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TIR-4275
FINAL TECHNICAL INFORMATION REPORT FOR Kennydale Gateway CITY OF RENTON IN KING COUNTY, WASHINGTON Project Manager: Lafe Hermansen Prepared by: Daniel J. Larson, P.E.; Katie Lane, E.I.T, Nathaniel Martin, E.I.T. Approved by: Daniel J. Larson, P.E. Date: October 2022, June 2025, December 2025, May 2026 Core No.: 19030 5/26/2026 Surface Water Enginering jfarah 06/02/2026 DEVELOPMENT ENGINEERING yqi 06/09/2026 Core Design, Inc. KENNYDALE GATEWAY Page i Table of Contents SECTION 1: PROJECT OVERVIEW ..................................................................................................... 1 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY ........................................................... 3 2.1 Core Requirements ............................................................................................................... 4 2.1.1 Core Requirement #1: Discharge at the Natural Location ............................................. 4 2.1.2 Core Requirement #2: Offsite Analysis .......................................................................... 4 2.1.3 Core Requirement #3: Flow Control .............................................................................. 4 2.1.4 Core Requirement #4: Conveyance System .................................................................. 4 2.1.5 Core Requirements #5: Erosion and Sediment Control ................................................. 4 2.1.6 Core Requirement #6: Maintenance and Operations ................................................... 4 2.1.7 Core Requirement #7: Financial Guarantees and Liability ............................................ 4 2.1.8 Core Requirement #8: Water Quality ............................................................................ 4 2.1.9 Core Requirement #9: On-Site BMPs............................................................................. 5 2.2 Special Requirements ............................................................................................................ 5 2.2.1 Special Requirement #1: Other adopted Area-Specific requirements .............................. 5 2.2.2 Special Requirement #2: Flood Hazard Delineation .......................................................... 5 2.2.3 Special Requirement #3: Flood Protection Facilities ......................................................... 5 2.2.4 Special Requirement #4: Source Control ........................................................................... 5 2.2.5 Special Requirement #5: Oil Control .................................................................................. 5 2.2.6 Special Requirement #6: Aquifer Protection Area (APA) ................................................... 5 SECTION 3: OFFSITE ANALYSIS ......................................................................................................... 6 TASK 1 Study Area Definition and Maps ..................................................................................... 6 TASK 2 Resource Review ............................................................................................................. 6 TASK 3 Field Investigation ........................................................................................................... 7 TASK 4 Drainage System Description and Problem Description ................................................. 7 TASK 5 Mitigation of Existing or Potential Problems .................................................................. 8 SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN ......................... 11 4.1 Performance Standards....................................................................................................... 11 4.2 Water Quality Design .......................................................................................................... 14 4.3 On-site BMP Selection and Design ...................................................................................... 19 4.4 Onsite Wet Biofiltration Swale Relocation .......................................................................... 21 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN .......................................................... 22 Core Design, Inc. KENNYDALE GATEWAY Page ii SECTION 6: SPECIAL REPORTS AND STUDIES ................................................................................. 24 SECTION 7: OTHER PERMITS.......................................................................................................... 25 SECTION 8: ESC ANALYSIS AND DESIGN ........................................................................................ 26 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ...... 27 9.1 Bond Quantities .................................................................................................................. 27 9.2 Facility Summaries .............................................................................................................. 27 9.3 Declaration of Covenant ..................................................................................................... 27 SECTION 10: OPERATIONS AND MAINTENANCE ........................................................................... 28 Appendix A – Parcel & Basin Information King County Parcel Report Appendix B – Resource Review & Off-site Analysis Documentation City Zoning Map FEMA Map (53033C0664 F) City Flood Hazard Areas Map May Creek Basin Areas Map Groundwater Protection Areas Map City Soils Map City Landslide Hazard Areas Map Appendix C – Special Reports and Studies Geotechnical report by Hart Crowser, Inc. Appendix D – Basin and Water Quality Modeling Documentation and Details WQ Sizing MGS Flood Reports Oldcastle BioPod Biofilter Details Oldcastle Oil Water Separator Details WQ Sizing WWHM Reports Appendix E – Flow Control Exemption Modeling FC Exemption WWHM Report Core Design, Inc. KENNYDALE GATEWAY Page 1 SECTION 1: PROJECT OVERVIEW The Kennydale Gateway project site consists of one parcel with a total area of 7.76 acres (337,816 SF per survey), located in the Kennydale Community Planning Area at 4350 Lake Washington BLVD N, Renton, WA 98056. The subject site’s western property line borders Lake Washington BLVD N, and the eastern property line borders the highway I-405 ramp. The project site is zoned Commercial/Office/Residential (COR) and will be developed in accordance with the applicable City of Renton code. See Figure 1.2 at the end of this section for a vicinity map. The King County tax parcel ID number and area for the subject parcel are included in Table 1.1 below. (Refer to the King County parcel report included in Appendix A). Table 1.1 King County Parcel ID KC Parcel # Parcel Area (SF) 3224059049 337,816 The project site currently contains five industrial buildings along with several smaller structures. The site is mostly paved, complemented with patches of grass, landscaping, and trees. See the Existing Conditions Exhibit in Section 4 of this report. The existing site generally slopes from north/east to southwest and is relatively level. The existing site has an existing impervious surface coverage of approximately 5.52 acres, which is greater than 35% of the site. Therefore, the project is considered a redevelopment project. The proposed redevelopment of the property will include construction of three multi-family residential apartment buildings with associated parking and a clubhouse. Access and utility improvements to serve the apartment buildings will also be included in the project. The developed site will result in a total impervious surface area of approximately 5.73 acres. Per Pre-App notes, the city’s transportation department has recently approved a new roadway cross section with the development of the NE 44th St Interchange to be built by WSDOT. From the centerline of the roadway, the roadway section north of the proposed roundabout shall consist of two 11-foot travel lanes, a 5-foot bike lane, a 0.5-foot curb, an 8-foot planter