off-site Sub-basin 3F.2SW Courtyard Run0CB-1A 51.0046.8038.4438.0612 in 62.02 ft0.60% 3.26 ft/s 2.56 cfs 11.4 ft 7.6 ftCB-1 46.8046.0038.0637.9312 in 22.51 ft0.60% 3.26 ft/s 2.56 cfs 7.6 ft 6.9 ftASSUMPTIONS AND CONSTANTSManning's n =0.014(per CORSWDM Table 4.2.1D for Corrugated Polyethylene Pipe (CPE) - Uniform Flow)Conveyance Design(west).exhibit.xlsm | 25yr UF1 of 11/10/2019 | 12:41 PM KPFF Consulting EngineersCedar River ApartmentsKPFF Consulting EngineersJanuary, 2019East Conveyance RunASSUMPTIONS AND CONSTANTS cont.8 -in Pipe Wall Thickness = 2.0 in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))12 -in Pipe Wall Thickness = 2.0 in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))15 -in Pipe Wall Thickness = 2.5 in.18 -in Pipe Wall Thickness = 2.5 in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))24 -in Pipe Wall Thickness = 3.0 in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))30 -in Pipe Wall Thickness = 3.5 in. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for CPE Pipe = 2 ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for Class IV Conc. Pipe = ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Min Cover for Class V Conc. Pipe = ft. (per WSDOT Hydraulics Manual Table 8-11.2 (English))Project Pavement Thickness = 0.33 ft.LayoutPipe Capacity CalculationsStructure NumberInlet Rim ElevationOutlet Rim ElevationInlet Invert ElevationOutlet Invert ElevationPipe DiameterLength SlopeVelocity, VPipe Flow Capacity, Q Inlet CoverOutlet Cover(inches) (feet) (%) (ft/s) (cfs) (ft) (ft)1 18 19 20 21 22 23 24 27 28 29 30Storm Drainage Areas Include: Sub-basin 3B, Sub-basin 3A.3, Sub-basin 3C, and off-site Sub-basin 3F.3Main Run0CB-22 50.3050.3047.1346.7212 in 82.0 ft0.50% 2.98 ft/s 2.34 cfs 2.0 ft 2.4 ftCB-21 50.3052.5046.7246.3212 in 79.8 ft0.50% 2.98 ft/s 2.34 cfs 2.4 ft 5.0 ftCB-20 52.5051.5046.3246.1212 in 41.2 ft0.50% 2.98 ft/s 2.34 cfs 5.0 ft 4.2 ftCB-19 51.5049.3846.1245.9712 in 30.6 ft0.50% 2.98 ft/s 2.34 cfs 4.2 ft 2.3 ftWQ#3 49.38 45.9743.3852.5043.3842.9612 in 85.2 ft0.50% 2.98 ft/s 2.34 cfs 4.8 ft 8.4 ftCB-17 52.5050.9042.9642.4512 in 101.0 ft0.50% 2.98 ft/s 2.34 cfs 8.4 ft 7.3 ftCB-16 50.9053.0042.4541.8112 in 127.9 ft0.50% 2.98 ft/s 2.34 cfs 7.3 ft 10.0 ftCB-15 53.0051.0041.8141.4212 in 77.2 ft0.50% 2.98 ft/s 2.34 cfs 10.0 ft 8.4 ftCB-14 51.0046.9041.4240.1012 in 265.3 ft0.50% 2.98 ft/s 2.34 cfs 8.4 ft 5.6 ftCB-13 46.9046.0040.1039.9512 in 29.7 ft0.50% 2.98 ft/s 2.34 cfs 5.6 ft 4.9 ftCB-12 46.0042.0039.9538.4812 in 294.5 ft0.50% 2.98 ft/s 2.34 cfs 4.9 ft 2.4 ftOutfall (east) 42.0038.4812 inStorm Drainage Areas Include: Sub-basin 3B, Sub-basin 3A.3, Sub-basin 3C, and off-site Sub-basin 3F.3Bypass Run0CB-18 48.3052.5043.7442.9612 in 157.5 ft0.50% 2.98 ft/s 2.34 cfs 3.4 ft 8.4 ftCB-17 52.5050.9042.9642.4512 in 101.0 ft0.50% 2.98 ft/s 2.34 cfs 8.4 ft 7.3 ftASSUMPTIONS AND CONSTANTSManning's n =0.014(per CORSWDM Table 4.2.1D for Corrugated Polyethylene Pipe (CPE) - Uniform Flow)Conveyance Design (east).exhibit.xlsm | 25yr UF1 of 11/11/2019 | 10:21 AM WWHM2012 PROJECT REPORT WQ1 1/11/2019 10:25:52 AM Page 2 General Model Information Project Name:WQ1 Site Name:Cedar River Apartments Site Address:1915 Maple Valley Highway City:Renton, WA 98057 Report Date:1/11/2019 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year WQ1 1/11/2019 10:25:52 AM Page 4 Mitigated Land Use Sub-basin 3A.1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.25 Pervious Total 0.25 Impervious Land Use acre PARKING FLAT 0.83 Impervious Total 0.83 Basin Total 1.08 Element Flows To: Surface Interflow Groundwater Filterra WQ Unit #1 Filterra WQ Unit #1 WQ1 1/11/2019 10:25:52 AM Page 6 Mitigated Routing Filterra WQ Unit #1 Bottom Length:11.50 ft. Bottom Width:8.