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TIR-3973
FINAL TECHNICAL INFORMATION REPORT FOR PUGET DRIVE TOWNHOMES C17004761 CITY OF RENTON IN KING COUNTY, WASHINGTON Project Manager: Robert West, P.L.S. Prepared by: Daniel J. Larson, E.I.T. Approved by: Michael A. Moody, P.E. Date: August 2017 Revised: November 2017, January 2018, March 2018, April 2018 Core No.: 16114T Public Works No.: R‐3973 4‐2‐2018 VESTED TO 2017 CITY OF RENTON SURFACE WATER DESIGN MANUAL DEVELOPMENT ENGINEERING rnair 05/17/2018 SURFACE WATER UTILITY rstraka 05/18/2018 Core Design, Inc. PUGET DRIVE TOWNHOMES Page i Table of Contents SECTION 1: PROJECT OVERVIEW ..................................................................................................... 1 Figure 1.1: TIR Worksheet .................................................................................................. 2 Figure 1.2: Vicinity Map ...................................................................................................... 3 Figure 1.3: Downstream Map ............................................................................................. 4 Figure 1.4: Soils Map .......................................................................................................... 5 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY ........................................................... 6 2.1 Core Requirements ............................................................................................................... 6 2.1.1 Core Requirement #1: Discharge at the Natural Location ............................................ 6 2.1.2 Core Requirement #2: Offsite Analysis .......................................................................... 6 2.1.3 Core Requirement #3: Flow Control .............................................................................. 6 2.1.4 Core Requirement #4: Conveyance System .................................................................. 6 2.1.5 Core Requirement #5: Construction Stormwater Pollution Prevention........................ 6 2.1.6 Core Requirement #6: Maintenance and Operations ................................................... 6 2.1.7 Core Requirement #7: Financial Guarantees and Liability ............................................ 6 2.1.8 Core Requirement #8: Water Quality ............................................................................ 6 2.1.9 Core Requirement #9: On-site BMPs ............................................................................. 7 2.2 Special Requirement #1: Other Adopted Area-Specific Requirements ................................ 7 2.2.1 Critical Drainage Areas ................................................................................................... 7 2.2.2 Master Drainage Plan .................................................................................................... 7 2.2.3 Basin Plans ..................................................................................................................... 7 2.2.4 Stormwater Compliance Plans (SWCPs) ........................................................................ 7 2.2.5 Lake Management Plans (LMPs) .................................................................................... 7 2.2.6 Flood Hazard Reduction Plan Updates (FHRPs) ............................................................. 7 2.2.7 Shared Facility Drainage Plans (SFDPs) .......................................................................... 7 2.3 Special Requirement #2: Floodplain / Floodway Delineation ............................................... 7 2.4 Special Requirement #3: Flood Protection Facilities ............................................................ 7 2.5 Special Requirement #4: Source Controls ............................................................................. 7 2.6 Special Requirement #5: Oil Control ..................................................................................... 7 2.7 Special Requirement #6: Aquifer Protection ........................................................................ 7 SECTION 3: OFFSITE ANALYSIS ......................................................................................................... 8 Core Design, Inc. PUGET DRIVE TOWNHOMES Page ii SECTION 4: FLOW CONTROL AND WATER QUALITY DESIGN .......................................................... 9 4.1 Hydraulic Analysis ................................................................................................................. 9 4.1.1 Existing Site Hydrology .................................................................................................. 9 4.1.2 Developed Site Hydrology ............................................................................................. 9 Figure 4-1: Existing Conditions Exhibit ............................................................................ 11 Figure 4-2: Developed Conditions Exhibit ........................................................................ 12 4.2 Detention Facility Design .................................................................................................... 13 4.3 Water Quality Facility Design .............................................................................................. 14 4.4 On-Site BMPs....................................................................................................................... 14 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN .......................................................... 19 5.1 Backwater Analysis .............................................................................................................. 19 Figure 5-1: Conveyance Basin Areas ................................................................................ 20 Conveyance Calculations Spreadsheet ............................................................................. 21 Backwater Calculations Spreadsheet ............................................................................... 22 SECTION 6: SPECIAL REPORTS AND STUDIES ................................................................................. 23 SECTION 7: OTHER PERMITS.......................................................................................................... 24 SECTION 8: CSWPP PLAN ANALYSIS AND DESIGN ......................................................................... 25 8.1 ESC Plan Analysis and Design (Part A) ................................................................................. 25 8.2 SWPPS Plan Design (Part B) ................................................................................................. 27 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ...... 28 9.1 Bond Quantities .................................................................................................................. 28 9.2 Facility Summaries .............................................................................................................. 28 9.3 Declaration of Covenant ..................................................................................................... 28 SECTION 10: OPERATIONS AND MAINTENANCE ........................................................................... 29 Appendix A – Parcel Information King County Parcel Reports Appendix B – Hydraulic Modeling Documentation Infiltration Assessment and Geotechnical Engineering Report Hydrologic Soils Group Table (Table 3.2.2.A) City of Renton Flow Control Application Map City of Renton Zoning Map Appendix C – Detention Modeling Inputs/Outputs MGS Flood Project Report Core Design, Inc. PUGET DRIVE TOWNHOMES Page 1 SECTION 1: PROJECT OVERVIEW The Puget Drive Townhomes project is a proposed multi-family development on a single lot measuring 0.46 acres and will include four multi-family residences with associated private access driveway and utilities. This project also proposes to replace a portion of sidewalk along the frontage for the new driveway as well as abandon and replace the existing driveway with a planter strip, sidewalk, and curb to match adjacent location. The property is located approximately 300 feet west of the intersection between S Puget Drive and Rolling Hills Avenue SE, on the north side of S Puget Drive, in Renton, Washington. The parcel number of the property is 202305-9056 (refer to the King County Parcel Report included in Appendix A). The property is bordered by the Rolling Hills Condominium development to the north and west, and similar multi-family residences to the east. The property is zoned RM-F. Refer to the zoning map in Appendix B and Figure 1.1, Vicinity Map, on the following page. The 0.46-acre site is currently covered with grass, several trees, a gravel and concrete driveway, and one single-family residence. Proposed improvements will cover the entire project site. The ground generally slopes to the northwest, while the eastern portion of the site is relatively flat. The western boundary and southwest corner of the site contain regulated slopes in excess of 15% sloping off-site. The entire property is located within the Black River Drainage Basin. The soils present on-site are Alderwood gravelly sandy loam (AgC) which characteristically offer low infiltration capacity. Refer to the Geotechnical Engineering Study located in Appendix B of this report. Runoff on-site currently flows in a northwesterly direction and down the slopes on the north and west boundaries of the site. Runoff on the eastern portion of the site and along the south property line drains south and into the existing storm system along the north side of S Puget Drive. In the developed condition, it is proposed that runoff from the site will be collected and tight lined to a proposed stormwater detention vault located in the center along the south property line, beneath the access road running to the north. The stormwater will be treated for flow control and discharged into the existing city conveyance system along S Puget Drive, preserving the natural discharge location. The site is subject to the forested conditions flow control standard per the 2017 City of Renton Surface Water Design Manual (2017 Renton SWDM). City of Renton critical area maps show that a coal mine hazard of moderate severity is located on site. The detention facility will be designed per the 2017 Renton SWDM. The drainage analysis for detention sizing was modeled using the MGS Flood software. A water quality facility is not required due to the project proposing less than 5,000 square feet of pollution generating impervious surfaces. Refer to Section 4.3 for more information regarding the water quality exemption for the project site. Basic dispersion BMP via sheetflow dispersion is proposed on site to the maximum extent feasible. Soil amendment BMP is proposed for all disturbed pervious surfaces. Perforated roof drains with associated trenches will be provided for the building roof downspouts on site. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 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 _________________________ DPER Permit # ________________________ Location Township ______________ Range ________________ Section ________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Landuse (e.g.,Subdivision / Short Subd. / UPD) Building (e.g.,M/F / Commercial / SFR) Clearing and 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 __________________ __________________ __________________ Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: ______________________ 2016 Surface Water Design Manual 4/24/2016 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: KCSWDM 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 ______________________ _____________________________________ Part 10 SOILS Soil Type _________________ _________________ _________________ _________________ Slopes _________________ _________________ _________________ _________________ Erosion Potential _________________ _________________ _________________ _________________ High Groundwater Table (within 5 feet) Other ________________________________ Sole Source Aquifer Seeps/Springs Additional Sheets Attached 2016 Surface Water Design Manual 4/24/2016 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 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: Forested Site Conditions Flow Control 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: _________________________ 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. ______________________ Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / 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: 2016 Surface Water Design Manual 4/24/2016 3 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (comm ercial / industrial land use) Describe land use: Multi-family (commercial) Describe any structural controls: Oil Control High-use Site: Yes / No Treatment BMP: ________________________________ Maintenance Agreement: Yes / No with whom? ____________________________________ Other Drainage Structures Describe: 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 Protection of Flow Control BMP Facilities (existing and proposed) Maintain 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 Facilities, restore operation of Flow Control BMP Facilities as necessary Flag limits of SAO 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 Flow Control BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control Flow Control BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ 2016 Surface Water Design Manual 4/24/2016 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 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 ______________________________ 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 2016 Surface Water Design Manual 4/24/2016 5 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 3 Figure 1.2: Vicinity Map King County Date: 8/18/2017 Notes: The information included on this map has been compiled by King County staff from a variety of sources and issubject to change without notice. King County makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intendedfor use as a survey product. King County shall not be liable for any general, special, indirect, incidental, orconsequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuseof the information contained on this map. Any sale of this map or information on this map is prohibited except bywritten permission of King County. King County iMap Figure 1.3: Downstream Analysis Map Soil Map—King County Area, Washington (Puget Drive Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2017 Page 1 of 352567535256762525677152567805256789525679852568075256816525675352567625256771525678052567895256798525680752568165256825560453560462560471560480560489560498560507 560462 560471 560480 560489 560498 560507 47° 27' 43'' N 122° 11' 52'' W47° 27' 43'' N122° 11' 49'' W47° 27' 41'' N 122° 11' 52'' W47° 27' 41'' N 122° 11' 49'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 15 30 60 90 Feet 0 5 10 20 30 Meters Map Scale: 1:353 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 12, Sep 8, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Oct 6, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington (Puget Drive Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2017 Page 2 of 3 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 0.6 100.0% Totals for Area of Interest 0.6 100.0% Soil Map—King County Area, Washington Puget Drive Soils Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2017 Page 3 of 3 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 6 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY The project proposes more than 2,000 square feet of new impervious surface and is not subject to Simplified Drainage Review or Directed Drainage Review, therefore the proposed development is classified as a project that requires a Full Drainage Review. Refer to Figure 1.1.2.A of the City of Renton 2017 Surface Water Design Manual (SWDM). Full Drainage Review requires all nine core requirements and all six special requirements to be addressed per Table 1.1.2.A in Section 1.1 of the City of Renton 2017 SWDM. 2.1 Core Requirements 2.1.1 Core Requirement #1: Discharge at the Natural Location All surface water and stormwater will be discharged at the natural location. There will not be adverse impact to any downhill properties or drainage facilities. 2.1.2 Core Requirement #2: Offsite Analysis This core requirement is addressed in Section 3 of this report. 2.1.3 Core Requirement #3: Flow Control See Section 4 of this Report. The entire project site will drain to a private detention vault, centered at the south end of the site. The private detention vault is designed for Flow Control Duration Standard Matching Forested Site Conditions which is required for this site location (refer to the Flow Control Applications map in Appendix B). This requires that the developed condition discharge durations match the existing condition durations from 50% of the 2-year to the full 50-year storm events and that the developed 2-year and 10-year peak discharge rates do not exceed the existing 2-year and 10-year peak discharge rates, respectively. 2.1.4 Core Requirement #4: Conveyance System Conveyance and backwater calculations are provided in Section 5 of this report. The conveyance system has been sized to convey the 25-year design storm event. 2.1.5 Core Requirement #5: Construction Stormwater Pollution Prevention A Temporary Erosion and Sediment Control (TESC) plan has been prepared and is included with the final engineering plan set. See Section 8 of this report for TESC calculations and sizing. 2.1.6 Core Requirement #6: Maintenance and Operations A Maintenance and Operations Manual for the stormwater facilities is included in Section 10 of this report. 2.1.7 Core Requirement #7: Financial Guarantees and Liability A Bond Quantity Worksheet is provided in Section 9 of this report. 2.1.8 Core Requirement #8: Water Quality This project proposes a total of 4,821 square feet of new plus replaced pollution generating impervious surfaces (PGIS) and 6,895 square feet of pollution generating pervious surfaces (PGPS). Per section 1.2.8 of the 2017 Renton SWDM, a water quality facility is required for projects proposing 5,000 square feet or more of new plus replaced PGIS and ¾ acre (32,670 sf) or more of PGPS. Therefore, the project is exempt from providing a water quality facility. See section 4.3 of this report. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 7 2.1.9 Core Requirement #9: On-site BMPs This core requirement is addressed in Section 4.4 of this report. The project site is subject to the individual lot BMP requirements specified in section 1.2.9.2 of the 2017 Renton SWDM. 2.2 Special Requirement #1: Other Adopted Area-Specific Requirements 2.2.1 Critical Drainage Areas The project site is not located in a Critical Aquifer Recharge Area. This special requirement is therefore, not applicable. 2.2.2 Master Drainage Plan Not applicable. 2.2.3 Basin Plans Not applicable. 2.2.4 Stormwater Compliance Plans (SWCPs) Not applicable. 2.2.5 Lake Management Plans (LMPs) Not applicable. 2.2.6 Flood Hazard Reduction Plan Updates (FHRPs) This project is not within a floodplain and is not within an area with an applicable Flood Hazard Reduction Plan. Therefore, additional requirements from a Flood Hazard Reduction Plan do not apply. 2.2.7 Shared Facility Drainage Plans (SFDPs) Not applicable. 2.3 Special Requirement #2: Floodplain / Floodway Delineation This project is not located within the 100-year floodplain according to the King County GIS Sensitive Areas Map. 2.4 Special Requirement #3: Flood Protection Facilities As this project is not located within a floodplain there are no levees, revetments or berms within the project. 2.5 Special Requirement #4: Source Controls The project is classified as a multi-family residential project. Applicable water quality source controls will be applied in accordance with the King County Pollution Prevention Manual and Renton Municipal Code, Title IV. Each unit is required to have a designated area for refuse and recycling located in the rear of the garage. 2.6 Special Requirement #5: Oil Control This requirement does not apply because the project is not classified as a high-use site (less than 100 vehicles per 1000 square feet of gross building area). 2.7 Special Requirement #6: Aquifer Protection The project site is not located within an Aquifer Protection Area, therefore this requirement does not apply. Refer to the Groundwater Protection Area Map in Appendix B. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 8 SECTION 3: OFFSITE ANALYSIS The offsite analysis was performed Friday, May 12, 2017. The weather was partly cloudy and approximately 55 degrees. Upstream: The project site is slightly downgrade of the property to the east, therefore a negligible amount of drainage along the east property line flows onto the site. Downstream: A Level 1 downstream analysis was performed on the project site. The site currently contains a single family residence with a gravel and concrete driveway. The remainder of the site is covered by grass with a few trees. The ground generally slopes to the northwest, with steeper regulated slopes in excess of 15% on the western boundary and southwest corner of the site. The eastern portion of the site is relatively flat. The downstream analysis begins on the eastern side of the site, where the site receives negligible upstream drainage from the property to the east. Stormwater collecting on the driveway in the southeast corner of the property and along the south property line drains south to the sidewalk along S Puget Drive and into the storm system in the flow line on the north side of S Puget Drive. The catch basin system continues west for approximately 500 feet before being directed north along Grant Avenue S. The storm system continues north approximately 1,000 feet until discharging into a vegetated channel for conveyance on the west side of Grant Avenue S. The channel continues further than ¼ mile downstream where the offsite analysis terminates. Runoff from the remainder of the site flows to the north and west. Runoff to the west flows down a grass hill to a low point in the grass of the neighboring apartment complex property where the runoff infiltrates. Runoff to the north and northwest flows down a hill through grass and vegetation before reaching the parking lot of the apartment complex property to the northwest. The stormwater runoff then sheet flows across the parking lot in a northwesterly direction and is directed into a catch basin in the parking lot. The runoff continues through a system of three catch basins, navigating through the parking lot before reaching a catch basin in the flow line along Grant Avenue S. At this point, the runoff entering the storm system in the apartment complex property connects with the runoff from the southeast corner and south edge of the project site. Therefore, the project site is considered to have a single threshold discharge area. Refer to Figure 1.3: Downstream Analysis Map in Section 1. There were no observed existing downstream drainage problems. The new stormwater detention vault proposed to be centered at the south end of the site, will outflow to the storm system along the centerline of Puget Drive S flowing west, continuing along Grant Ave S flowing north and discharging into a stream west of Grant Ave S. Therefore, the natural discharge location will be preserved. All stormwater runoff onsite will be directed to the vault, with no bypass proposed. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 9 SECTION 4: FLOW CONTROL AND WATER QUALITY DESIGN 4.1 Hydraulic Analysis All stormwater facilities will be designed in accordance with the 2017 Renton SWDM. The drainage analysis was modeled using the MGS Flood software. The on-site soils are Alderwood gravelly sandy loam (AgC) per the Geotechnical Engineering Study included in Appendix B of this report. This soil type is considered “till” per Table 3.2.2.A (Equivalence between SCS Soil Types and Typical Continuous Modeling Soil Types) included in Appendix B. The regional scale factor is determined automatically within the MGS Flood modeling software based on the project location. 4.1.1 Existing Site Hydrology The Puget Drive Apartments project property is 0.46 acres and contains a single family residence with a gravel and concrete driveway. The remainder of the site is covered by grass with a few trees. The eastern portion of the site is relatively flat. The western boundary of the site and southwest corner of the site contains regulated slopes in excess of 15% sloping off site. Drainage along the northern frontage of S Puget Drive is intercepted by type 1 catch basins east and west of the site, and routed to a 15-inch public piped storm drain located in the middle of S Puget Drive. The storm drain flows from east to west. The entire property is located in the Black River drainage basin. The soils present on-site are Alderwood gravelly sandy loam, which characteristically offer low infiltration capacity. The entire 0.46 acres of predeveloped surface area was modeled as Till Forest in MGS Flood as shown in Table 4.1a below. Table 4.1a: Existing Conditions Summary Surface Cover Type Area (acres) Till - Forest 0.46 4.1.2 Developed Site Hydrology This site is subject to the flow control requirements as specified in the Flow Control Application Map in Reference 15-A in the City of Renton Storm Water Design Manual. The Flow Control Application Map is included in Appendix B of this report. In the developed condition, it is proposed that runoff from the impervious surfaces and landscaped areas be tight-lined to a private detention vault centered at the south end of the property for flow control and discharged into the existing conveyance system on the north side of S Puget Drive, preserving the natural discharge location. The maximum impervious area of the site for detention facility design is calculated using the criteria in the Renton Municipal Code 4-2-110A. The proposed development is multi-family residential. The site is zoned RM-F per the City of Renton Zoning Map included in Appendix B of this report. Therefore, the maximum impervious area of the site is 75% per the Renton Municipal Code 4-2-110A. The proposed project site will have an impervious surface area of 67%, which meets this requirement. Refer to Table 4.1b below for the proposed surface areas for the developed condition of the project site. Areas for each specific surface type are provided in Table 4.2 below. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 10 Table 4.1b: Developed Conditions Summary Surface Cover Type Area (acres) Percentage Till - Grass 0.15 33% Effective Impervious 0.31 67% Total 0.46 100% Table 4.2: Surface Type Areas Surface Areas Area (sf) Acres Roof 8,029 0.18 Rock Pathway 426 0.010 Wall 217 0.005 Walkway 240 0.006 Paved Driveway to Units 4,444 0.10 Lawn/Landscaping 6,895 0.15 Paved Drive to ROW 377 0.01 Total 20,251 0.46 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 13 4.2 Detention Facility Design Per the City of Renton Flow Control Applications Map the site must comply with Flow Control Duration Standard Forested Conditions. This standard requires that the developed condition discharge durations match the existing condition durations from 50% of the 2-year to the 50-year storm events and that the developed 2-year and 10-year peak discharge rates do not exceed the existing 2-year and 10-year peak discharge rates, respectively. A detention vault will be utilized to meet the detention requirement for this site. The proposed detention vault is sized per the 2017 Renton SWDM and is modeled using MGS Flood software. See the MGS Flood outputs included in Appendix C. The detention vault will discharge into the public storm system in S Puget Drive. Table 4.3 shows the peak discharge rates for the site for the predeveloped and post developed condition as modeled in MGS Flood. Note that the peak discharge rates for the 2- and 10-year events in the post developed condition are less than the discharge rates in the predeveloped condition, meeting the flow control standard described above. Table 4.4 shows the percentages for matching the developed condition discharge durations with the predeveloped discharge durations from 50% of the 2-year to the full 50-year storm event. These percentages were generated in MGS Flood and are also located in the MGS Flood report in Appendix C. Note that the durations are compliant with the flow control requirement described above. Table 4.3: Peak Discharge Rates Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 9.802E-03 2-Year 4.831E-03 5-Year 1.598E-02 5-Year 8.675E-03 10-Year 2.153E-02 10-Year 1.560E-02 25-Year 2.729E-02 25-Year 2.042E-02 50-Year 3.483E-02 50-Year 2.258E-02 100-Year 3.774E-02 100-Year 2.327E-02 200-Year 5.875E-02 200-Year 3.052E-02 Table 4.4: Flow Control Discharge Durations **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than 0%): -18.4% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than 0%): -16.6% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 9.5% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 13.7% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- The required live storage volume is 7,106 cubic feet. The proposed internal dimensions of the vault are 88 feet in length, 13.75 feet in width, and a storage depth of 6.3 feet. These dimensions give a provided volume of 7,623 cubic feet. The control structure will consist of an 18-inch diameter riser pipe with four Core Design, Inc. PUGET DRIVE TOWNHOMES Page 14 orifices: a 5/16” diameter orifice at the bottom of the riser pipe, a 3/8” diameter orifice 3.75 feet above the bottom of the riser pipe, a 7/16” diameter orifice 4.5 feet from the bottom of the riser pipe, and a 1/2” diameter orifice 5 feet from the bottom of the riser pipe. The orifices are located on a tee section. The outlet capacity of the structure is the 100-year developed peak flow, which is equal to 0.0233 cfs. The above information is provided in the MGS Flood project report located in Appendix C. Note that the vault as designed meets all flow duration design criteria. The report shows a failure to meet the LID duration performance standard, however the project is not required to meet this standard. The 2017 City of Renton SWDM specifies that demonstrating compliance with the LID performance standard is an optional method for all projects. 4.3 Water Quality Facility Design This project proposes a total of 4,814 square feet of new plus replaced pollution generating impervious surfaces (PGIS), and a total of 6,895 square feet of pollution generating pervious surfaces (PGPS). Section 1.2.8 of the 2017 Renton SWDM specifies a threshold of 5,000 square feet of PGIS and ¾ acre (32,670 square feet) of new PGPS for requiring a water quality facility. The areas proposed for the project site are below the threshold, therefore a water quality facility is not required. 4.4 On-Site BMPs This site is subject to the individual lot BMP requirements as specified in section 1.2.9.2 of the 2017 Renton SWDM. The project site is less than 22,000 square feet, therefore the small lot BMP requirements will apply. 1. The feasibility and applicability of full dispersion as detailed in Appendix C, Section C.2.1 must be evaluated for all target impervious surfaces. If feasible and applicable, full dispersion must be implemented as part of the proposed project. Typically, small lot full dispersion will be applicable only in subdivisions where enough forest was preserved by tract, easement, or covenant to meet the minimum design requirements for full dispersion in Appendix C, Section C.2.1.1 Response: This project site does not meet the minimum design requirements for full dispersion as specified in section C.2.1.1 of the 2017 Renton SWDM due to site constraints. The site cannot provide the minimum flow path of 100 feet over native vegetated surface required so full dispersion is infeasible. 