strip, and a 12- foot sidewalk. From the centerline of the roadway, the roadway section south of the proposed roundabout shall consist of an 11-foot travel way, 5-foot bike path, 0.5-foot curb, 8-foot planter strip, and 12-foot sidewalk matching the existing sidewalk the city has installed on the southwest corner of the property. Dedication of the frontage will be determined after final survey. The project will be designed using the guidelines and requirements established in the 2022 City of Renton Surface Water Design Manual (RSWDM). The project will be adding more than 7,000 SF of new impervious area, so the project falls under Full Drainage Review and Conservation Flow Control (Level 2). Water quality is required since the project will add more than 5,000 sf of pollution generating impervious surface (PGIS) that is not fully dispersed. Due to the limited increase in peak flow rate, this project is exempt from flow control. Per Section 1.2.8.1 of the 2022 RSWDM, because more than 50% of the runoff that will drain to any of the proposed water quality facilities is from multifamily land use, the project is required to provide enhanced basic water quality treatment. Two Oldcastle Biopod Biofilters and one bioretention facility are proposed to provide enhanced basic water quality treatment. MGSFlood, an approved continuous modeling software, was used to size the proposed water quality facilities. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Land Use (e.g., Subdivision / Short Subd.) Building (e.g., M/F / Commercial / SFR) Grading Right-of-Way Use Other _______________________ DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Other ________ Shoreline Management Structural Rockery/Vault/_____ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final: Full Targeted Simplified Large Project Directed __________________ ______ ______ _____ _____ Plan Type (check one): Date (include revision dates): Date of Final: Full Modified Simplified __________________ __________________ __________________ Kennydale Gateway LLC (206) 342-2000 505 5th Ave S, Suite 900 Seattle, WA 98104 Daniel Larson, PE Core Design Inc (425) 885-7877 Kennydale Gateway 24 N5E 29 4350 Lake Washington BLVD N Renton, WA 98056 X X X X NPDES - Construction Permit 2021-11-24, 2022-10-10 2025-6-5, 2025-12-17 2026-4-17 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream ________________________ Lake ______________________________ Wetlands ____________________________ Closed Depression ____________________ Floodplain ___________________________ Other _______________________________ _______________________________ Steep Slope __________________________ Erosion Hazard _______________________ Landslide Hazard ______________________ Coal Mine Hazard ______________________ Seismic Hazard _______________________ Habitat Protection ______________________ _____________________________________ X May Creek May Creek REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________ High Groundwater Table (within 5 feet) Other ________________________________ Sole Source Aquifer Seeps/Springs Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core 2 – Offsite Analysis_________________ Sensitive/Critical Areas__________________ SEPA________________________________ LID Infeasibility________________________ Other________________________________ _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 9 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ 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 X May 07, 2019 Direct Discharge Exemption Norma Sandy Loam 1 Entire Site X 0-5%Minimal High groundwater table (within 5 feet) REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ On-site BMPs Describe: Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Collection Dewatering Control Dust Control Flow Control Control Pollutants Protect Existing and Proposed BMPs/Facilities Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize exposed surfaces Remove and restore Temporary ESC Facilities Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary Flag limits of sensitive areas and open space preservation areas Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Description Water Quality Description On-site BMPs Description Detention Infiltration Regional Facility Shared Facility Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ Full Dispersion Full Infiltration Limited Infiltration Rain Gardens Bioretention Permeable Pavement Basic Dispersion Soil Amendment Perforated Pipe Connection Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ X X X X X X X X X X X X X X X X X Biopod X X X REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-6 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 X 4/10/264/17/26 Core Design, Inc. KENNYDALE GATEWAY Page 2 Figure 1.2 Vicinity Map 0;FRONT 0;REAR 0;ELEV. No. 1 L-1 REF COPIE R KEYTRACK 0;REAR 0;ELEV. No. 1 3C 3B 3C 3B 3B 3A 3B 3A 0;ELEV. No. 1 0;ELEV. No. 2 0;COP 0;COP IN COMPLIANCE WITH CITY OF RENTON STANDARDS DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING KENNYDALE GATEWAY K E N N Y D A L E G A T E W A Y K E N N Y D A L E G A T E W A Y 4350 LAKE WASHINGTON BLVD N, RENTON, WA 98056 DEVELOPED CONDITIONS EXHIBIT Soil Map—King County Area, Washington (Figure 3 - Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/25/2022 Page 1 of 3 52 6 4 0 4 0 52 6 4 1 3 0 52 6 4 2 2 0 52 6 4 3 1 0 52 6 4 4 0 0 52 6 4 4 9 0 52 6 4 5 8 0 52 6 4 0 4 0 52 6 4 1 3 0 52 6 4 2 2 0 52 6 4 3 1 0 52 6 4 4 0 0 52 6 4 4 9 0 52 6 4 5 8 0 559610 559700 559790 559880 559970 560060 560150 560240 560330 560420 559610 559700 559790 559880 559970 560060 560150 560240 560330 560420 560510 47° 31' 55'' N 12 2 ° 1 2 ' 2 9 ' ' W 47° 31' 55'' N 12 2 ° 1 1 ' 4 6 ' ' W 47° 31' 36'' N 12 2 ° 1 2 ' 2 9 ' ' W 47° 31' 36'' N 12 2 ° 1 1 ' 4 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. FIGURE 4 - SOILS 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 17, Aug 23, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 25, 2020—Jul 27, 2020 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 (Figure 3 - Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/25/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 9.7 13.3% InC Indianola loamy sand, 5 to 15 percent slopes 10.5 14.3% No Norma sandy loam 44.5 60.7% Totals for Area of Interest 73.3 100.0% Soil Map—King County Area, Washington Figure 3 - Soils Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/25/2022 Page 3 of 3 Core Design, Inc. KENNYDALE GATEWAY Page 3 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY The proposed project is classified as requiring “Full Drainage Review” per Figure 1.1.2.A of the 2022 RSWDM, as shown below. Therefore, all nine Core Requirements and all six Special Requirements will be addressed per Section 1.2 and 1.3 of the 2022 RSWDM, respectively. Core Design, Inc. KENNYDALE GATEWAY Page 4 2.1 Core Requirements 2.1.1 Core Requirement #1: Discharge at the Natural Location This project will match the natural discharge location towards Lake Washington BLVD N to the southwest. The site is within the Lower May Creek Drainage Basin. Refer to Appendix B of this report for May Creek Drainage Basin Map. 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 Per the City’s flow control map, the site falls within the Flow Control Duration Standard (Match Existing Site Conditions) Area (refer to the end of this Section for City’s flow control map). This project will result in an increase in the 100-year flow rate of 0.101 cfs, so it is exempt from the flow control minimum requirement per the flow control exemption. No flow control facility is required or proposed for this project. See Section 4 of this report for more information. 2.1.4 Core Requirement #4: Conveyance System A conveyance and backwater analysis has been performed for this project. The process and results are detailed in Section 5 of this report. 