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):135.035 Total Volume Through Riser (ac-ft.):12.771 Total Volume Through Facility (ac-ft.):147.807 Percent Infiltrated:91.36 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002112 0.000000 0.000 0.000 0.0083 0.002112 0.000018 0.000 0.053 0.0167 0.002112 0.000035 0.000 0.053 0.0250 0.002112 0.000053 0.000 0.053 0.0333 0.002112 0.000070 0.000 0.053 0.0417 0.002112 0.000088 0.000 0.054 0.0500 0.002112 0.000106 0.000 0.054 0.0583 0.002112 0.000123 0.000 0.054 0.0667 0.002112 0.000141 0.000 0.054 0.0750 0.002112 0.000158 0.000 0.055 0.0833 0.002112 0.000176 0.000 0.055 0.0917 0.002112 0.000194 0.000 0.055 0.1000 0.002112 0.000211 0.000 0.055 0.1083 0.002112 0.000229 0.000 0.056 0.1167 0.002112 0.000246 0.000 0.056 0.1250 0.002112 0.000264 0.000 0.056 0.1333 0.002112 0.000282 0.000 0.056 0.1417 0.002112 0.000299 0.000 0.057 0.1500 0.002112 0.000317 0.000 0.057 0.1583 0.002112 0.000334 0.000 0.057 0.1667 0.002112 0.000352 0.000 0.057 0.1750 0.002112 0.000370 0.000 0.058 0.1833 0.002112 0.000387 0.000 0.058 0.1917 0.002112 0.000405 0.000 0.058 0.2000 0.002112 0.000422 0.000 0.058 0.2083 0.002112 0.000440 0.000 0.059 0.2167 0.002112 0.000458 0.000 0.059 0.2250 0.002112 0.000475 0.000 0.059 WQ1 1/11/2019 10:25:52 AM Page 7 0.2333 0.002112 0.000493 0.000 0.059 0.2417 0.002112 0.000510 0.000 0.060 0.2500 0.002112 0.000528 0.000 0.060 0.2583 0.002112 0.000546 0.000 0.060 0.2667 0.002112 0.000563 0.000 0.060 0.2750 0.002112 0.000581 0.000 0.060 0.2833 0.002112 0.000598 0.000 0.061 0.2917 0.002112 0.000616 0.000 0.061 0.3000 0.002112 0.000634 0.000 0.061 0.3083 0.002112 0.000651 0.000 0.061 0.3167 0.002112 0.000669 0.000 0.062 0.3250 0.002112 0.000686 0.000 0.062 0.3333 0.002112 0.000704 0.000 0.062 0.3417 0.002112 0.000722 0.000 0.062 0.3500 0.002112 0.000739 0.000 0.063 0.3583 0.002112 0.000757 0.000 0.063 0.3667 0.002112 0.000774 0.000 0.063 0.3750 0.002112 0.000792 0.000 0.063 0.3833 0.002112 0.000810 0.000 0.064 0.3917 0.002112 0.000827 0.000 0.064 0.4000 0.002112 0.000845 0.000 0.064 0.4083 0.002112 0.000862 0.000 0.064 0.4167 0.002112 0.000880 0.000 0.065 0.4250 0.002112 0.000898 0.000 0.065 0.4333 0.002112 0.000915 0.000 0.065 0.4417 0.002112 0.000933 0.000 0.065 0.4500 0.002112 0.000950 0.000 0.066 0.4583 0.002112 0.000968 0.000 0.066 0.4667 0.002112 0.000986 0.000 0.066 0.4750 0.002112 0.001003 0.000 0.066 0.4833 0.002112 0.001021 0.000 0.067 0.4917 0.002112 0.001038 0.000 0.067 0.5000 0.002112 0.001056 0.000 0.067 0.5083 0.002112 0.001074 0.000 0.067 0.5167 0.002112 0.001091 0.000 0.068 0.5250 0.002112 0.001109 0.000 0.068 0.5333 0.002112 0.001126 0.000 0.068 0.5417 0.002112 0.001144 0.000 0.068 0.5500 0.002112 0.001162 0.000 0.069 0.5583 0.002112 0.001179 0.000 0.069 0.5667 0.002112 0.001197 0.000 0.069 0.5750 0.002112 0.001214 0.000 0.069 0.5833 0.002112 0.001232 0.000 0.070 0.5917 0.002112 0.001250 0.000 0.070 0.6000 0.002112 0.001267 0.000 0.070 0.6083 0.002112 0.001285 0.000 0.070 0.6167 0.002112 0.001302 0.000 0.071 0.6250 0.002112 0.001320 0.000 0.071 0.6333 0.002112 0.001338 0.000 0.071 0.6417 0.002112 0.001355 0.000 0.071 0.6500 0.002112 0.001373 0.000 0.071 0.6583 0.002112 0.001390 0.000 0.072 0.6667 0.002112 0.001408 0.000 0.072 0.6750 0.002112 0.001426 0.000 0.072 0.6833 0.002112 0.001443 0.000 0.072 0.6917 0.002112 0.001461 0.000 0.073 0.7000 0.002112 0.001478 0.000 0.073 0.7083 0.002112 0.001496 0.067 0.073 WQ1 1/11/2019 10:25:52 AM Page 8 0.7167 0.002112 0.001514 0.190 0.073 0.7250 0.002112 0.001531 0.349 0.074 0.7333 0.002112 0.001549 0.538 0.074 0.7417 0.002112 0.001566 0.752 0.074 0.7500 0.002112 0.001584 0.989 0.074 0.7583 0.002112 0.001602 1.246 0.075 WQ1 1/11/2019 10:26:36 AM Page 19 Mitigated Schematic WQ1 1/11/2019 10:26:38 AM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WQ2 1/8/2019 12:00:52 PM Page 2 General Model Information Project Name:WQ2 Site Name:Cedar River Apartments Site Address:1915 Maple Valley Highway City:Renton, WA 98057 Report Date:1/8/2019 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year WQ2 1/8/2019 12:00:52 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.28 Pervious Total 0.28 Impervious Land Use acre PARKING FLAT 0.37 Impervious Total 0.37 Basin Total 0.65 Element Flows To: Surface Interflow Groundwater Filterra Unit Filterra Unit WQ2 1/8/2019 12:00:52 PM Page 6 Mitigated Routing Filterra Unit Bottom Length:7.50 ft. Bottom Width:6.