2. Where full dispersion of target impervious roof areas is not feasible or applicable, or will cause flooding or erosion impacts, the feasibility and applicability of full infiltration as detailed in Appendix C, Section C.2.2 must be evaluated (note, this will require a soils report for the site/lot). If feasible and applicable, full infiltration of roof runoff must be implemented as part of the proposed project. Response: The project site is unable to meet the minimum design requirements for full infiltration presented in Section C.2.2.2 of the 2017 Renton SWDM. The existing soils were found to be unsuitable for full infiltration according to a geotechnical evaluation performed on the site by Earth Solutions NW due to perched groundwater as high as 2 feet below existing grade. Refer to the geotechnical report located in Appendix B of this report. Therefore, it has been determined that full infiltration is infeasible because Core Design, Inc. PUGET DRIVE TOWNHOMES Page 15 minimum separation between the bottom of the trench and the seasonal high groundwater table cannot be provided. 3. All target impervious surfaces not mitigated by Requirements 1 and 2 above, must be mitigated to the maximum extent feasible using one or more BMPs from the following list. Use of a given BMP is subject to evaluation of its feasibility and applicability as detailed in Appendix C. Feasible BMPs are required to be implemented. The BMPs listed below may be located anywhere on the site/lot subject to the limitations and design specifications for each BMP. These BMPs must be implemented as part of the proposed project. • Full Infiltration per Appendix C, Section C.2.2, or per Section 5.2, whichever is applicable • Limited infiltration per Appendix C, Section C.2.3 • Rain Gardens per Appendix C, Section C.2.6, sized as follows o Rain gardens have a maximum contributing area of 5,000 square feet. o Rain gardens must have a minimum horizontal projected surface area below the overflow that is at least 5% of the area draining to it. • Bioretention per Appendix C, Section C.2.6, sized as follows: o SeaTac regional scale factor equals 1.0: In till soils, provide bioretention volume based on 0.6 inches of equivalent storage depth; in outwash soils provide bioretention volume based on 0.1 inches of equivalent storage depth, o SeaTac regional scale factor greater than 1.0: In till soils, provide bioretention volume based on 0.8 inches of equivalent storage depth; in outwash soils, provide bioretention volume based on 0.4 inches of equivalent storage depth, • Permeable Pavement per Appendix C, Section C.2.7 Response: Full infiltration: Full infiltration was found to be infeasible for the project site. Refer to the response regarding full infiltration above. Limited infiltration: The soil conditions on-site meet the requirements for limited infiltration, however the site still cannot support limited infiltration applications due to the high groundwater table. Therefore, limited infiltration BMPs are not feasible for the project site. Rain Gardens/Bioretention: Rain gardens and bioretention share the same infeasibility criteria. The geotechnical engineer has recommended that infiltration applications not be used on site. Citing Appendix C.2.6 of the 2017 Renton SWDM Bioretention Infeasibility Criteria List #1: “Where professional geotechnical evaluation recommends infiltration not be used due to reasonable concerns about erosion, slope failure, or down gradient flooding.” Permeable Pavement: An infiltration evaluation was performed by a geotechnical engineer on the project site that found permeable pavement to be infeasible. This is based on the fact that any full or Core Design, Inc. PUGET DRIVE TOWNHOMES Page 16 limited infiltration device, like permeable pavement, cannot meet the required vertical separation from the seasonal high groundwater table. Refer to the infiltration evaluation letter attached. 4. All target impervious surfaces not mitigated by Requirements 1, 2 and 3 above, must be mitigated to the maximum extent feasible using the Basic Dispersion BMP described below. Use of Basic Dispersion is subject to evaluation of its feasibility and applicability as detailed in Appendix C. Feasible BMPs are required to be implemented. Basic Dispersion BMPs may be located anywhere on the site/lot subject to the limitations and design specifications cited in Appendix C. The BMP must be implemented as part of the proposed project. • Basic Dispersion per Appendix C, Section C.2.4 Response: Each dispersion device described in Section C.2.4 will be evaluated to and implemented to the maximum extent feasible. Splash blocks: Splash Blocks require a 50-foot vegetated flow path from the roof downspout along the natural flow path of the runoff. The site cannot provide the required flow path, thus splash blocks for basic dispersion are infeasible. Rock Pads: Rock pads also require a 50-foot natural vegetated flow path. This flow path cannot be provided due to site constraints, therefore rock pads for basic dispersion are infeasible. Sheet Flow: Sheet flow dispersion will be applied to pathways and driveways less than 20 feet in width and in areas where a 10-foot minimum vegetated flow path can be accomplished. Refer to the Figure 4-3 at the end of this section for the locations and areas of impervious surface that will be mitigated using the sheet flow dispersion. The project proposes sheet flow basic dispersion for 2,515 square feet of impervious area. Gravel Filled Trenches: A basic dispersion trench requires a 25-foot vegetated flow path which cannot be attained due to overlap of flow paths from sheet flow dispersion. Therefore, a basic dispersion trench is infeasible. At 2 feet below grade, the perched groundwater could also preclude proper operation of a dispersion trench by adding flow. 5. BMPs must be implemented, at minimum, for an impervious area equal to at least 10% of the site/lot for site/lot sizes up to 11,000 square feet and at least 20% of the site/lot for site/lot sizes between 11,000 and 22,000 square feet. For projects located in Zone 1 of the Aquifer Protection Area, these impervious area amounts must be doubled. Doubling of the minimum impervious area required for BMP implementation in Zone 1 of the Aquifer Protection Area is not required for projects located within 200 feet of a steep slope hazard area, landslide hazard, or erosion hazard area. If these minimum areas are not mitigated using feasible BMPs from Requirements 1, 2, 3, and 4 above, one or more BMPs from the following list are required to be implemented to achieve compliance. These BMPs must be implemented as part of the proposed project. • Reduced Impervious Surface Credit per Appendix C, Section C.2.9, • Native Growth Retention Credit per Appendix C, Section C.2.10, • Tree Retention Credit per Appendix C, Section C.2.14. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 17 Response: The project is required to implement BMPs for an impervious area equal to 20% of the site because the total area of the site is between 11,000 and 22,000 square feet. The total site area is 20,056 square feet, therefore BMPs must be implemented for 4,012 square feet of impervious area. Reduced Impervious Surface Credit: Restricted Footprint – The restricted footprint credit may be applied for a recorded limit on total impervious surface area less than 4,000 square feet or the maximum allowed by the site’s zoning, whichever is less. The maximum allowed impervious area for the site is 75% of the total lot area per the Renton Municipal Code 4‐2‐110A, which gives a maximum impervious area of 15,042 square feet. Therefore, the project would need to have less than 4,000 square feet of impervious area to utilize this credit which is not reasonable on a site that is over 20,000 square feet and allowed up to 75% impervious area. Wheel Strip Driveways – The project does not propose to include wheel strip driveways because the driveway is the main access over the detention vault. Individual driveways will utilize sheet flow dispersion to the maximum extent feasible as described above. Minimum disturbance foundation – A minimum disturbance foundation requires runoff from the structure to be discharged via downspouts. Due to site constraints, downspouts cannot be used to discharge roof runoff. Therefore, this credit is not applicable. Open grid decking over pervious surface – There are no deck surfaces proposed on the project site, therefore this credit is not applicable. Native Growth Retention Credit: The native growth retention credit is not applicable to this project because the project proposes to build near the maximum allowed area for impervious surface as specified in the Renton Municipal Code. The site does not have adequate space to retain native vegetation. Tree Retention Credit: Due to grading and utility conflicts, no trees are proposed for retention and therefore this credit is not applicable. 6. The soil moisture holding capacity of new pervious surfaces (target pervious surfaces) must be protected in accordance with the soil amendment BMP as detailed in Appendix C, Section C.2.13. Response: BMP C.2.13 soil amendment is proposed for all disturbed pervious areas and will be implemented by amending the existing topsoil. 7. Any proposed connection of roof downspouts to the local drainage system must be via a perforated pipe connection as detailed in Appendix C, Section C.2.11. Response: A perforated pipe connection for each roof drain is proposed. Each of the 4 pipes will be constructed as perforated drains with 24”‐wide trenches. Buildings A and D will have 7 LF of perforated pipe while buildings B and C will have 10 LF of perforated pipe for a total of 34 LF. Summary of BMPs provided: 2,515 SF of Sheet Flow Dispersion 34 LF perforated pipe connection See Figure 4‐3 for the locations of the BMPs provided. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 19 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.1 Backwater Analysis The tight-lined storm drainage system for the site was designed for the 25-yr storm utilizing the Rational Method per the 2017 Renton SWDM. Backwater analyses were completed using the flows tabulated in the rational method calculated conveyance spreadsheets. See Figure 5: Conveyance Basin Areas exhibit on the following page and conveyance and backwater spreadsheets at the end of this section. The total site area tributary to the conveyance system is 0.46 acres. A weighted runoff coefficient “C” value of 0.69 was calculated for the entire site. This value was determined using the following equation: 𝐶𝐶=𝐼𝐼(𝐶𝐶𝐼𝐼)+𝑃𝑃(𝐶𝐶𝑃𝑃)𝐼𝐼+𝑃𝑃 Where: I = Impervious area in acres in the developed condition P = Pervious area in acres in the developed condition CI = Runoff coefficient for impervious area type, Rational Method (Table 3.2.1.A, Renton SWDM) CI = 0.9 for pavement and roofs (Table 3.2.1.A) CP = Runoff coefficient for pervious area type, Rational Method (Table 3.2.1.A, Renton SWDM) CP = 0.25 for lawns (Table 3.2.1.A) 𝐶𝐶=(0.31 ∗0.9)+(0.15 ∗0.25)0.31 +0.15 𝑪𝑪=𝟎𝟎.