2.1.5 Core Requirements #5: Erosion and Sediment Control To prevent sediment transport and pollutant discharges as well as other impacts related to land- disturbing and construction activities, ESC measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures that are appropriate to the project site must be applied through a comprehensive Construction Stormwater Pollution Prevention (CSWPP) plan. A CSWPP plan has been prepared for the project and has been submitted under separate cover. See Section 8 of this report for additional details. 2.1.6 Core Requirement #6: Maintenance and Operations This project will provide a Maintenance and Operations manual to ensure that the maintenance responsibility for drainage facilities is clearly assigned and that these facilities will be properly maintained and operated in perpetuity. See Section 10 of this report for details relating to the operations and maintenance manual. 2.1.7 Core Requirement #7: Financial Guarantees and Liability See section 9 of this report for information regarding the financial guarantees and liability for this project. 2.1.8 Core Requirement #8: Water Quality The project is required to meet Enhanced Basic water quality standards in the 2022 RSWDM. See section 4 of this report for further discussion. Core Design, Inc. KENNYDALE GATEWAY Page 5 2.1.9 Core Requirement #9: On-Site BMPs The project will implement on-site BMPs to mitigate the impact of storm and surface water runoff from the developed site. On-site BMPs will be applied to the proposed project to the maximum extent feasible. The project site area is over 22,000 SF and will therefore apply on-site BMPs per Section 1.2.9.2.2 of the 2022 RSWDM. See section 4 for on-site BMP selection and design. 2.2 Special Requirements 2.2.1 Special Requirement #1: Other adopted Area-Specific requirements Not applicable. No Area-specific requirements were found. 2.2.2 Special Requirement #2: Flood Hazard Delineation A portion of south of project is within the 100-year floodplain as described in RMC 4-3-050. Refer to Appendix B of this report for the applicable FIRM map, the City of Renton Flood Hazard Areas Map and site location. 2.2.3 Special Requirement #3: Flood Protection Facilities There are no levees, revetments or berms within the project boundary. 2.2.4 Special Requirement #4: Source Control The proposed project includes commercial development. Therefore, source control BMPs will be implemented as necessary. 2.2.5 Special Requirement #5: Oil Control Information and calculations for sizing proposed oil control facilities are provided in section 4.2 of this report. 2.2.6 Special Requirement #6: Aquifer Protection Area (APA) The project is not within an Aquifer Protection Areas Zone as defined in Reference 15-B of the 2022 RSDWM. Therefore, Special Requirement #6 is not applicable to the project. Refer to Appendix B of this report for a copy of the City of Renton Groundwater Protection Areas Map. 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KENNYDALE GATEWAY Page 6 SECTION 3: OFFSITE ANALYSIS TASK 1 Study Area Definition and Maps The proposed project contains King County parcel number 3224059049. TASK 2 Resource Review Basin Reconnaissance Summary Reports No Basin Reconnaissance Summary Reports appear to be available for the area that is within a quarter mile of this project site. FEMA Maps A FIRM map dated May 16, 1995, number 53033C0664 F was reviewed. A portion of south of the site is located within a floodplain Hazard area (100-year flood). However, a Letter of Map Amendment Determination Document (Removal) dated May 22, 2012, published by FEMA removes the portion of property within the floodplain Hazard area (100 year) from the flood hazard area. The FEMA Map and Letter of Map Amendment Determination Document (Removal) are included in Appendix B of this report. Sensitive Areas Folio The city of Renton Critical Areas Maps was reviewed to determine if the project site is located within a wetland, stream, seismic, landslide, or erosion hazard area (Critical Areas Maps are included in Appendix B of this report). Downstream Drainage Complaints Drainage complaints were researched within a quarter mile of the project site. Based on the King County iMap Drainage Complaints Mapping, there are no drainage complaints downstream of the project site within the study area. See Drainage Complaint Exhibit in Appendix B of this report for the location of nearby drainage complaints. Department of Ecology 303(d) List The Department of Ecology Section 303(d) list was reviewed for the downstream waterbodies within ¼ mile of the project site. May Creek is 303(d) listed as a Category 5 water for temperature, bacteria – fecal coliform, benthic macroinvertebrates bioassessments, and bacteria – Escherichia coli. May Creek is also listed as Category 2 for mercury and dissolved oxygen. Therefore, May Creek is considered to have a Bacterial Problem (Type 1), a Dissolved Oxygen (DO) Problem (Type 2), and a Temperature Problem (Type 3). Core Design, Inc. KENNYDALE GATEWAY Page 7 TASK 3 Field Investigation A field investigation was completed on May 7th, 2019. Tributary Area The existing grade is relatively flat and generally descends from the north and east to the southwest towards Lake Washington BLVD N. A stream (May Creek) running to southwest towards Lake Washington exists near the southern side of the site. Upstream Tributary Analysis The project site does not have significant upstream tributary area. TASK 4 Drainage System Description and Problem Description A level one downstream analysis was performed during the field inspection. The site is located to the north of the May Creek Drainage Basin. On-site stormwater from the north and east of the property flows to the southwest into a ditch. All stormwater runoff reaching the ditch eventually drains to an existing type 2 manhole. Based on the city of Renton GIS Map, a 35-foot long 12” pipe conveys flows to the type 2 manhole on the east side of the Lake Washington BLVD N. Then a 45-foot long 24” pipe conveys flows to the May creek stream to the south. The stream flows southwest and eventually discharges into Lake Washington. Refer to the downstream exhibit at the end of this section. Project site stormwater runoff reaches Lake Washington in approximately ¼ mile. Core Design, Inc. KENNYDALE GATEWAY Page 8 Figure 3.1 Existing Onsite Drainage System TASK 5 Mitigation of Existing or Potential Problems As discussed in Task 2, the downstream receiving body was found to have Types 1, 2, and 3 Water Quality Problems. Mitigation of these water quality problems shall be addressed in accordance with Section 1.2.2.3 of the 2022 RSWDM. The required mitigation measures for these problems are described below. Bacteria Problem (Type 1) IF the proposed Project drains to a bacteria problem located within the quarter mile/15% distance downstream, then the following requirements must be met as applicable: 1. IF a water quality facility is required per Core Requirement #8, THEN a sand filter or stormwater wetland shall be used to meet the area-specific water quality facility requirement. Sand filters are the preferred option. Other treatment options for meeting the area-specific facility requirement may be used in lieu of a sand filter or stormwater wetland only if combined with an emerging technology treatment method that provides equivalent removal of fecal coliform as demonstrated through an experimental design adjustment per Section 1.4. Core Design, Inc. KENNYDALE GATEWAY Page 9 2. IF the proposed project is a residential subdivision, THEN signage shall be provided in the subdivision’s public areas requesting that pet waste be picked up in order to protect downstream water quality. The extent and location of this signage shall be reviewed and approved by CED. 3. IF the proposed project is a multifamily development with a recreation/open area or is a park improvement, THEN signage shall be provided requesting that pet waste be picked up in order to protect downstream water quality. The extent and location of this signage shall be reviewed and approved by CED. Response: The project proposes Biopod Water Quality Filters to meet the water