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):72.219 Total Volume Through Riser (ac-ft.):5.708 Total Volume Through Facility (ac-ft.):77.927 Percent Infiltrated:92.68 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001033 0.000000 0.000 0.000 0.0083 0.001033 0.000009 0.000 0.026 0.0167 0.001033 0.000017 0.000 0.026 0.0250 0.001033 0.000026 0.000 0.026 0.0333 0.001033 0.000034 0.000 0.026 0.0417 0.001033 0.000043 0.000 0.026 0.0500 0.001033 0.000052 0.000 0.026 0.0583 0.001033 0.000060 0.000 0.026 0.0667 0.001033 0.000069 0.000 0.026 0.0750 0.001033 0.000077 0.000 0.026 0.0833 0.001033 0.000086 0.000 0.027 0.0917 0.001033 0.000095 0.000 0.027 0.1000 0.001033 0.000103 0.000 0.027 0.1083 0.001033 0.000112 0.000 0.027 0.1167 0.001033 0.000121 0.000 0.027 0.1250 0.001033 0.000129 0.000 0.027 0.1333 0.001033 0.000138 0.000 0.027 0.1417 0.001033 0.000146 0.000 0.027 0.1500 0.001033 0.000155 0.000 0.028 0.1583 0.001033 0.000164 0.000 0.028 0.1667 0.001033 0.000172 0.000 0.028 0.1750 0.001033 0.000181 0.000 0.028 0.1833 0.001033 0.000189 0.000 0.028 0.1917 0.001033 0.000198 0.000 0.028 0.2000 0.001033 0.000207 0.000 0.028 0.2083 0.001033 0.000215 0.000 0.028 0.2167 0.001033 0.000224 0.000 0.029 0.2250 0.001033 0.000232 0.000 0.029 WQ2 1/8/2019 12:00:52 PM Page 7 0.2333 0.001033 0.000241 0.000 0.029 0.2417 0.001033 0.000250 0.000 0.029 0.2500 0.001033 0.000258 0.000 0.029 0.2583 0.001033 0.000267 0.000 0.029 0.2667 0.001033 0.000275 0.000 0.029 0.2750 0.001033 0.000284 0.000 0.029 0.2833 0.001033 0.000293 0.000 0.029 0.2917 0.001033 0.000301 0.000 0.030 0.3000 0.001033 0.000310 0.000 0.030 0.3083 0.001033 0.000319 0.000 0.030 0.3167 0.001033 0.000327 0.000 0.030 0.3250 0.001033 0.000336 0.000 0.030 0.3333 0.001033 0.000344 0.000 0.030 0.3417 0.001033 0.000353 0.000 0.030 0.3500 0.001033 0.000362 0.000 0.030 0.3583 0.001033 0.000370 0.000 0.031 0.3667 0.001033 0.000379 0.000 0.031 0.3750 0.001033 0.000387 0.000 0.031 0.3833 0.001033 0.000396 0.000 0.031 0.3917 0.001033 0.000405 0.000 0.031 0.4000 0.001033 0.000413 0.000 0.031 0.4083 0.001033 0.000422 0.000 0.031 0.4167 0.001033 0.000430 0.000 0.031 0.4250 0.001033 0.000439 0.000 0.032 0.4333 0.001033 0.000448 0.000 0.032 0.4417 0.001033 0.000456 0.000 0.032 0.4500 0.001033 0.000465 0.000 0.032 0.4583 0.001033 0.000473 0.000 0.032 0.4667 0.001033 0.000482 0.000 0.032 0.4750 0.001033 0.000491 0.000 0.032 0.4833 0.001033 0.000499 0.000 0.032 0.4917 0.001033 0.000508 0.000 0.032 0.5000 0.001033 0.000517 0.000 0.033 0.5083 0.001033 0.000525 0.000 0.033 0.5167 0.001033 0.000534 0.000 0.033 0.5250 0.001033 0.000542 0.000 0.033 0.5333 0.001033 0.000551 0.000 0.033 0.5417 0.001033 0.000560 0.000 0.033 0.5500 0.001033 0.000568 0.000 0.033 0.5583 0.001033 0.000577 0.000 0.033 0.5667 0.001033 0.000585 0.000 0.034 0.5750 0.001033 0.000594 0.000 0.034 0.5833 0.001033 0.000603 0.000 0.034 0.5917 0.001033 0.000611 0.000 0.034 0.6000 0.001033 0.000620 0.000 0.034 0.6083 0.001033 0.000628 0.000 0.034 0.6167 0.001033 0.000637 0.000 0.034 0.6250 0.001033 0.000646 0.000 0.034 0.6333 0.001033 0.000654 0.000 0.035 0.6417 0.001033 0.000663 0.000 0.035 0.6500 0.001033 0.000671 0.000 0.035 0.6583 0.001033 0.000680 0.000 0.035 0.6667 0.001033 0.000689 0.000 0.035 0.6750 0.001033 0.000697 0.000 0.035 0.6833 0.001033 0.000706 0.000 0.035 0.6917 0.001033 0.000715 0.000 0.035 0.7000 0.001033 0.000723 0.000 0.035 0.7083 0.001033 0.000732 0.067 0.036 WQ2 1/8/2019 12:00:52 PM Page 8 0.7167 0.001033 0.000740 0.190 0.036 0.7250 0.001033 0.000749 0.349 0.036 0.7333 0.001033 0.000758 0.538 0.036 0.7417 0.001033 0.000766 0.752 0.036 0.7500 0.001033 0.000775 0.989 0.036 0.7583 0.001033 0.000783 1.246 0.036 WQ2 1/8/2019 12:01:39 PM Page 19 Mitigated Schematic WWHM2012 PROJECT REPORT WQ2 1/11/2019 10:33:14 AM Page 2 General Model Information Project Name:WQ2 Site Name:Cedar River Apartments Site Address:1915 Maple Valley Highway City:Renton, WA 98057 Report Date:1/11/2019 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year WQ2 1/11/2019 10:33:14 AM Page 4 Mitigated Land Use Sub-basin 3A.2 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.28 Pervious Total 0.28 Impervious Land Use acre PARKING FLAT 0.39 Impervious Total 0.39 Basin Total 0.67 Element Flows To: Surface Interflow Groundwater Filterra WQ Unit #2 Filterra WQ Unit #2 WQ2 1/11/2019 10:33:14 AM Page 6 Mitigated Routing Filterra WQ Unit #2 Bottom Length:7.50 ft. Bottom Width:6.