𝟔𝟔𝟔𝟔 The tailwater elevation within the vault is set at the 25-year water surface elevation which is 382.26 feet. This elevation can be found in the MGS Flood report located in Appendix C. The backwater analysis was performed to ensure that during the 25-year storm, the headwater elevation within each structure would not exceed an elevation equal to the rim. 12-inch PVC pipe is proposed for the conveyance system. All conveyance pipes on site will meet or exceed the minimum slope of 0.5%. Raw calculations are provided as spreadsheets included in the following pages. The storm system is fully contained during the 25-year storm. LOCATION / DESIGN STORM YEAR: JOB NAME:PUGET DRIVE APARTMENTS JOB NUMBER:16114T PREPARED BY:DJL INCREMENTAL RUNOFF EFFECTIVE TIME OF RAINFALL TRIBUTARY PIPE PIPE PIPE ACTUAL TRAVEL PIPE CAPACITY SUMMARY PIPE SEGMENT AREA COEFFICIENT AREA SUM OF CONC.INTENSITY FLOW MANNING'S DIAMETER SLOPE LENGTH VELOCITY TIME Q(FULL)V(FULL)Q(ACT)/Q(FULL) FROM TO (ACRES)"C"(A * C)(A * C)(MINUTES)(IN/HR)(CFS)"n"(INCHES)(PERCENT)(FEET)(FT/SEC)(MINUTES)(CFS)(FT/SEC)(PERCENT) 2 Vault 0.296 0.65 0.192 0.192 6.30 3.21 0.617 0.011 12 5.000 5 6.47 0.01 9.415 11.99 6.6% 1 Vault 0.164 0.65 0.107 0.107 6.30 3.21 0.342 0.011 12 11.000 24 6.76 0.06 13.965 17.78 2.4% STORM CONVEYANCE SYSTEM DESIGN SEATTLE / 100 YEAR BACKWATER CALCULATIONS JOB NAME:PUGET DRIVE APARTMENTS PREPARED BY:D. LARSON JOB NUMBER:16114T DESIGN STORM:100 YEAR ENTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCTION PIPE PIPE MANNING'S OUTLET INLET PIPE FLOW VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER FROM TO FLOW LENGTH DIA.n ELEVATION ELEVATION AREA VELOCITY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION CB CB (CFS)(FEET)(IN)VALUE (FEET)(FEET)(SQ FT)(FT/SEC)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)(FEET)RIM EL 2 Vault 0.66 33 12 0.011 381.55 381.88 0.79 0.83 0.01 382.26 0.01 383.75 0.01 0.01 383.77 384.75 0.00 0.00 0.00 384.75 386.58 1 Vault 0.36 8 12 0.011 381.55 381.60 0.79 0.46 0.00 382.26 0.00 383.10 0.00 0.00 383.10 384.10 0.00 0.00 0.00 384.10 385.25 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 23 SECTION 6: SPECIAL REPORTS AND STUDIES Geotechnical Engineering Report (Included in Appendix B) Prepared For: Adrianne’s Housekeeping, Inc. Prepared By: Keven D. Hoffmann, P.E. Dated: Nov. 22, 2016 Earth Solutions NW, LLC 1805 – 136th Place Northeast, Suite 201 Bellevue, WA 98005 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 24 SECTION 7: OTHER PERMITS Building Permits Core Design, Inc. PUGET DRIVE TOWNHOMES Page 25 SECTION 8: CSWPP PLAN ANALYSIS AND DESIGN 8.1 ESC Plan Analysis and Design (Part A) The site will utilize Appendix D of the 2017 Renton SWDM for the erosion and sedimentation control design to reduce the discharge of sediment-laden runoff from the site. Clearing limits will be established prior to any earthwork on the project site. Perimeter protection will be provided by silt fencing along the downstream perimeter of the disturbed areas to limit the downstream transport of sediment to streams, wetlands and neighboring properties. Dust control, if required, will be provided by a water truck. The plan will be comprised of temporary measures (stabilized construction entrance, silt fence, interceptor swales, etc.) as well as permanent measures (detention vault, hydroseeding, etc.). In general, construction activities will be sequenced such that the permanent detention vault will be constructed and used for temporary erosion and sedimentation control. Runoff from the site will sheet flow across cleared areas into temporary interceptor swales and temporary pipes that discharge into the permanent detention vault or into the permanent conveyance system, when installed. Although the permanent detention vault will be used as the TESC “pond” for the project, the minimum TESC pond (detention vault) area, dewatering orifice diameter, and emergency overflow riser diameter are calculated below for construction site, and compared to the proposed detention vault control structure to verify adequate TESC functionality. The TESC pond area was calculated for the project site using the 10-year storm event with the potential of work during the wet season (October 1 to April 30). Per Section D.2.1.5.2 of the 2017 Renton SWDM, the 10-year, 15-minute time step developed condition peak flow rate used for the TESC pond area sizing is Q10 = 0.200 cfs. The flow frequency analysis at 15- minute time steps for the site is provided at the end of this section. TESC Pond Surface Area Calculation TESC Pond minimum surface area, SA, is determined by the following equation: SA = 2080 sf/cfs * (Total Q10-developed) (page D-47, 2017 City of Renton SWDM) Where: SA = minimum TESC pond surface area (sf) Q10-developed = 10-year developed, 15-minute, peak flow (0.200 cfs) SAmin = 416 sf The design bottom surface area of the proposed detention vault = 1,152 square feet, enough to provide adequate erosion and sedimentation control. Principal Spillway (Riser Pipe) The TESC vault is designed to function with 1.0 feet of head. The riser pipe must pass the developed condition 10-year peak flow using MGS Flood 15-minute time steps. Using Figure 5.1.4.H (page 5-34 2017 Renton SWDM) the minimum riser pipe diameter is 10 inches. The temporary proposed riser diameter for the sediment vault is 12 inches. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 26 Emergency Overflow Spillway The temporary TESC pond has been designed to safely convey the developed condition 100-year MGS Flood 15-minute peak flow. Dewatering Orifice The dewatering orifice diameter must be at least 1 inch and is sized using a three-step process, outlined on page D-50 of the 2017 Renton SWDM. 1. Determine the required area of the orifice A modified version of the discharge equation for a vertical orifice is used to determine the required orifice surface area, as follows: 𝐴𝐴𝑂𝑂=𝐴𝐴𝑆𝑆(2ℎ)0.50.6 ∗3600 ∗𝑇𝑇𝑔𝑔0.5 Where: AO = orifice area (sf) AS = provided pond surface area (416 sf) h = head of water above orifice (3.5 ft, minimum per section D.2.1.5.2 2017 Renton SWDM) T = dewatering time (24 hours, page D-50 2017 Renton SWDM) G = acceleration due to gravity (32.2 ft/s2) A0 = 0.0037 sf 2. Convert the required surface area to the required diameter, D (inches) The required surface area of the orifice is converted to the required diameter, D, using a basic equation for the area of a circular orifice, as follows: 𝐷𝐷=24 ∗�𝐴𝐴𝑂𝑂𝜋𝜋 D = 7/8 inches D = 1 inch (required minimum diameter, page D-50 2017 Renton SWDM) 3. Determine the size of the vertical, perforated tubing connected to the dewatering orifice The minimum diameter for the perforated tubing connected to the dewatering orifice is 2 inches larger that the orifice. Therefore, the minimum tubing diameter = 3 inches, or a design diameter of 4 inches. The TESC pond provides adequate erosion and sediment control for the area. The pond proposes a 12- inch riser pipe with an overflow elevation of 3.5 feet above the bottom of the pond to be used, with a 1- Core Design, Inc. PUGET DRIVE TOWNHOMES Page 27 inch diameter dewatering orifice provided during the clearing and grading phase prior to the construction of the permanent vaults. 8.2 SWPPS Plan Design (Part B) Design of the SWPPS plan was completed in conformance with Section 2.3.1.4 of the 2017 Renton SWDM. The Erosion Sedimentation Control Plan contains notes establishing what materials and activities that will be allowed on the site. The contractor shall designate a person as the responsible representative in charge of erosion control and maintenance of all erosion control and stormwater pollution prevention facilities. Pollution-generating activities associated with construction and mitigation are tabulated below. 1. Storage and Handling of Liquids: No storage of liquid pollutants such as fuel will be allowed on the site. Therefore, no spill prevention report and/or clean up report is required. 2. Storage and Stockpiling of Construction Materials and Wastes: Storage of construction materials and wastes will be stored within a designated stockpile area. 3. Fueling: Fueling shall be provided by a fueling truck. No fuel shall be stored on site. 4. Maintenance, Repairs, and Storage of Vehicles and Equipment: Vehicle maintenance and repairs will be done offsite. 5. Concrete Saw Cutting, Slurry, and Washwater Disposal: Any concrete waste or waste from sawcutting or surfacing will be discharged to formed areas awaiting installation of concrete or asphalt and/or to a lined sump as specified in the notes. 6. Handling of pH Elevated Water: Handling of pH elevated water is specified on the Erosion Sedimentation Control Plan. 7. Application of Chemicals including Pesticides and Fertilizers: Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers’ recommendations for application rates and procedures shall be followed. Core Design, Inc. PUGET DRIVE TOWNHOMES Page 28 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities A site improvements bond quantity worksheet is provided at the end of this section. 9.2 Facility Summaries A Flow Control and Water Quality Facility Summary for the proposed private stormwater detention vault (under a separate permit) is provided in this section. 9.3 Declaration of Covenant A Declaration of Covenant for Privately Maintained Flow Control Facilities and for Privately Maintained On-Site BMPs are provided in this section. The covenant will be signed and notarized prior to permit issuance. Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA): Phone:CED Permit # (U):Address: Site Address:Street Intersection: Addt'l Project Owner:Parcel #(s): Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and Grading Utility ProvidersN/AProject Location and Description Project Owner InformationPuget Drive ApartmentsBellevue, WA 980082023059056Bob Wenzl, Tuscany Construction##-###### 206-714-67074/2/2018Prepared by:FOR APPROVALProject Phase 1mam@coredesigninc.comSheri Murata, P.E.41846Core Design, Inc.14711 NE 29th Place, Suite 101425-885-78771506 S Puget DrP.O. Box 6127S Puget Dr and Rolling Hills Ave SEC17004161Abbreviated Legal Description:See plans98057 (425)430-7200RKSHEETPage 1 of 1Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/20184/2/18 CED Permit #:C17004161UnitReference # Price Unit Quantity CostBackfill & compaction-embankmentESC-16.50$ CY Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ EachCatch Basin ProtectionESC-335.50$ Each 8284.