quality requirements for the site. There is no functional difference between a Biopod and a sand filter, as they both use physical straining as the primary removal mechanism/characteristic. Therefore, the Biopods will provide an equivalent function for meeting bacteria problem requirement #1. Signage will be provided in the recreational/public areas for pet waste removal per requirements #2 and #3 and is included in the civil plans. Dissolved Oxygen (DO) Problem (Type 2) IF the proposed project drains to a DO problem located within the quarter mile/15% distance downstream (or beyond as deemed necessary by CED), THEN the following requirements must be met as applicable: 1. IF the proposed project includes a wetpond or wetvault, THEN the wetpool depth shall not exceed 6 feet, AND the outflow system shall include a measure designed to promote aeration of the facility’s discharges for 2-year runoff events and smaller. One way to do this is to create a drop in flow elevation within a manhole by placing the outlet invert of the incoming pipe a minimum of 12 inches above the 2-year headwater elevation of the outgoing pipe. Alternatively, if the outflow system discharges to an open channel, the same drop in flow elevation could be achieved by placing the outlet invert a minimum of 12 inches above the 2-year tailwater elevation created by the channel. Other equivalent approaches may be used as approved by CED. 2. IF the proposed project includes a wetvault, THEN the required ventilation area specified in Chapter 6 shall be doubled. 3. IF the DO problem is documented to be caused by excessive phosphorus and a water quality facility is required per Core Requirement #8, THEN a water quality facility option from the Sensitive Lake Protection menu shall be a component of the required treatment system. Response: The project does not propose a wetpond or wetvault to meet water quality requirements, therefore these additional requirements do not apply. Temperature Problem (Type 3) IF the proposed project drains to a temperature problem located within the quarter mile/15% distance downstream (or beyond as deemed necessary by CED), THEN the following requirements must be met as applicable: Core Design, Inc. KENNYDALE GATEWAY Page 10 1. IF a water quality facility is required per Core Requirement #8, THEN use of a wetpond is prohibited unless it will be at least 50% shaded at midday in the summer or its discharge will flow through 200 feet or more of open channel that is at least 50% shaded at midday in the summer. CED shall review and approve the extent and location of this shading. 2. IF the proposed project includes open drainage features, THEN vegetation or other means shall be used where practicable to maximize shading of the drainage features, except bioswales and filter strips. The extent and location of this shading shall be reviewed and approved by CED. Response: A wetpond is not proposed. Bioretention areas are proposed and will include vegetation that maximizes shading. See Section 4.2 for further discussion on the proposed Water Quality facilities. 4,514752 Downstream Exhibit This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 05/08/2019 Legend 512 0 256 512 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Boundary Parcels Water Service Areas Wastewater Service Areas Network Structures Inlet Manhole Utility Vault Unknown Structure Control Structures Pump Stations Discharge Points Water Quality Detention Facilities Pond Tank Vault Wetland Stormwater Mains Culverts Open Drains Facility Outlines Private Network Structures Inlet Manhole Utility Vault Unknown Structure Private Control Structures Private Pump Stations Private Discharge Points Private Water Quality Private Detention Facilities Pond Tank Vault Wetland Private Pipes Private Culverts Private Open Drains Private Facility Outlines Fences Special Assessment Districts Streets Points of Interest Parks Waterbodies Map Extent2010 Map Site Core Design, Inc. KENNYDALE GATEWAY Page 11 SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN 4.1 Performance Standards All stormwater facilities will be designed using the guidelines and requirements established in the 2022 RSWDM. This project is in the Flow Control Duration Standard (Existing Site Conditions) area and will meet Enhanced Basic water quality. No flow control facility is required or proposed for this project. Soils: Geotechnical Report Summary The near-surface soil conditions within the central portion of the site (proposed residential building area) generally consists of 1 to 2 feet of historical fill over about 15 feet of interlayered, soft to medium stiff silt and loose to medium dense sand/silty sand with variable amounts of gravel and trace organics. These soft/loose upper soils appear to extend slightly deeper into the northern portion of the site (20 to 25 feet below ground surface [bgs]). Below these soft/loose to medium stiff/medium dense upper soils, our current and historical borings encountered dense to very dense, interlayered sand, silty sand with gravel, and silty/sandy gravel with cobbles. These dense underlying soils are interpreted as glacially over consolidated and considered suitable for support of deep foundations (i.e. soil bearing layer). Generally, the historical explorations (September 1985) within the central portion of the site observed a groundwater level ranging from 4 to 9 feet bgs (generally between elevations of 24 to 27 feet). Current groundwater monitoring well readings (March 25, 2019) in HC-B2 and an undocumented well within the northeast portion of the site indicate a static groundwater level ranging between 2 to 3.5 feet bgs (corresponding to an elevation of 30 feet). We interpret the higher current groundwater level readings to be reflective of seasonally high conditions during the wetter winter/late spring months. Similarly, high seasonal groundwater conditions are expected to also exist across other portions of the development site. Groundwater levels presented herein were observed at the times indicated on the exploration logs. Throughout the year, groundwater levels are expected to fluctuate in response to changing precipitation patterns, off-site construction activities, changes in site use, or other factors. Due to the relatively shallow groundwater table (2 to 5 feet bgs), stormwater infiltration is not recommended on-site. Refer to Appendix C of this report for a copy of the full geotechnical report. Flow Control: Flow Rate Flow Control Exemption Per Reference 15-A of the RSWDM, the project site is categorized as a Flow Control Duration Standard Area (Matching Existing Conditions). As such, when evaluating the applicability of the flow control requirements for the site, the existing site conditions can be used for the predeveloped condition rather than forested conditions. Per the 2022 RSWDM, the facility requirement in Flow Control Duration Standard Matching Existing Site Conditions Areas is waived for any threshold discharge area generating less than a 0.15-cfs increase in the developed 100-year peak flows than the existing. The table provided below details the existing and proposed site areas which were used to evaluate the flow control applicability. Core Design, Inc. KENNYDALE GATEWAY Page 12 Table 4-1: Project Site Coverage Land Cover Type Area (Acres) Predeveloped Condition Impervious 5.52 Grass 2.24 Total 7.76 Developed Condition Impervious 5.73 Grass 2.03 Total 7.76 Per WWHM, the predeveloped 100-year, 15-minute flow rate was found to be 4.8421 cfs, while the developed flow rate was found to be 4.9428 cfs. This equates to an increase in flow of 0.1007, which is less than the threshold 0.15 cfs. This project is thus exempt from flow control and no flow control facility will be provided. See the full WWHM report in Appendix E of this report. Water Quality: Enhanced Basic Water Quality The proposed project is required to meet Enhanced Basic water quality requirements See Figure 6.1.A from the 2022 RSWDM on the following page. Core Design, Inc. KENNYDALE