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):74.506 Total Volume Through Riser (ac-ft.):6.557 Total Volume Through Facility (ac-ft.):81.063 Percent Infiltrated:91.91 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001033 0.000000 0.000 0.000 0.0083 0.001033 0.000009 0.000 0.026 0.0167 0.001033 0.000017 0.000 0.026 0.0250 0.001033 0.000026 0.000 0.026 0.0333 0.001033 0.000034 0.000 0.026 0.0417 0.001033 0.000043 0.000 0.026 0.0500 0.001033 0.000052 0.000 0.026 0.0583 0.001033 0.000060 0.000 0.026 0.0667 0.001033 0.000069 0.000 0.026 0.0750 0.001033 0.000077 0.000 0.026 0.0833 0.001033 0.000086 0.000 0.027 0.0917 0.001033 0.000095 0.000 0.027 0.1000 0.001033 0.000103 0.000 0.027 0.1083 0.001033 0.000112 0.000 0.027 0.1167 0.001033 0.000121 0.000 0.027 0.1250 0.001033 0.000129 0.000 0.027 0.1333 0.001033 0.000138 0.000 0.027 0.1417 0.001033 0.000146 0.000 0.027 0.1500 0.001033 0.000155 0.000 0.028 0.1583 0.001033 0.000164 0.000 0.028 0.1667 0.001033 0.000172 0.000 0.028 0.1750 0.001033 0.000181 0.000 0.028 0.1833 0.001033 0.000189 0.000 0.028 0.1917 0.001033 0.000198 0.000 0.028 0.2000 0.001033 0.000207 0.000 0.028 0.2083 0.001033 0.000215 0.000 0.028 0.2167 0.001033 0.000224 0.000 0.029 0.2250 0.001033 0.000232 0.000 0.029 WQ2 1/11/2019 10:33:14 AM Page 7 0.2333 0.001033 0.000241 0.000 0.029 0.2417 0.001033 0.000250 0.000 0.029 0.2500 0.001033 0.000258 0.000 0.029 0.2583 0.001033 0.000267 0.000 0.029 0.2667 0.001033 0.000275 0.000 0.029 0.2750 0.001033 0.000284 0.000 0.029 0.2833 0.001033 0.000293 0.000 0.029 0.2917 0.001033 0.000301 0.000 0.030 0.3000 0.001033 0.000310 0.000 0.030 0.3083 0.001033 0.000319 0.000 0.030 0.3167 0.001033 0.000327 0.000 0.030 0.3250 0.001033 0.000336 0.000 0.030 0.3333 0.001033 0.000344 0.000 0.030 0.3417 0.001033 0.000353 0.000 0.030 0.3500 0.001033 0.000362 0.000 0.030 0.3583 0.001033 0.000370 0.000 0.031 0.3667 0.001033 0.000379 0.000 0.031 0.3750 0.001033 0.000387 0.000 0.031 0.3833 0.001033 0.000396 0.000 0.031 0.3917 0.001033 0.000405 0.000 0.031 0.4000 0.001033 0.000413 0.000 0.031 0.4083 0.001033 0.000422 0.000 0.031 0.4167 0.001033 0.000430 0.000 0.031 0.4250 0.001033 0.000439 0.000 0.032 0.4333 0.001033 0.000448 0.000 0.032 0.4417 0.001033 0.000456 0.000 0.032 0.4500 0.001033 0.000465 0.000 0.032 0.4583 0.001033 0.000473 0.000 0.032 0.4667 0.001033 0.000482 0.000 0.032 0.4750 0.001033 0.000491 0.000 0.032 0.4833 0.001033 0.000499 0.000 0.032 0.4917 0.001033 0.000508 0.000 0.032 0.5000 0.001033 0.000517 0.000 0.033 0.5083 0.001033 0.000525 0.000 0.033 0.5167 0.001033 0.000534 0.000 0.033 0.5250 0.001033 0.000542 0.000 0.033 0.5333 0.001033 0.000551 0.000 0.033 0.5417 0.001033 0.000560 0.000 0.033 0.5500 0.001033 0.000568 0.000 0.033 0.5583 0.001033 0.000577 0.000 0.033 0.5667 0.001033 0.000585 0.000 0.034 0.5750 0.001033 0.000594 0.000 0.034 0.5833 0.001033 0.000603 0.000 0.034 0.5917 0.001033 0.000611 0.000 0.034 0.6000 0.001033 0.000620 0.000 0.034 0.6083 0.001033 0.000628 0.000 0.034 0.6167 0.001033 0.000637 0.000 0.034 0.6250 0.001033 0.000646 0.000 0.034 0.6333 0.001033 0.000654 0.000 0.035 0.6417 0.001033 0.000663 0.000 0.035 0.6500 0.001033 0.000671 0.000 0.035 0.6583 0.001033 0.000680 0.000 0.035 0.6667 0.001033 0.000689 0.000 0.035 0.6750 0.001033 0.000697 0.000 0.035 0.6833 0.001033 0.000706 0.000 0.035 0.6917 0.001033 0.000715 0.000 0.035 0.7000 0.001033 0.000723 0.000 0.035 0.7083 0.001033 0.000732 0.067 0.036 WQ2 1/11/2019 10:33:14 AM Page 8 0.7167 0.001033 0.000740 0.190 0.036 0.7250 0.001033 0.000749 0.349 0.036 0.7333 0.001033 0.000758 0.538 0.036 0.7417 0.001033 0.000766 0.752 0.036 0.7500 0.001033 0.000775 0.989 0.036 0.7583 0.001033 0.000783 1.246 0.036 WQ2 1/11/2019 10:33:58 AM Page 19 Mitigated Schematic WQ2 1/11/2019 10:34:00 AM Page 29 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WQ3 1/11/2019 10:38:59 AM Page 2 General Model Information Project Name:WQ3 Site Name:Cedar River Apartments Site Address:1915 Maple Valley Highway City:Renton, WA 98057 Report Date:1/11/2019 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year WQ3 1/11/2019 10:38:59 AM Page 4 Mitigated Land Use Sub-basin 3A.3 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.01 Pervious Total 0.01 Impervious Land Use acre PARKING FLAT 0.77 Impervious Total 0.77 Basin Total 0.78 Element Flows To: Surface Interflow Groundwater Filterra WQ Unit #3 Filterra WQ Unit #3 WQ3 1/11/2019 10:38:59 AM Page 6 Mitigated Routing Filterra WQ Unit #3 Bottom Length:11.50 ft. Bottom Width:8.