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CY Fence, siltESC-7SWDM 5.4.3.11.50$ LF 450675.00Fence, 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 250250.00Jute 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$ EachRock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each 13,200.00Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each 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 # Price Unit Quantity Cost5.00$ LF 105525.00 EROSION/SEDIMENT SUBTOTAL: 4,934.00SALES TAX @ 10% 493.40EROSION/SEDIMENT TOTAL: 5,427.40(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)Tree Protection FencingWRITE-IN-ITEMS Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction- embankment GI-1 6.00$ CYBackfill & Compaction- trench GI-2 9.00$ CYClear/Remove Brush, by hand (SY) GI-3 1.00$ SYBollards - fixed GI-4 240.74$ EachBollards - removable GI-5 452.34$ EachClearing/Grubbing/Tree Removal GI-6 10,000.00$ Acre 0.464,600.00Excavation - bulk GI-7 2.00$ CYExcavation - Trench GI-8 5.00$ CYFencing, cedar, 6' high GI-9 20.00$ LFFencing, chain link, 4' GI-10 38.31$ LFFencing, chain link, vinyl coated, 6' high GI-11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-12 1,400.00$ EachFill & compact - common barrow GI-13 25.00$ CY 471,175.00Fill & compact - gravel base GI-14 27.00$ CYFill & compact - screened topsoil GI-15 39.00$ CYGabion, 12" deep, stone filled mesh GI-16 65.00$ SYGabion, 18" deep, stone filled mesh GI-17 90.00$ SYGabion, 36" deep, stone filled mesh GI-18 150.00$ SYGrading, fine, by hand GI-19 2.50$ SYGrading, fine, with grader GI-20 2.00$ SYMonuments, 3' Long GI-21 250.00$ EachSensitive Areas Sign GI-22 7.00$ EachSodding, 1" deep, sloped ground GI-23 8.00$ SY 30240.00Surveying, line & grade GI-24 850.00$ DaySurveying, lot location/lines GI-25 1,800.00$ AcreTopsoil Type A (imported) GI-26 28.50$ CY 2005,700.00Traffic control crew ( 2 flaggers ) GI-27 120.00$ HRTrail, 4" chipped wood GI-28 8.00$ SYTrail, 4" crushed cinder GI-29 9.00$ SYTrail, 4" top course GI-30 12.00$ SYConduit, 2" GI-31 5.00$ LFWall, retaining, concrete GI-32 55.00$ SFWall, rockery GI-33 15.00$ SFSUBTOTAL THIS PAGE:240.00 11,475.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Page 1 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI-1 30.00$ SYAC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI-3 10.00$ SYAC Removal/Disposal RI-4 35.00$ SYBarricade, Type III ( Permanent ) RI-5 56.00$ LFGuard Rail RI-6 30.00$ LFCurb & Gutter, rolled RI-7 17.00$ LFCurb & Gutter, vertical RI-8 12.50$ LF 54675.00Curb and Gutter, demolition and disposal RI-9 18.00$ LF 54972.00Curb, extruded asphalt RI-10 5.50$ LFCurb, extruded concrete RI-11 7.00$ LFSawcut, asphalt, 3" depth RI-12 1.85$ LFSawcut, concrete, per 1" depth RI-13 3.00$ LFSealant, asphalt RI-14 2.00$ LFShoulder, gravel, 4" thick RI-15 15.00$ SYSidewalk, 4" thick RI-16 38.00$ SY 602,280.00Sidewalk, 4" thick, demolition and disposal RI-17 32.00$ SY 371,184.00Sidewalk, 5" thick RI-18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI-19 40.00$ SYSign, Handicap RI-20 85.00$ EachStriping, per stall RI-21 7.00$ EachStriping, thermoplastic, ( for crosswalk ) RI-22 3.00$ SFStriping, 4" reflectorized line RI-23 0.50$ LFAdditional 2.5" Crushed Surfacing RI-24 3.60$ SYHMA 1/2" Overlay 1.5" RI-25 14.00$ SYHMA 1/2" Overlay 2" RI-26 18.00$ SYHMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$ SYHMA Road, 4", 4.5" ATB RI-31 38.00$ SYGravel Road, 4" rock, First 2500 SY RI-32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$ SYThickened Edge RI-34 8.60$ LFSUBTOTAL THIS PAGE:5,111.00(B)(C)(D)(E)Page 2 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrow PL-1 21.00$ SY 52511,025.002" AC, 1.5" top course & 2.5" base course PL-2 28.00$ SY 381,064.004" select borrow PL-3 5.00$ SY1.5" top course rock & 2.5" base course PL-4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:12,089.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street Trees LA-1 250.00$ each 3750.00Median Landscaping LA-2Right-of-Way Landscaping LA-3Wetland Landscaping LA-4SUBTOTAL LANDSCAPING & VEGETATION:750.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.Signs TR-1Street Light System ( # of Poles) TR-2 7,500.00$ Each 17,500.00Traffic Signal TR-3Traffic Signal Modification TR-4SUBTOTAL TRAFFIC & LIGHTING:7,500.00(B)(C)(D)(E)WRITE-IN-ITEMSManorstone Wall 30.00$ SF 44013,200.00SUBTOTAL WRITE-IN ITEMS:13,200.00STREET AND SITE IMPROVEMENTS SUBTOTAL: 13,601.00 24,675.00SALES TAX @ 10% 1,360.10 2,467.50STREET AND SITE IMPROVEMENTS TOTAL: 14,961.10 27,142.50(B)(C)(D)(E)Page 3 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D-1 26.00$ SY* (CBs include frame and lid)Beehive D-2 90.00$ EachThrough-curb Inlet Framework D-3 400.00$ EachCB Type I D-4 1,500.00$ Each 11,500.0023,000.00CB Type IL D-5 1,750.00$ EachCB Type II, 48" diameter D-6 2,300.00$ Each 12,300.00 for additional depth over 4' D-7 480.00$ FTCB Type II, 54" diameter D-8 2,500.00$ Each for additional depth over 4' D-9 495.00$ FTCB Type II, 60" diameter D-10 2,800.00$ Each for additional depth over 4' D-11 600.00$ FTCB Type II, 72" diameter D-12 6,000.00$ Each for additional depth over 4' D-13 850.00$ FTCB Type II, 96" diameter D-14 14,000.00$ Each for additional depth over 4' D-15 925.00$ FTTrash Rack, 12" D-16 350.00$ EachTrash Rack, 15" D-17 410.00$ EachTrash Rack, 18" D-18 480.00$ EachTrash Rack, 21" D-19 550.00$ EachCleanout, PVC, 4" D-20 150.00$ Each 4600.00Cleanout, PVC, 6" D-21 170.00$ Each 81,360.00Cleanout, PVC, 8" D-22 200.00$ EachCulvert, PVC, 4" D-23 10.00$ LF 2272,270.00Culvert, PVC, 6" D-24 13.00$ LF 53689.00Culvert, PVC, 8" D-25 15.00$ LFCulvert, PVC, 12" D-26 23.00$ LF 441,012.00982,254.00Culvert, PVC, 15" D-27 35.00$ LFCulvert, PVC, 18" D-28 41.00$ LFCulvert, PVC, 24" D-29 56.00$ LFCulvert, PVC, 30" D-30 78.00$ LFCulvert, PVC, 36" D-31 130.00$ LFCulvert, CMP, 8" D-32 19.00$ LFCulvert, CMP, 12" D-33 29.00$ LFSUBTOTAL THIS PAGE:4,812.00 10,173.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Page 1 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D-34 35.00$ LFCulvert, CMP, 18" D-35 41.00$ LFCulvert, CMP, 24" D-36 56.00$ LFCulvert, CMP, 30" D-37 78.00$ LFCulvert, CMP, 36" D-38 130.00$ LFCulvert, CMP, 48" D-39 190.00$ LFCulvert, CMP, 60" D-40 270.00$ LFCulvert, CMP, 72" D-41 350.00$ LFCulvert, Concrete, 8" D-42 42.00$ LFCulvert, Concrete, 12" D-43 48.00$ LFCulvert, Concrete, 15" D-44 78.00$ LFCulvert, Concrete, 18" D-45 48.00$ LFCulvert, Concrete, 24" D-46 78.00$ LFCulvert, Concrete, 30" D-47 125.00$ LFCulvert, Concrete, 36" D-48 150.00$ LFCulvert, Concrete, 42" D-49 175.00$ LFCulvert, Concrete, 48" D-50 205.00$ LFCulvert, CPE Triple Wall, 6" D-51 14.00$ LFCulvert, CPE Triple Wall, 8" D-52 16.00$ LFCulvert, CPE Triple Wall, 12" D-53 24.00$ LFCulvert, CPE Triple Wall, 15" D-54 35.00$ LFCulvert, CPE Triple Wall, 18" D-55 41.00$ LFCulvert, CPE Triple Wall, 24" D-56 56.00$ LFCulvert, CPE Triple Wall, 30" D-57 78.00$ LFCulvert, CPE Triple Wall, 36" D-58 130.00$ LFCulvert, LCPE, 6" D-59 60.00$ LFCulvert, LCPE, 8" D-60 72.00$ LFCulvert, LCPE, 12" D-61 84.00$ LFCulvert, LCPE, 15" D-62 96.00$ LFCulvert, LCPE, 18" D-63 108.00$ LFCulvert, LCPE, 24" D-64 120.00$ LFCulvert, LCPE, 30" D-65 132.00$ LFCulvert, LCPE, 36" D-66 144.00$ LFCulvert, LCPE, 48" D-67 156.00$ LFCulvert, LCPE, 54" D-68 168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 2 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D-69 180.00$ LFCulvert, LCPE, 72" D-70 192.00$ LFCulvert, HDPE, 6" D-71 42.00$ LFCulvert, HDPE, 8" D-72 42.00$ LFCulvert, HDPE, 12" D-73 74.00$ LFCulvert, HDPE, 15" D-74 106.00$ LFCulvert, HDPE, 18" D-75 138.00$ LFCulvert, HDPE, 24" D-76 221.00$ LFCulvert, HDPE, 30" D-77 276.00$ LFCulvert, HDPE, 36" D-78 331.00$ LFCulvert, HDPE, 48" D-79 386.00$ LFCulvert, HDPE, 54" D-80 441.00$ LFCulvert, HDPE, 60" D-81 496.00$ LFCulvert, HDPE, 72" D-82 551.00$ LFPipe, Polypropylene, 6" D-83 84.00$ LFPipe, Polypropylene, 8" D-84 89.00$ LFPipe, Polypropylene, 12" D-85 95.00$ LFPipe, Polypropylene, 15" D-86 100.00$ LFPipe, Polypropylene, 18" D-87 106.00$ LFPipe, Polypropylene, 24" D-88 111.00$ LFPipe, Polypropylene, 30" D-89 119.00$ LFPipe, Polypropylene, 36" D-90 154.00$ LFPipe, Polypropylene, 48" D-91 226.00$ LFPipe, Polypropylene, 54" D-92 332.00$ LFPipe, Polypropylene, 60" D-93 439.00$ LFPipe, Polypropylene, 72" D-94 545.00$ LFCulvert, DI, 6" D-95 61.00$ LFCulvert, DI, 8" D-96 84.00$ LFCulvert, DI, 12" D-97 106.00$ LFCulvert, DI, 15" D-98 129.00$ LFCulvert, DI, 18" D-99 152.00$ LFCulvert, DI, 24" D-100 175.00$ LFCulvert, DI, 30" D-101 198.00$ LFCulvert, DI, 36" D-102 220.00$ LFCulvert, DI, 48" D-103 243.00$ LFCulvert, DI, 54" D-104 266.00$ LFCulvert, DI, 60" D-105 289.00$ LFCulvert, DI, 72" D-106 311.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 3 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Specialty Drainage ItemsDitching SD-1 9.50$ CYFlow Dispersal Trench (1,436 base+) SD-3 28.00$ LF French Drain (3' depth) SD-4 26.00$ LFGeotextile, laid in trench, polypropylene SD-5 3.00$ SYMid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$ EachPond Overflow Spillway SD-7 16.00$ SYRestrictor/Oil Separator, 12" SD-8 1,150.00$ EachRestrictor/Oil Separator, 15" SD-9 1,350.00$ EachRestrictor/Oil Separator, 18" SD-10 1,700.00$ EachRiprap, placed SD-11 42.00$ CYTank End Reducer (36" diameter) SD-12 1,200.00$ EachInfiltration pond testing SD-13 125.00$ HRPermeable Pavement SD-14Permeable Concrete Sidewalk SD-15Culvert, Box __ ft x __ ft SD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF-1 Each Detention Tank SF-2 Each Detention Vault SF-3 60,000.00$ Each 160,000.00Infiltration Pond SF-4 Each Infiltration Tank SF-5 Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Proprietary Facility SF-15 Each Bioretention Facility SF-16 Each SUBTOTAL STORMWATER FACILITIES:60,000.00(B)(C)(D)(E)Page 4 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)WI-1WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 4,812.00 70,173.00SALES TAX @ 10% 481.20 7,017.30DRAINAGE AND STORMWATER FACILITIES TOTAL: 5,293.20 77,190.30(B) (C) (D) (E)Page 5 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W-1 2,000.00$ Each 12,000.00Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$ LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$ LF 1287,168.00Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$ LF 462,760.00Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$ LFDuctile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$ LFGate Valve, 4 inch Diameter W-7 500.00$ EachGate Valve, 6 inch Diameter W-8 700.00$ Each 1700.00Gate Valve, 8 Inch Diameter W-9 800.00$ Each 1800.00Gate Valve, 10 Inch Diameter W-10 1,000.00$ EachGate Valve, 12 Inch Diameter W-11 1,200.00$ EachFire Hydrant Assembly W-12 4,000.00$ Each 14,000.00Permanent Blow-Off Assembly W-13 1,800.00$ Each 11,800.00Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$ EachAir-Vac Assembly, 1-Inch Diameter W-15 1,500.00$ EachCompound Meter Assembly 3-inch Diameter W-16 8,000.00$ EachCompound Meter Assembly 4-inch Diameter W-17 9,000.00$ EachCompound Meter Assembly 6-inch Diameter W-18 10,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$ EachWATER SUBTOTAL:19,228.00SALES TAX @ 10% 1,922.80WATER TOTAL: 21,150.80(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 CED Permit #:C17004161Existing Future Public PrivateRight-of-Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS-1 1,000.00$ Each 1616,000.00Grease Interceptor, 500 gallon SS-2 8,000.00$ EachGrease Interceptor, 1000 gallon SS-3 10,000.00$ EachGrease Interceptor, 1500 gallon SS-4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$ LF 34232,490.00Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$ LFSewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$ LFSewer Pipe, DI, 8 inch Diameter SS-9 115.00$ LFSewer Pipe, DI, 12 Inch Diameter SS-10 130.00$ LFManhole, 48 Inch Diameter SS-11 6,000.00$ EachManhole, 54 Inch Diameter SS-13 6,500.00$ EachManhole, 60 Inch Diameter SS-15 7,500.00$ EachManhole, 72 Inch Diameter SS-17 8,500.00$ EachManhole, 96 Inch Diameter SS-19 14,000.00$ EachPipe, C-900, 12 Inch Diameter SS-21 180.00$ LFOutside Drop SS-24 1,500.00$ LSInside Drop SS-25 1,000.