GATEWAY Page 13 Core Design, Inc. KENNYDALE GATEWAY Page 14 The Enhanced Basic Water Quality Menu includes the following pollutant removal target: • Treatment Goal: The Enhanced Basic WQ menu is designed to achieve > 30% dissolved copper removal and > 60% dissolved zinc removal; in addition to Basic treatment (80% TSS removal) for flows up to and including the WQ design flow or volume The project proposes to use Enhanced Basic Option 5 – Proprietary Facility. Oldcastle BioPod Biofilters, in addition to bioretention, are proposed to provide water quality treatment to developed site stormwater runoff. Oldcastle BioPods have GULD Approval from Washington State DOE. Sizing of the BioPod facilities has been completed using information available from Oldcastle online. A formal sizing of the BioPod facilities is included in Section 4.2 of this Report. Developed project site areas are shown in Table 4-2 below. A Developed Conditions Exhibit is also provided at the end of this section. Table 4-2: Developed Project Site Coverage Land Cover Type Area (Acres) Impervious 5.73 Grass 2.03 Total 7.76 4.2 Water Quality Design The project proposes to use two Biopod biofilters and one bioretention facility to provide water quality treatment to developed site stormwater runoff. These facilities will provide enhanced basic water quality treatment as well as the required mitigation for the water quality type 1, 2, and 3 problems which are present in the downstream waterbody. In addition, three Oldcastle coalescing plate oil/water separators will be used to ensure water quality associated with the undercover parking lot area runoff for each building. All undercover parking lot area runoff will be conveyed to the proposed sewer system. BioPod Design The proposed development will use two separate BioPods. One will treat the northern half of the access road, the northern multi-family residential unit building with associated parking, and the clubhouse. The second BioPod will treat the southern half of the road, and all other multi-family residential unit buildings. See the Developed Conditions Exhibit on the following pages. A copy of the GULD Approval of the BioPod Facility from the Washington State DOE is also provided on the following pages. MGS Flood was used to generate the 15-minute, on-line, water quality flow rate for both the North and South BioPod facilities. MGSFlood generated reports for the North and South BioPods are located in Appendix D of this report. Sizing for each facility was then determined using the BioPod Biofilter Details from Oldcastle which are also located in Appendix D of this report. Core Design, Inc. KENNYDALE GATEWAY Page 15 Per the 2022 RSWDM, an adjustment factor, k, of 1.93 has been applied to the modeled treatment flowrates. This adjustment factor was established based on 72% of the 2-year, 24-hour precipitation for the project which was found to be 2.00 inches based on Figure 3.2.1.A of the 2022 RSWDM. As such, 72% of the 2-year, 24-hour precipitation was calculated to be 1.44 inches. This was used to find the appropriate k value per Table 6.2.1.A of the 2022 RSWDM which was applied to the 15-minute, on-line, water quality flow rate to find the appropriate flow rate for Biopod sizing. The resulting BioPod sizing is summarized in the table below. North Biopod Sizing Treatment area (total) 3.092 ac Impervious 2.564 ac Pervious 0.529 ac 2-year, 24-hour Precipitation 2.00 in 72% 2-year, 24-hour precipitation 1.44 in k value 1.93 15-minute online WQ flowrate 0.341 cfs Adjusted Flow Rate 0.658 cfs Selected BioPod BPU 1024IB Treatment Rate of Selected BioPod 0.720 cfs South Biopod Sizing Treatment area (total) 3.505 ac Impervious 2.895 ac Pervious 0.610 ac 2-year, 24-hour Precipitation 2.00 in 72% 2-year, 24-hour precipitation 1.44 in k value 1.93 15-minute online WQ flowrate 0.385 cfs Adjusted Flow Rate 0.743 cfs Selected BioPod BPU 1224IB Treatment Rate of Selected BioPod 0.860 cfs Bioretention Design Road D is located at the north end of building 1 and cannot feasibly route developed site stormwater runoff to either of the proposed on-site Biopods. A bioretention facility, labeled Bioretention-1, is proposed to provide water quality treatment for stormwater runoff in this area. This facility has been designed to provide at least 95 percent treatment to meet the enhanced water quality treatment standard. Per Section 5.2.1 of the RSWDM, because the tributary area to bioretention exceeds 5,000 sf of PGIS, a correction factor of 4 is applied to the bioretention soil mix. Bioretention facilities have been designed to provide a ponding depth of 0.5 feet with a freeboard depth of 0.5 feet. Additionally, the provided side slopes have been specified to be 3H:1V. Due to the low Core Design, Inc. KENNYDALE GATEWAY Page 16 infiltration capabilities of onsite soils and shallow groundwater, an underdrain will also be provided in the bioretention facilities to connect runoff to the downstream conveyance system. The bioretention area has been designed using WWHM2012. The WWHM Report showing the facility treatment level is included in Appendix D of this report. A summary of the Bioretention-1 design is provided below. Bioretention-1 Design Treatment area (impervious acres) 0.223 ac Required Bioretention Bottom Surface Area 180 sf Provided Bioretention Bottom Surface Area 407 sf Side Slopes 3H:1V Ponding Depth 0.5 ft Freeboard 0.5 ft Bioretention Media Depth 1.5 ft Water Quality Treatment Percentage 95.42% Figure 4-1 Bioretention WWHM LID Report As described in Section 4.3 of this report, bioretention facilities are proposed to serve 26,880 SF of impervious surface area stormwater runoff to satisfy Core Requirement #9. Bioretention-1 is used to provide runoff treatment to tributary flows, in addition to serving as an on-site BMP for compliance with Core Requirement #9. Two other bioretention facilities, labeled Bioretention-2 and Bioretention-3, are proposed to satisfy Core Requirement #9. Water quality treatment is already provided for the Bioretention-2 and Bioretention-3 areas via the South Biopod. Bioretention-2 and Bioretention-3 will be sized using the minimum design requirements specified in Section C.2.6.1 of the RSWDM. The minimum water storage volume required for bioretention is calculated by multiplying the equivalent storage depth by the square footage of target surface area served. The project is rainfall region is SeaTac 1.0, and the site soil primarily consists of outwash soil types. Therefore, the provided bioretention volume for target impervious areas shall be based on 0.1 inches of equivalent storage depth. The provided bioretention volume for target pervious areas shall be based on 0.006 inches of equivalent storage depth. The water storage area, containing the minimum required storage volume, shall be 6-12 inches deep at overflow. However, per Figure C.2.6.A of the RSWDM, the minimum water depth is 2 inches. The water storage depth shall be 2 inches for Bioretention-2 and Bioretention-3. Core Design, Inc. KENNYDALE GATEWAY Page 17 The bioretention footprint, measured at the overflow elevation, shall be a minimum of 5% of the impervious surface directed to the bioretention BMP. The bottom area of the bioretention cell shall be no less than 4 sf, and no larger than 800 sf. See the table below for design calculations for Bioretention-2 and Bioretention-3. Design Element Bioretention-2 Bioretention-3 Target Impervious Surface Area (sf) 7,404 9,775 Target Pervious Surface Area (sf) 1,849 0 Minimum Water Storage Volume (cf) 63 82 Provided Water Storage Depth (in) 2 2 Required Bioretention footprint at Overflow (sf) 371 489 Provided Bioretention footprint at Overflow (sf) 591 536 Provided Bioretention footprint at Bottom (sf) 516 479 Provided Water Storage Volume (cf) 92 85 The maximum allowable drawdown time of the water storage area is 24 hours. The design of the proposed bioretention facilities does not include infiltration into on-site soils. Therefore, the drawdown time of the water storage area is calculated