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):111.328 Total Volume Through Riser (ac-ft.):9.048 Total Volume Through Facility (ac-ft.):120.376 Percent Infiltrated:92.48 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002112 0.000000 0.000 0.000 0.0083 0.002112 0.000018 0.000 0.053 0.0167 0.002112 0.000035 0.000 0.053 0.0250 0.002112 0.000053 0.000 0.053 0.0333 0.002112 0.000070 0.000 0.053 0.0417 0.002112 0.000088 0.000 0.054 0.0500 0.002112 0.000106 0.000 0.054 0.0583 0.002112 0.000123 0.000 0.054 0.0667 0.002112 0.000141 0.000 0.054 0.0750 0.002112 0.000158 0.000 0.055 0.0833 0.002112 0.000176 0.000 0.055 0.0917 0.002112 0.000194 0.000 0.055 0.1000 0.002112 0.000211 0.000 0.055 0.1083 0.002112 0.000229 0.000 0.056 0.1167 0.002112 0.000246 0.000 0.056 0.1250 0.002112 0.000264 0.000 0.056 0.1333 0.002112 0.000282 0.000 0.056 0.1417 0.002112 0.000299 0.000 0.057 0.1500 0.002112 0.000317 0.000 0.057 0.1583 0.002112 0.000334 0.000 0.057 0.1667 0.002112 0.000352 0.000 0.057 0.1750 0.002112 0.000370 0.000 0.058 0.1833 0.002112 0.000387 0.000 0.058 0.1917 0.002112 0.000405 0.000 0.058 0.2000 0.002112 0.000422 0.000 0.058 0.2083 0.002112 0.000440 0.000 0.059 0.2167 0.002112 0.000458 0.000 0.059 0.2250 0.002112 0.000475 0.000 0.059 WQ3 1/11/2019 10:38:59 AM Page 7 0.2333 0.002112 0.000493 0.000 0.059 0.2417 0.002112 0.000510 0.000 0.060 0.2500 0.002112 0.000528 0.000 0.060 0.2583 0.002112 0.000546 0.000 0.060 0.2667 0.002112 0.000563 0.000 0.060 0.2750 0.002112 0.000581 0.000 0.060 0.2833 0.002112 0.000598 0.000 0.061 0.2917 0.002112 0.000616 0.000 0.061 0.3000 0.002112 0.000634 0.000 0.061 0.3083 0.002112 0.000651 0.000 0.061 0.3167 0.002112 0.000669 0.000 0.062 0.3250 0.002112 0.000686 0.000 0.062 0.3333 0.002112 0.000704 0.000 0.062 0.3417 0.002112 0.000722 0.000 0.062 0.3500 0.002112 0.000739 0.000 0.063 0.3583 0.002112 0.000757 0.000 0.063 0.3667 0.002112 0.000774 0.000 0.063 0.3750 0.002112 0.000792 0.000 0.063 0.3833 0.002112 0.000810 0.000 0.064 0.3917 0.002112 0.000827 0.000 0.064 0.4000 0.002112 0.000845 0.000 0.064 0.4083 0.002112 0.000862 0.000 0.064 0.4167 0.002112 0.000880 0.000 0.065 0.4250 0.002112 0.000898 0.000 0.065 0.4333 0.002112 0.000915 0.000 0.065 0.4417 0.002112 0.000933 0.000 0.065 0.4500 0.002112 0.000950 0.000 0.066 0.4583 0.002112 0.000968 0.000 0.066 0.4667 0.002112 0.000986 0.000 0.066 0.4750 0.002112 0.001003 0.000 0.066 0.4833 0.002112 0.001021 0.000 0.067 0.4917 0.002112 0.001038 0.000 0.067 0.5000 0.002112 0.001056 0.000 0.067 0.5083 0.002112 0.001074 0.000 0.067 0.5167 0.002112 0.001091 0.000 0.068 0.5250 0.002112 0.001109 0.000 0.068 0.5333 0.002112 0.001126 0.000 0.068 0.5417 0.002112 0.001144 0.000 0.068 0.5500 0.002112 0.001162 0.000 0.069 0.5583 0.002112 0.001179 0.000 0.069 0.5667 0.002112 0.001197 0.000 0.069 0.5750 0.002112 0.001214 0.000 0.069 0.5833 0.002112 0.001232 0.000 0.070 0.5917 0.002112 0.001250 0.000 0.070 0.6000 0.002112 0.001267 0.000 0.070 0.6083 0.002112 0.001285 0.000 0.070 0.6167 0.002112 0.001302 0.000 0.071 0.6250 0.002112 0.001320 0.000 0.071 0.6333 0.002112 0.001338 0.000 0.071 0.6417 0.002112 0.001355 0.000 0.071 0.6500 0.002112 0.001373 0.000 0.071 0.6583 0.002112 0.001390 0.000 0.072 0.6667 0.002112 0.001408 0.000 0.072 0.6750 0.002112 0.001426 0.000 0.072 0.6833 0.002112 0.001443 0.000 0.072 0.6917 0.002112 0.001461 0.000 0.073 0.7000 0.002112 0.001478 0.000 0.073 0.7083 0.002112 0.001496 0.067 0.073 WQ3 1/11/2019 10:38:59 AM Page 8 0.7167 0.002112 0.001514 0.190 0.073 0.7250 0.002112 0.001531 0.349 0.074 0.7333 0.002112 0.001549 0.538 0.074 0.7417 0.002112 0.001566 0.752 0.074 0.7500 0.002112 0.001584 0.989 0.074 0.7583 0.002112 0.001602 1.246 0.075 WQ3 1/11/2019 10:39:33 AM Page 19 Mitigated Schematic WQ3 1/11/2019 10:39:35 AM Page 29 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/08/2019 11:13 AM Report Generation Date: 01/08/2019 11:21 AM ————————————————————————————————— Input File Name: Sub-basin 3A.1.