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS-26Lift Station (Entire System) SS-27 LSSANITARY SEWER SUBTOTAL:48,490.00SALES TAX @ 10% 4,849.00SANITARY SEWER TOTAL: 53,339.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B) (C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 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)14,961.10$ Future Public Improvements Subtotal(c)21,150.80$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)82,483.50$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond23,719.08$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 425-885-7877mam@coredesigninc.comPuget Drive Apartments##-######1506 S Puget Dr2023059056FOR APPROVALC1700416114711 NE 29th Place, Suite 101110,352.55$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS4/2/2018Sheri Murata, P.E.41846Core Design, Inc.R((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)5,427.40$ 14,961.10$ 104,925.15$ 5,427.40$ -$ 82,483.50$ -$ HEETPage 1 of 1Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/2/2018 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)Puget Drive Townhomes1506 S Puget Drive Renton, WA 98055Black River202305-90561x0.460.3167%13,33267%6,72433% You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)xx40.31250.3750.43750.4375Detention VaultCentered at south end of site6.37,333x0.3167% Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee: City of Renton Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton ___________________________ permit for application file No. LUA/SWP_______________________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with the City of Renton, a political subdivision of the state of Washington, that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners of the described property") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and/or best management practices ("BMPs") constructed as required in the approved construction plans and specifications __________ on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________. The property's stormwater facilities and/or best management practices ("BMPs") are shown and/or listed on Exhibit A. The property’s stormwater facilities and/or BMPs shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage and/or treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030. 3. If City of Renton determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, City of Renton shall give notice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such Page 1 of 3 Form Approved by City Attorney 10/2013 work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City, the City may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the City’s intention to perform such work. This work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the City, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal successor's codes as applicable and herein incorporated by reference, the City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to recover reasonable litigation costs and attorney’s fees. 6. The Owners are hereby required to obtain written approval from City of Renton prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property Page 2 of 3 Form Approved by City Attorney 10/2013 STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ____________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires Page 3 of 3 Form Approved by City Attorney 10/2013 Core Design, Inc. PUGET DRIVE TOWNHOMES Page 29 SECTION 10: OPERATIONS AND MAINTENANCE Operations and maintenance documentation is included in the following pages. APPENDIX Appendix A – Parcel Information King County Parcel Report Fair, Equitable, and Understandable Property Valuations You're in: Assessor >> Look up Property Info >> eReal Property Department of Assessments 500 Fourth Avenue, Suite ADM- AS-0708, Seattle, WA 98104 Office Hours: Mon - Fri 8:30 a.m. to 4:30 p.m. TEL: 206- 296-7300 FAX: 206- 296-5107 TTY: 206- 296-7888 Send us mail ADVERTISEMENT New Search Property Tax Bill Map This Property Glossary of Terms Area Report Property Detail PARCEL Parcel Number 202305-9056 Name WHITE CARMINE+ADRIANNE N Site Address 1506 S PUGET DR 98055 Legal LOT 1 OF RENTON SHORT PLAT NO 275-79 REC NO 7907209017 SD PLAT DAF - POR SW 1/4 - BEG 1/4 COR OF S LN OF SEC 20-23-05 TH N 00-08-49 E 635.58 FT TO TPOB TH WLY PLT E & W C/L OF SEC 280.04 FT TH NLY PLT C/L SEC 155.89 FT TH ELY PLT C/L SEC 280.04 FT TH SLY 155.89 FT TO TPOB BUILDING 1 Year Built 1949 Total Square Footage 1790 Number Of Bedrooms 3 Number Of Baths 1.50 Grade 7 Average Condition Average Lot Size 20473 Views No Waterfront TOTAL LEVY RATE DISTRIBUTION Tax Year: 2017 Levy Code: 2100 Total Levy Rate: $12.67017 Total Senior Rate: $7.67430 43.54% Voter Approved Click here to see levy distribution comparison by year. TAX ROLL HISTORY Valued Year Tax Year Appraised Land Value ($) Appraised Imps Value ($) Appraised Total ($) Taxable Land Value ($) Taxable Imps Value ($) Taxable Total ($) 2016 2017 132,000 192,000 324,000 132,000 192,000 324,000 2015 2016 132,000 160,000 292,000 132,000 160,000 292,000 2014 2015 126,000 147,000 273,000 126,000 147,000 273,000 2013 2014 115,000 117,000 232,000 115,000 117,000 232,000 2012 2013 115,000 96,000 211,000 115,000 96,000 211,000 2011 2012 115,000 122,000 237,000 115,000 122,000 237,000 2010 2011 199,000 71,000 270,000 199,000 71,000 270,000 2009 2010 199,000 81,000 280,000 199,000 81,000 280,000 2008 2009 199,000 143,000 342,000 199,000 143,000 342,000 2007 2008 190,000 121,000 311,000 190,000 121,000 311,000 2006 2007 168,000 97,000 265,000 168,000 97,000 265,000 2005 2006 168,000 97,000 265,000 168,000 97,000 265,000 2004 2005 168,000 97,000 265,000 168,000 97,000 265,000 2003 2004 168,000 97,000 265,000 168,000 97,000 265,000 2002 2003 63,000 137,000 200,000 63,000 137,000 200,000 2001 2002 60,000 126,000 186,000 60,000 126,000 186,000 ADVERTISEMENT Reference Links: King County Taxing Districts Codes and Levies (.PDF) King County Tax Links Property Tax Advisor Washington State Department of Revenue (External link) Washington State Board of Tax Appeals (External link) Board of Appeals/Equalization Districts Report iMap Recorder's Office Scanned images of surveys and other map documents Search Kingcounty.gov Home How do I... Services About King County Departments King County Department of Assessments Information for... Residents Businesses Job seekers Volunteers King County employees Do more online Trip Planner Property tax information & payment Jail inmate look up Parcel viewer or iMap Public records More online tools... Contact us 206-296-0100 Email us Staff directory Customer service Report a problem Subscribe to alerts Stay connected! View King County social media © King County, WA 2016 Privacy Accessibility Terms of use 2000 2001 56,000 106,000 162,000 56,000 106,000 162,000 1999 2000 52,000 98,000 150,000 52,000 98,000 150,000 1998 1999 50,000 89,000 139,000 50,000 89,000 139,000 1997 1998 0 0 0 29,000 67,400 96,400 1996 1997 0 0 0 29,000 67,400 96,400 1994 1995 0 0 0 29,000 67,400 96,400 1992 1993 0 0 0 36,200 67,400 103,600 1990 1991 0 0 0 30,700 57,100 87,800 1988 1989 0 0 0 24,300 51,700 76,000 1986 1987 0 0 0 27,000 43,400 70,400 1984 1985 0 0 0 21,000 45,400 66,400 1982 1983 0 0 0 21,000 45,400 66,400 ADVERTISEMENT Updated: March 17, 2016 Share Tweet Email Print Information for...Do more online Contact us Appendix B – Hydraulic Modeling Documentation Infiltration Assessment Geotechnical Engineering Report Hydrologic Soils Group Table (Table 3.2.2.A) City of Renton Flow Control Application Map City of Renton Zoning Map Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC G eotechnical Engineering,C onstr uction Monitor ing EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences Vicinity Map Puget Drive Apartments Renton,Washington MRS CGH 10/27/2017 Oct.2017 4763.02 1 NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 656 By The Thomas Guide Rand McNally 32nd Edition SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionMonitoringandEnvironmentalSciencesEarthSolutionsNWLLCEarthSolutionsNWLLCMRS CGH 10/27/2017 4763.02 2TestPitLocationPlan PugetDriveApartmentsRenton,WashingtonNORTH 0 2 5 5 0 1 0 0 Sc ale in Feet1"=5 0 ' NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-4763.02,Sept.2017 Approximate Location of ESNW Test Pit,Proj.No. ES-4763,Oct.2016 Subject Site Existing Building 40%Slope Area 390 390 3 9 0 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-1 S . P U G E T D R I V E ROLLING HILLS AVENUE S.E.384 382 386 388 384 382 386 388 384 384 TP-101 TP-102 TP-101 EarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering Geology Environmental Scientists Construction Monitoring 1805 -136th Place N.E.,Suite 201 Bellevue,WA 98005 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com GEOTECHNICAL ENGINEERING STUDY WHITE DUPLEX 1506 SOUTH PUGET DRIVE RENTON,WASHINGTON ES-4763 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences Vicinity Map W hite Duplex Renton,Washington MRS KDH 11/18/2016 Nov.2016 4763 1 NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 656 By The Thomas Guide Rand McNally 32nd Edition SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionMonitoringandEnvironmentalSciencesEarthSolutionsNWLLCEarthSolutionsNWLLCMRS KDH 11/18/2016 4763 2TestPitLocationPlan WhiteDuplexRenton,WashingtonNORTH 0 2 5 5 0 1 0 0 Sc ale in Feet1"=5 0 ' NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-4763,Oct.2016 Subject Site Existing Building 40%Slope Area 390 390 3 9 0 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-1 S . P U G E T D R I V E ROLLING HILLS AVENUE S.E.384 382 386 388 384 382 386 388 384 384 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC RETAINING WALL DRAINAGE DETAIL NOTES: Free-Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free-Draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1-inch Drain Rock. LEGEND: Free-Draining Structural Backfill 1-inch Drain Rock 18"Min. Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Sheet Drain (See Note) Floor Slab (W here Applicable) W hite Duplex Renton,Washington MRS KDH 11/21/2016 Nov.2016 4763 3 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC FOOTING DRAIN DETAIL Slope Perforated Rigid Drain Pipe (Surround with 1"Rock) 18"(Min.) NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal;native soil or other low permeability material. 1"Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING W hite Duplex Renton,Washington MRS KDH 11/21/2016 Nov.2016 4763 4 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS 12/12/2016 2017 City of Renton Surface Water Design Manual 3-22 TABLE 3.2.2.A EQUIVALENCE BETWEEN SCS SOIL TYPES AND TYPICAL CONTINUOUS MODELING SOIL TYPES SCS Soil Type SCS Hydrologic Soil Group Soil Group for Continuous Model Notes Alderwood (AgB, AgC, AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (Os) D Till 3 Ovall (OvC, OvD, OvF) C Till 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar (RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar (Sm) D Till 3 Si (Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila (Tu) D Till 3 Woodinville (Wo) D Till 3 Notes: 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till, they should be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. Lake Desire Shady Lake (Mud Lake) Panther Lake Lake Youngs Lake Washington B l a c k Ri ve r Gr een Ri v e r Ce darRi verUV900 UV167 UV515 UV169 UV900 UV169 UV167BN IncBN IncBBNNIInnccSSEERReennttoonnIIssssaaqquuaahh RR dd RReennttoonnMMaapplleeVVaalllleeyyRRdd MMaapplleeVVaalllleeyyHHwwyy 110088tthhAAvveeSSEESSWW SSuunnsseettBBllvvdd RRaaiinnii eerrAAvveeNNNE 3rd StNE 3rd St SW 43rd StSW 43rd St SSEE CCaarrrrRR dd NE 4th StNE 4th St SSEE RReennttoonn MMaappllee VVaalllleeyy RRddLLooggaannAAvveeNN SR 515SR 515PPaarrkkAAvveeNNOOaakkeessddaalleeAAvveeSSWWSSuunnsseettBBllvvddNNEE DDuuvvaallllAAvveeNNEEI-405 FWYI-405 FWY II--440055FFWWYYSR 167SR 167114400tthh WWaayySS EENNEE 2277tthh SStt 115566tthhAAvveeSSEEUUnniioonnAAvveeNNEE111166tthhAAvveeSSEESW 7th StSW 7th St N 8th StN 8th St PP uuggeettDDrrSSEE RR ee nnttoonnAAvvee SS SSWW 2277tthh SStt BBeennssoonnRRddSSWWiilllliiaammssAAvveeSSMMoonnrrooeeAAvveeNNEESE 128th StSE 128th St II nntt eerr uurr bbaannAAvveeSS HHooqquuiiaammAAvveeNNEE8844tthhAAvveeSSSSEEPPeett rr oovvii tt sskkyyRRddEEVVaalllleeyyHHwwyySE 192nd StSE 192nd St SE 60th StSE 60th St TTaallbboottRRddSSRR ee nn tt oo nn AAvveeSS116644tthhAAvveeSSEESE 208th StSE 208th St SE 72nd StSE 72nd St RRaaiinniieerrAAvvee SS 111166tthhAAvveeSSEES 128th StS 128th St NNeewwccaassttllee WWaayy SS 221122tthh SStt SS118800tthh SStt CCooaall CCrreeeekkPPkkwwyySSEESW 41st StSW 41st St 114400tthhAAvveeSSEE112288tthhAAvveeSSEE6688tthhAAvveeSSSSEE 116688tthh SStt NE 12th StNE 12th St BBee aa ccoonn AA vv ee SS FFoorreesstt DDrr SSEE SSEE 116644tthh SStt 114488tthhAAvveeSSEESSEE MMaayy VVaalllleeyy RRdd SS EE JJ oonneess RR dd SSEE 22 00 44 tthh WW aayySW 34th StSW 34th St SE 144th StSE 144th St 114488tthhAAvveeSSEE115544tthhPPllSSEELL aa kk ee WWaa sshhii nnggtt oonnBBll vvddNNEEddmmoonnddssAAvveeNNEEAAbbeerrddeeeennAAvveeNNEEEEMM eerrcceerrWWaayyWWeessttVVaalllleeyyHHwwyyEast Valley RdEast Valley Rd,§-405 ,§-405 ,§-405 μ 012Miles Flow Control Application Map Reference 1-A Date: 01/09/2014 Flow Control Standards Peak Rate Flow Control Standard (Existing Site Conditions) Flow Control Duration Standard (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) Flood Problem Flow Unincorporated King County Flow Control Standards Renton City Limits Potential Annexation Area Site SPRING B R OOKCREEKM AY CREEK R-4 R-4RC R-6R-4 R-4 R-4R-8 RM-F R-1R-4R-4 R-8 COCAIM RCR-4R-8R-1 CA IL IL IM CA R-6 R-8 R-6R-8IH R-6 R-6 RM-F COCO RM-F R-8 R-8 IM IM RM-FRC R-14 IMIM CO R-4CDIL CA R-8RM-F CACA R-8R-8 CA R-8UC UC CV R-8 R-8 IM R-4 RM-F CA R-8 R-8 R-8 R-1 R-8R-8 R-8 RC R-4R-8 R-8 RC R-6 RC R-6 R-8 R-8 CA R-8 R-8 R-4 RC R-14 RC R-6 R-4 R-4 IM R-8 R-1 R-8 R-8 R-6 R-10 R-6 R-14 CA R-4 R-8 CA R-4 R-4 RM-F UC RC CO RC IM CA R-6 COR IL R-4 R-8 IM IH IM CO R-8 IH CA CA R-4 R-8 CA CA CA CA CA R-8 RC R-14 UC CA R-1 UC RC R-6 R-6 CO CO R-4 R-6 R-4 R-4 R-4 R-4 R-6 R-6R-14R-14 R-8 R-8 R-8 SE 128TH STHOQUIAMAVENE EVALLEYHWYN E PAR KD R SW 7TH ST SE 192ND STEMERCERWAY S 228TH ST S 132ND ST TALBOTRDSN 3RD ST RAINIER AVE S NE 4TH ST SE 208TH ST68THAVESSW 16TH ST 116THAVESEN 4TH ST I NTERURBANA VES S 212TH ST 124THAVESES 7TH STRAINIERAVEN NEWCASTLE WA Y SW 41ST ST S 2 1 2 THWAYNE 3RD ST HARDI E AVESW140THAVESERENTONAVE S 87THAVESSW 43RD ST SE C ARRR D SE 168TH STLOGANAVENSGRADYWAY SE 216TH ST 132NDAVESE156THAVESES EJ O N E S RD 116THAVESES180TH ST UNIONAVENE164THAVESES W G R A D Y W A Y PUGETDRSE S E 2 0 4 T H W AYSW 34TH STMONST E R RD SW SE MAY VALLEY RD SW 27TH ST NEWCASTLEGOLFCLUB R D S 133RD ST 84THAVESBENSONRDS154THPLSEMONROEAVENEDUVALLAVENEEDMONDSAVENEWILLIAMSAVESOAKESDALEAVE SWCOALCREEKPKWY S E WELLSAVES148THAVESEPARKAVENWMERCER W AY 140TH WAYS E EAST VALLEY RD§¨¦405 T900 T515 T169 T181 T167 LAKE BOREN G REE N RIVERCED A R R IVER B LACKRI VERLAKE YOUNGSPANTHER LAKE ´ Renton City Limits RC-Resource Conservation R1-Residential 1 du/ac R4-Residential 4 du/ac R6-Residential - 6 DU/AC R8-Residential 8 du/ac R10-Residential 10 du/ac R14-Residential 14 du/ac RMF-Residential Multi-Family RMH-Residential Manufactured Homes CN-Commercial Neighborhood CV-Center Village CA-Commercial Arterial UC-Urban Center CD-Center Downtown COR-Commercial Office/Residential CO-Commercial Office IL-Industrial - Light IM-Industrial - Medium IH-Industrial - Heavy Zoning 00.61.20.3 Miles Updated by Ordinance # 5758, #5759, #5760 and #5761 Effective as of July 1, 2015 City Boundary Effective as of September 24, 2014 Path: Y:\Files\Planning\Projects\Zoning Map\Mxds\Zone2015\Zoning Map 11X17 Effective July 1 2015.mxdPrinted Date: 8/11/2015 Reference Scale: 1:52,000 Site Appendix C – Detention Modeling Inputs/Outputs MGS Flood Project Report ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200210008 Project Simulation Performed on: 01/09/2018 2:41 PM Report Generation Date: 01/09/2018 2:42 PM ————————————————————————————————— Input File Name: Puget Drive Apartments.fld Project Name: Puget Drive Apartments Analysis Title: Flow Control Design Comments: Detention Vault Sizing ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 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) 0.460 0.460 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.460 0.460 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 0.460 ---------------------------------------------- Subbasin Total 0.460 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Grass 0.150 Impervious 0.310 ---------------------------------------------- Subbasin Total 0.460 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Detention Vault Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) : 376.75 Riser Crest Elevation (ft) : 383.05 Max Pond Elevation (ft) : 384.05 Storage Depth (ft) : 6.30 Pond Bottom Length (ft) : 97.0 Pond Bottom Width (ft) : 12.0 Pond Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 1164. Area at Riser Crest El (sq-ft) : 1,164. (acres) : 0.027 Volume at Riser Crest (cu-ft) : 7,333. (ac-ft) : 0.168 Area at Max Elevation (sq-ft) : 1164. (acres) : 0.027 Vol at Max Elevation (cu-ft) : 8,730. (ac-ft) : 0.200 Massmann Infiltration Option Used Hydraulic Conductivity (in/hr) : 0.00 Depth to Water Table (ft) : 100.00 Bio-Fouling Potential : Low Maintenance : Average or Better Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 18.00 Common Length (ft) : 0.000 Riser Crest Elevation : 383.05 ft Hydraulic Structure Geometry Number of Devices: 4 ---Device Number 1 --- Device Type : Circular Orifice Control Elevation (ft) : 376.75 Diameter (in) : 0.31 Orientation : Horizontal Elbow : No ---Device Number 2 --- Device Type : Circular Orifice Control Elevation (ft) : 380.30 Diameter (in) : 0.38 Orientation : Vertical Elbow : No ---Device Number 3 --- Device Type : Circular Orifice Control Elevation (ft) : 381.25 Diameter (in) : 0.44 Orientation : Horizontal Elbow : Yes ---Device Number 4 --- Device Type : Circular Orifice Control Elevation (ft) : 381.75 Diameter (in) : 0.44 Orientation : Horizontal Elbow : Yes **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: Detention Vault ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 378.738 1.11-Year 378.932 1.25-Year 379.273 2.00-Year 380.180 3.33-Year 380.681 5-Year 381.165 10-Year 381.807 25-Year 382.255 50-Year 382.543 100-Year 382.670 ***********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 1 79.317 Link: New Copy Lnk1 0.000 _____________________________________ Total: 79.317 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 18.332 Link: Detention Vault 0.000 _____________________________________ Total: 18.332 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.502 ac-ft/year, Post Developed: 0.116 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 41.87 Inflow Volume Including PPT-Evap (ac-ft): 41.87 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 41.87 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Detention Vault ********** Basic Wet Pond Volume (91% Exceedance): 1524. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 2286. cu-ft Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 169.15 Inflow Volume Including PPT-Evap (ac-ft): 169.15 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 169.12 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: Detention Vault *** 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 9.802E-03 2-Year 4.842E-03 5-Year 1.598E-02 5-Year 8.951E-03 10-Year 2.153E-02 10-Year 1.524E-02 25-Year 2.729E-02 25-Year 1.969E-02 50-Year 3.483E-02 50-Year 2.175E-02 100-Year 3.774E-02 100-Year 2.258E-02 200-Year 5.875E-02 200-Year 3.072E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): -19.6% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -0.1% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 1.5% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 4.1% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS 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