using the infiltration rate of the bioretention soil mix (BSM). Each bioretention area includes a tributary PGIS area greater than 5,000 sf. Therefore, per Section 5.2.1 of the RSWDM, the design infiltration rate of the BSM is 3 in/hr. Using a correction factor of 0.33, the maximum calculated drawdown time for a 2” ponding depth is equal to approximately 2 hrs. As demonstrated above, Bioretention-2 and Bioretention-3 are sufficiently sized to serve as on-site BMPs for tributary surface area stormwater runoff. See the on-site BMP exhibit at the end of this section for a depiction of the on-site BMPs proposed for the site. See Section 4.3 of this report for additional on-site BMP feasibility evaluation information. Per Section 4.3 of this report, bioretention facilities are proposed to serve 26,880 SF of impervious surface area stormwater runoff to satisfy Core Requirement #9. See the table below for a summary of the areas served by bioretention for the project. Bioretention Areas Facility Impervious Area Served (SF) Bioretention-1 9,702 Bioretention-2 7,404 Bioretention-3 9,774 Total 26,880 Coalescing Plate Oil/Water Separator Design The design of the three proposed coalescing plate oil/water separator facilities shall be in accordance with section 6.6.2 of the 2022 RSWDM. The steps to design a coalescing plate separator are detailed in section 6.6.2.1 and are as follows: Core Design, Inc. KENNYDALE GATEWAY Page 18 Step 1: Determine the WQ design flow (Q). The facility is sized based on the WQ design flow. The separator must be designed as an off-line facility. Per WWHM modeling of the undercover parking lot areas, as provided in Appendix D of this report, the off-line WQ design flowrates for each building are as follows: • Building 1 off-line WQ design flowrate = 0.0579 cfs • Building 2 off-line WQ design flowrate = 0.0410 cfs • Building 3 off-line WQ design flowrate = 0.0485 cfs Step 2: Calculate the plate minimum effective separation area. Equation 6-33 is used to determine the required effective (horizontal) surface area of plate media using the off-line WQ design flow and other constants. The project elects to use Oldcastle coalescing oil/water separators, which has an operating temperature of 50 degrees Fahrenheit and an oil specific gravity equal to 0.88. The absolute viscosity of water (poises) at 50 degrees Fahrenheit is equal to approximately 0.0131. Thus, the required effective surface area of plate media for each building oil/water separator is as follows: • Building 1 required effective surface area of plate media = 98.25 SF • Building 2 required effective surface area of plate media = 69.58 SF • Building 3 required effective surface area of plate media = 82.30 SF Step 3: Calculate the collective projected surface area. Equation 6-34 is used to determine the collective projected surface area. The project elects to use Oldcastle coalescing oil/water separators, which have the coalescing media at zero degrees to the horizontal. Therefore, the collective projected surface area is equal to the actual collective plate area of the plate configuration, which is equal to the effective (horizontal) separation surface area calculated in step 2. Step 4: Check with specific separator manufacturers. To provide the required actual collective plate area calculated above, the project will use Oldcastle Coalescing Plate Oil/Water Separators (CPS Model). Per coordination with Oldcastle Infrastructure, Inc., the 660-CPS model was deemed most appropriate for use on-site (the 264-CPS model is not produced in Washington). The 660-CPS model provides a projected coalescing plate area equal to 444 SF, which exceeds the minimum required areas specified above. A comparison of the Oldcastle 660-CPS sizing information and the required data for the three proposed oil/water separators is provided in the following table. Core Design, Inc. KENNYDALE GATEWAY Page 19 Table 4-3: Comparison of Oldcastle 660-CPS Model with Required Sizing Data Oil/Water Separator Projected Coalescing Plate Area (SF) Standard Design Flow Rate (cfs) Maximum Process Flow Rate (cfs) Building 1 98.25 0.058 0.490 Building 2 69.58 0.041 0.347 Building 3 82.30 0.049 0.411 Oldcastle 660-CPS 444.00 0.234 1.256 As shown in Table 4-3 above, the Oldcastle 660-CPS model is sufficiently sized to be used as an oil/water separator for each of the three relevant project areas. An Oldcastle 660-CPS detail is provided in Appendix D of this report. The oil/water separators will be used for the covered garage areas. As such, the associated anticipated runoff does not necessitate the design of a flow splitter and high-flow bypass. All expected runoff flowrates will be at or below the design WQ flowrate for each building. 4.3 On-site BMP Selection and Design The project will implement on-site BMPs to mitigate the impact of storm and surface water runoff from development. On-site BMPs will be applied to the proposed project as possible. The project site is over 22,000 SF and will apply on-site BMPs per Section 1.2.9.2.2 of the 2022 RSWDM. Per Section 1.2.9.2.2 of the 2022 RSWDM, if the proposed project is on a site/lot that is 22,000 SF or larger, then on-site BMPs must be applied as specified in the requirements below. 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 for any such surface, then full dispersion must be applied to that surface and implemented as part of the proposed project. Typically, full dispersion will be applicable only on the largest sites/lots where there may be enough forest area available within a threshold discharge area to mee the 15% ratio of fully dispersed impervious area to native vegetated surface. Response: Full dispersion has been deemed infeasible as the site cannot meet the required flow path length. 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 of roof runoff must be evaluated in accordance with Appendix C, Section C.2.2, or Section 5.2, whichever is applicable based on the type of project If feasible and applicable, full infiltration of roof runoff must be implemented as part of the proposed project. Response: Per Geotechnical recommendations, due to shallow groundwater onsite, full infiltration is deemed infeasible. Core Design, Inc. KENNYDALE GATEWAY Page 20 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 Section C.2.2, or per Section 5.2, whichever is applicable • Limited Infiltration per Appendix C, Section C.2.3 • Bioretention per Appendix C, Section C.2.6 • Permeable Pavement per Appendix C, Section C.2.7 Response: Infiltration has been deemed infeasible by the Geotech due to shallow groundwater 2-5 feet below ground surface. Permeable pavement is proposed for 6,017 SF of proposed non- pollution generating surface. An underdrain is proposed in addition to the permeable pavement due to the lack of infiltration capacity in the onsite soils. Additionally, bioretention facilities are proposed throughout the project site and will include underdrains due to lack of infiltration capacity in the onsite soils. Bioretention is proposed to serve 26,880 SF of impervious surface area stormwater runoff. 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 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: Basic Dispersion is infeasible due to limitations of the site to accommodate the required flow path and setback limits. 