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.080 1.080 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.080 1.080 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.1 ---------- -------Area (Acres) -------- Till Grass 1.080 ---------------------------------------------- Subbasin Total 1.080 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.1 ---------- -------Area (Acres) -------- Till Grass 0.250 Impervious 0.830 ---------------------------------------------- Subbasin Total 1.080 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.1 108.047 _____________________________________ Total: 108.047 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.1 25.011 _____________________________________ Total: 25.011 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.684 ac-ft/year, Post Developed: 0.158 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3A.1 Scenario Postdeveloped Compliance Subbasin: Subbasin 3A.1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 6.871E-02 2-Year 0.301 5-Year 0.136 5-Year 0.387 10-Year 0.182 10-Year 0.447 25-Year 0.266 25-Year 0.542 50-Year 0.340 50-Year 0.668 100-Year 0.344 100-Year 0.786 200-Year 0.357 200-Year 0.822 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/08/2019 11:30 AM Report Generation Date: 01/08/2019 11:30 AM ————————————————————————————————— Input File Name: Sub-basin 3A.2.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.720 0.720 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.720 0.720 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.2 ---------- -------Area (Acres) -------- Till Grass 0.661 Impervious 0.059 ---------------------------------------------- Subbasin Total 0.720 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.1 ---------- -------Area (Acres) -------- Till Grass 0.311 Impervious 0.409 ---------------------------------------------- Subbasin Total 0.720 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.2 66.129 _____________________________________ Total: 66.129 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.1 31.113 _____________________________________ Total: 31.113 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.419 ac-ft/year, Post Developed: 0.197 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3A.2 Scenario Postdeveloped Compliance Subbasin: Subbasin 3A.1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 5.775E-02 2-Year 0.165 5-Year 0.105 5-Year 0.209 10-Year 0.140 10-Year 0.249 25-Year 0.197 25-Year 0.320 50-Year 0.243 50-Year 0.382 100-Year 0.245 100-Year 0.423 200-Year 0.250 200-Year 0.449 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/08/2019 11:34 AM Report Generation Date: 01/08/2019 11:34 AM ————————————————————————————————— Input File Name: Sub-basin 3A.3.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.780 0.780 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.780 0.780 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.3 ---------- -------Area (Acres) -------- Till Grass 0.780 ---------------------------------------------- Subbasin Total 0.780 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3A.3 ---------- -------Area (Acres) -------- Till Grass 0.020 Impervious 0.760 ---------------------------------------------- Subbasin Total 0.780 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.3 78.034 _____________________________________ Total: 78.034 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3A.3 2.001 _____________________________________ Total: 2.001 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.494 ac-ft/year, Post Developed: 0.013 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3A.3 Scenario Postdeveloped Compliance Subbasin: Subbasin 3A.3 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 4.963E-02 2-Year 0.265 5-Year 9.842E-02 5-Year 0.348 10-Year 0.131 10-Year 0.392 25-Year 0.192 25-Year 0.483 50-Year 0.245 50-Year 0.552 100-Year 0.248 100-Year 0.682 200-Year 0.258 200-Year 0.705 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/08/2019 11:38 AM Report Generation Date: 01/08/2019 11:38 AM ————————————————————————————————— Input File Name: Sub-basin 3B.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.930 0.930 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.930 0.930 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3B ---------- -------Area (Acres) -------- Till Grass 0.930 ---------------------------------------------- Subbasin Total 0.930 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3B ---------- -------Area (Acres) -------- Till Grass 0.330 Impervious 0.600 ---------------------------------------------- Subbasin Total 0.930 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3B 93.040 _____________________________________ Total: 93.040 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3B 33.014 _____________________________________ Total: 33.014 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.589 ac-ft/year, Post Developed: 0.209 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3B Scenario Postdeveloped Compliance Subbasin: Subbasin 3B *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 5.917E-02 2-Year 0.231 5-Year 0.117 5-Year 0.292 10-Year 0.157 10-Year 0.347 25-Year 0.229 25-Year 0.434 50-Year 0.293 50-Year 0.526 100-Year 0.296 100-Year 0.595 200-Year 0.307 200-Year 0.628 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/02/2019 10:03 AM Report Generation Date: 01/02/2019 10:03 AM ————————————————————————————————— Input File Name: Sub-basin 3C.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 3.892 3.892 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 3.892 3.892 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3C ---------- -------Area (Acres) -------- Till Grass 3.880 Impervious 0.012 ---------------------------------------------- Subbasin Total 3.892 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3C ---------- -------Area (Acres) -------- Till Grass 1.100 Impervious 2.792 ---------------------------------------------- Subbasin Total 3.892 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 0 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3C 388.168 _____________________________________ Total: 388.168 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3C 110.048 _____________________________________ Total: 110.048 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 2.457 ac-ft/year, Post Developed: 0.697 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3C Scenario Postdeveloped Compliance Subbasin: Subbasin 3C *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 0.250 2-Year 1.037 5-Year 0.494 5-Year 1.325 10-Year 0.659 10-Year 1.554 25-Year 0.964 25-Year 1.906 50-Year 1.228 50-Year 2.322 100-Year 1.242 100-Year 2.689 200-Year 1.288 200-Year 2.824 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200410007 Project Simulation Performed on: 01/02/2019 10:22 AM Report Generation Date: 01/02/2019 10:22 AM ————————————————————————————————— Input File Name: Sub-basin 3D.fld Project Name: SRM Renton Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 1 Full Period of Record Available used for Routing Precipitation Station : 95003205 Puget West 32 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951032 Puget West 32 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 4.330 4.330 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 4.330 4.330 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3D ---------- -------Area (Acres) -------- Till Grass 0.070 Impervious 4.260 ---------------------------------------------- Subbasin Total 4.330 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 3D ---------- -------Area (Acres) -------- Till Grass 0.720 Impervious 3.610 ---------------------------------------------- Subbasin Total 4.330 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 0 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3D 7.003 _____________________________________ Total: 7.003 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 3D 72.031 _____________________________________ Total: 72.031 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.044 ac-ft/year, Post Developed: 0.456 ac-ft/year ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 3D Scenario