5. BMPs must be implemented, at minimum, for impervious area amounts defined as follows. • For projects that will result in an impervious surface coverage on the buildable portion of the site/lot of less than 45%, on-site BMPs must be applied to 50% of target impervious surfaces. • For projects that will result in an impervious surface coverage 45-65% on the buildable portion of the site/lot, on-site BMPs must be applied to 50% of target impervious surfaces reduced by 1.5% for each 1% of impervious surface coverage above 45% (e.g., impervious coverage of 55% results in a requirement of on-site BMPs applied to 35% of target impervious surfaces). • For projects that will result in an impervious surface coverage greater than 65% on the buildable portion of the site/lot, on-site BMPs must be applied to 20% of the target impervious surfaces or to an impervious area equal to at least 10% of the site/lot, whichever is less. The buildable portion of the site/lot is the total area of the site/lot minus any critical areas and minus 200 ft. buffer areas from a steep slope hazard, 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. Core Design, Inc. KENNYDALE GATEWAY Page 21 • 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. Response: The project proposes greater than 65% impervious surface coverage of the buildable portion of the site, so BMPs are required to be applied to 20% of the target impervious surfaces or an impervious area equal to at least 10% of the site, whichever is less. For this site, 10% of the site is the smaller of the two which equates to 32,565 SF. Bioretention is proposed to serve 26,880 SF of impervious surface area stormwater runoff, and permeable pavement is proposed for 6,017 SF of proposed non-pollution generating surface, for a cumulative total equal to 32,897 SF. Thus, the project proposes to apply BMPs to an impervious surface area greater than 32,565 SF, so this requirement is met. 4.4 Onsite Wet Biofiltration Swale Relocation The project site currently contains a wet biofiltration swale along Lake Washington Blvd Hawks Landing Storm and Water Improvement Project conducted by the City of Renton. The swale is located at the southwestern corner of the site and will need to be relocated to allow for southern emergency access to the site. This biofiltration swale was constructed under the Hawks Landing project to provide water quality for runoff from I-405 and surrounding development. Runoff from the project site was also designed to be treated by the swale. Since the swale was already designed to account for runoff from the project site and permeable pavement has been proposed onsite, development of the site will not increase the design water quality flow rate to the swale. As such, the swale will be reconstructed north of the original location to match existing conditions and current standards. The design water quality flow rate for the original biofiltration swale is 0.15 cubic feet per second. Based on Section 6.3.2 of the 2022 RSWDM and assuming a 10-foot bottom width and 1 percent slope, the required bottom length of the swale is 50 feet. This length is less than the minimum length of 100 feet, so the swale needs to be 100 feet long with a 10-foot bottom width and 1 percent slope. To match these design requirements, the modification of the existing swale will include reconstructing the end of the swale such that it ends prior to the new south access, and extension of the swale north approximately 20 feet. Additionally, the existing pipe to the bioswale from the flow splitter will be removed and a replacement pipe matching the same specifications will be placed to connect the flow splitter to the new start of the bioswale. LA K E W A S H I N G T O N B O U L E V A R D BU R L I N G T O N N O R T H E R N - S A N T A F E R R IN T E R S T A T E 4 0 5 3 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING KENNYDALE GATEWAY K E N N Y D A L E G A T E W A Y K E N N Y D A L E G A T E W A Y 4350 LAKE WASHINGTON BLVD N, RENTON, WA 98056 EXISTING CONDITIONS EXHIBIT 0;FRONT 0;REAR 0;ELEV. No. 1 L-1 REF COPIE R KEYTRACK 0;REAR 0;ELEV. No. 1 3C 3B 3C 3B 3B 3A 3B 3A 0;ELEV. No. 1 0;ELEV. No. 2 0;COP 0;COP IN COMPLIANCE WITH CITY OF RENTON STANDARDS DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING KENNYDALE GATEWAY K E N N Y D A L E G A T E W A Y K E N N Y D A L E G A T E W A Y 4350 LAKE WASHINGTON BLVD N, RENTON, WA 98056 DEVELOPED CONDITIONS EXHIBIT May 2019 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), DISSOLVED METALS (ENHANCED), AND PHOSPHORUS TREATMENT For Oldcastle Infrastructure, Inc.’s The BioPod™ Biofilter (Formerly the TreePod Biofilter) Ecology’s Decision: Based on Oldcastle Infrastructure, Inc. application submissions for the The BioPod™ Biofilter (BioPod), Ecology hereby issues the following use level designation: 1. General Use Level Designation (GULD) for Basic, Enhanced, and Phosphorus Treatment: Sized at a hydraulic loading rate of 1.6 gallons per minute (gpm) per square foot (sq ft) of media surface area. Constructed with a minimum media thickness of 18-inches (1.5-feet). 2. Ecology approves the BioPod at the hydraulic loading rate listed above, to achieve the maximum water quality design flow rate. The water quality design flow rates are calculated using the following procedures: Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology- approved continuous runoff model. Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 3. The GULD has no expiration date, but may be amended or revoked by Ecology. Ecology’s Conditions of Use: The BioPod shall comply with these conditions: 1) Applicants shall design, assemble, install, operate, and maintain the BioPod installations in accordance with Oldcastle Infrastructure, Inc.’s applicable manuals and the Ecology Decision. 2) BioPod media shall conform to the specifications submitted to and approved by Ecology 3) Maintenance: The required inspection/maintenance interval for stormwater treatment devices is often dependent on the efficiency of the device and the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device. The BioPod is designed for a target maintenance interval of 1 year. Maintenance includes replacing the mulch, assessing plant health, removal of trash, and raking the top few inches of engineered media. A BioPod system tested at the Lake Union Ship Canal Test Facility in Seattle, WA required maintenance after 1.5 months, or 6.3% of a water year. Monitoring personnel observed similar maintenance issues with other systems evaluated at the Test Facility. The runoff from the Test Facility may be unusual and maintenance requirements of systems installed at the Test Facility may not be indicative of maintenance requirements for all sites. Test results provided to Ecology from a BioPod System evaluated in a lab following New Jersey Department of Environmental Protection Laboratory Protocol for Filtration MTDs have indicated the BioPod System is capable of longer maintenance intervals. Owners/operators must inspect BioPod systems for a minimum of twelve months from the start of post-construction operation to determine site-specific inspection/maintenance schedules and requirements. Owners/operators must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to the SWMMEW, the wet season in eastern Washington is October 1 to June 30.) After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flow rate and/or a decrease in pollutant removal ability. 4) Install the BioPod in such a manner that you bypass flows exceeding the maximum operating rate and you will not resuspend captured sediment. 