Postdeveloped Compliance Subbasin: Subbasin 3D *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.488 2-Year 1.294 5-Year 1.950 5-Year 1.663 10-Year 2.194 10-Year 1.924 25-Year 2.702 25-Year 2.318 50-Year 3.080 50-Year 2.800 100-Year 3.816 100-Year 3.352 200-Year 3.943 200-Year 3.492 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals Cedar River Apartments – SRM Development Appendix D Appendix D Bond Quantities, Facility Summaries, and Declaratio n 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: 06/14/2016Version: 04/26/2017Printed 10/26/2018 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:Water 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 SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationProject NameCity, State, ZipParcel NumberProject Owner##-######PhoneDatePrepared by:FOR APPROVALProject Phase 1Email AddressNamePE Registration No.Firm NameFirm AddressPhone No.Site AddressAddressAdditional Project OwnerStreet Intersection########AddressAbbreviated Legal Description:Abbreviated LegalCity, State, ZipPage 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 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$ Each Crushed 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$ LF Geotextile 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$ 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:SALES TAX @ 10%EROSION/SEDIMENT TOTAL:(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 10/26/2018 CED Permit #:########ExistingFuture 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$ LFFencing, 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:(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 10/26/2018 CED Permit #:########ExistingFuture 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$ SYBarricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LFCurb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LFSawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SYSidewalk, 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$ EachStriping, 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:(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture 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$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:(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:SALES TAX @ 10%STREET AND SITE IMPROVEMENTS TOTAL:(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture 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$ EachCB 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$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LFCulvert, 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:(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 10/26/2018 CED Permit #:########ExistingFuture 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 10/26/2018 CED Permit #:########ExistingFuture 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$ LFCulvert, 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:(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture 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 Bioretention 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 10/26/2018 CED Permit #:########ExistingFuture 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)WI-1WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:SALES TAX @ 10%DRAINAGE AND STORMWATER FACILITIES TOTAL:(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture 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 10/26/2018 CED Permit #:########ExistingFuture 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 10/26/2018 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)-$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond-$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. Phone No.Email AddressProject Name##-######Site AddressParcel NumberFOR APPROVAL########Firm Address-$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONSDateNamePE Registration No.Firm NameR((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)-$ -$ -$ -$ -$ -$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 Cedar River Apartments – SRM Development Appendix E Appendix E Special Reports and Studies Not included.