5) Discharges from the BioPod shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Oldcastle Infrastructure, Inc. Applicant’s Address: 7100 Longe St, Suite 100 Stockton, CA 95206 Application Documents: Technical Evaluation Report TreePod™ BioFilter System Performance Certification Project, Prepared for Oldcastle, Inc., Prepared by Herrera Environmental Consultants, Inc. February 2018 Technical Memorandum: Response to Board of External Reviewers’ Comments on the Technical Evaluation Report for the TreePod™ Biofilter System Performance Certification Project, Oldcastle, Inc. and Herrera Environmental Consultants, Inc., February 2018 Technical Memorandum: Response to Board of External Reviewers’ Comments on the Technical Evaluation Report for the TreePod™ Biofilter System Performance Certification Project, Oldcastle, Inc. and Herrera Environmental Consultants, Inc., January 2018 Application for Pilot Use Level Designation, TreePod™ Biofilter – Stormwater Treatment System, Oldcastle Stormwater Solutions, May 2016 Emerging Stormwater Treatment Technologies Application for Certification: The TreePod™ Biofilter, Oldcastle Stormwater Solutions, April 2016 Applicant’s Use Level Request: General Use Level Designation as a Basic, Enhanced, and Phosphorus Treatment device in accordance with Ecology’s Stormwater Management Manual for Western Washington Applicant’s Performance Claims: Based on results from laboratory and field-testing, the applicant claims the BioPod™ Biofilter operating at a hydraulic loading rate of 153 inches per hour is able to remove: 80% of Total Suspended Solids (TSS) for influent concentrations greater than 100 mg/L and achieve a 20 mg/L effluent for influent concentrations less than 100 mg/L. 60% dissolved zinc for influent concentrations 0.02 to 0.3 mg/L. 30% dissolved copper for influent concentrations 0.005 to 0.02 mg/L. 50% or greater total phosphorus for influent concentrations 0.1 to 0.5 mg/L. Ecology’s Recommendations: Ecology finds that: Oldcastle Infrastructure, Inc. has shown Ecology, through laboratory and field testing, that the BioPod™ Biofilter is capable of attaining Ecology’s Basic, Total Phosphorus, and Enhanced treatment goals. Findings of Fact: Field Testing 1. Herrera Environmental Consultants, Inc. conducted monitoring of the BioPod™ Biofilter at the Lake Union Ship Canal Test Facility in Seattle Washington between November 2016 and April 2018. Herrera collected flow-weight composite samples during 14 separate storm events and peak flow grab samples during 3 separate storm events. The system was sized at an infiltration rate of 153 inches per hour or a hydraulic loading rate of 1.6 gpm/ft2. 2. The D50 of the influent PSD ranged from 3 to 292 microns, with an average D50 of 28 microns. 3. Influent TSS concentrations ranged from 17 mg/L to 666 mg/L, with a mean concentration of 98 mg/L. For all samples (influent concentrations above and below 100 mg/L) the bootstrap estimate of the lower 95 percent confidence limit (LCL 95) of the mean TSS reduction was 84% and the bootstrap estimate of the upper 95 percent confidence limit (UCL95) of the mean TSS effluent concentration was 8.2 mg/L. 4. Dissolved copper influent concentrations from the 17 events ranged from 9.0 µg/L to 21.1 µg/L. The 21.1 µg/L data point was reduced to 20.0 µg/L, the upper limit to the TAPE allowed influent concentration range, prior to calculating the pollutant removal. A bootstrap estimate of the LCL95 of the mean dissolved copper reduction was 35%. 5. Dissolved zinc influent concentrations from the 17 events ranged from 26.1 µg/L to 43.3 µg/L. A bootstrap estimate of the LCL95 of the mean dissolved zinc reduction was 71%. 6. Total phosphorus influent concentrations from the 17 events ranged from 0.064 mg/L to 1.56 mg/L. All influent data greater than 0.5 mg/L were reduced to 0.5 mg/L, the upper limit to the TAPE allowed influent concentration range, prior to calculating the pollutant removal. A bootstrap estimate of the LCL95 of the mean total phosphorus reduction was 64%. 7. The system experienced rapid sediment loading and needed to be maintained after 1.5 months. Monitoring personnel observed similar sediment loading issues with other systems evaluated at the Test Facility. The runoff from the Test Facility may not be indicative of maintenance requirements for all sites. Laboratory Testing 1. Good Harbour Laboratories (GHL) conducted laboratory testing at their site in Mississauga, Ontario in October 2017 following the New Jersey Department of Environmental Protection Laboratory Protocol for Filtration MTDs. The testing evaluated a 4-foot by 6-foot standard biofiltration chamber and inlet contour rack with bypass weir. The test sediment used during the testing was custom blended by GHL using various commercially available silica sands, which had an average d50 of 69 µm. Based on the lab test results: a. GHL evaluated removal efficiency over 15 events at a Maximum Treatment Flow Rate (MTFR) of 37.6 gpm, which corresponds to a MTFR to effective filtration treatment area ratio of 1.80 gpm/ft2. The system, operating at 100% of the MTFR with an average influent concentration of 201.3 mg/L, had an average removal efficiency of 99 percent. b. GHL evaluated sediment mass loading capacity over an additional 16 events using an influent SSC concentration of 400 mg/L. The first 11 runs were evaluated at 100% of the MTFR. The BioPod began to bypass, so the remaining 5 runs were evaluated at 90% of the MTFR. The total mass of the sediment captured was 245.0 lbs and the cumulative mass removal efficiency was 96.3%. 2. Herrera Environmental Consultants Inc. conducted laboratory testing in September 2014 at the Seattle University Engineering Laboratory. The testing evaluated the flushing characteristics, hydraulic conductivity, and pollutant removal ability of twelve different media blends. Based on this testing, Oldcastle Infrastructure, Inc. selected one media blend, Mix 8, for inclusion in their TAPE evaluation of the BioPod™ Biofilter. a. Herrera evaluated Mix 8 in an 8-inch diameter by 36-inch tall polyvinyl chloride (PVC) column. The column contained 18-inches of Mix 8 on top of 6-inches of pea gravel. The BioPod will normally include a 3-inch mulch layer on top of the media layer; however, this was not included in the laboratory testing. b. Mix 8 has a hydraulic conductivity of 218 inches per hour; however, evaluation of the pollutant removal ability of the media was based on an infiltration rate of 115 inches per hour. The media was tested at 75%, 100%, and 125% of the infiltration rate. Based on the lab test results: The system was evaluated using natural stormwater. The dissolved copper and dissolved zinc concentrations in the natural stormwater were lower than the TAPE influent standards; therefore, the stormwater was spiked with 66.4 mL of 100 mg/L Cu solution and 113.6 mL of 1,000 mg/L Zn solution. The BioPod removed an average of 81% of TSS, with a mean influent concentration of 48.4 mg/L and a mean effluent concentration of 9.8 mg/L. The BioPod removed an average of 94% of dissolved copper, with a mean influent concentration of 10.6 µg/L and a mean effluent concentration of 0.6 µg/L. The BioPod removed an average of 97% of dissolved zinc, with a mean influent concentration of 117 µg/L and a mean effluent concentration of 4 µg/L. The BioPod removed an average of 97% of total phosphorus, with a mean influent concentration of 2.52 mg/L and a mean effluent concentration of 0.066 mg/L. When total phosphorus influent concentrations were capped at the TAPE upper limit of 0.5 mg/L, calculations showed an average removal of 87%. Other BioPod Related Issues to be Addressed By the Company: 1. Conduct hydraulic testing to obtain information about maintenance requirements on a site with runoff that is more typical of the Pacific Northwest. Technology Description: Download at https://oldcastleprecast.com/stormwater/bioretention- biofiltration-applications/bioretention-biofiltration- solutions/ Contact Information: Applicant: Chris Demarest Oldcastle Infrastructure, Inc. (925) 667-7100 Chris.demarest@oldcastle.com Applicant website: https://oldcastleprecast.com/stormwater/ Ecology web link: https://ecology.wa.gov/Regulations-Permits/Guidance-technical- assistance/Stormwater-permittee-guidance-resources/Emerging-stormwater-treatment- technologies Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision History Date Revision March 2018 GULD granted for Basic Treatment March 2018 Provisional GULD granted for Enhanced and Phosphorus Treatment June 2016 PULD Granted April 2018 GULD for Basic and Provisional GULD for Enhanced and Phosphorus granted, changed name to BioPod from TreePod July 2018 GULD for Enhanced and Phosphorus granted September 2018 Changed Address for Oldcastle December 2018 Added minimum media thickness requirement May 2019 Changed language on who must Install and maintain the device from Oldcastle to Applicants 0;FRONT 0;REAR 0;ELEV. No. 1 L-1 REF COPIER KEYTRACK 0;REAR 0;ELEV. No. 1 3C 3B 3C 3B 3B 3A 3B 3A 0;ELEV. N o . 1 0;ELEV. No. 2 0;COP 0;COP 4/ 1 7 / 2 0 2 6 1 1 : 1 7 A M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ 1 9 0 3 0 B M P E X H I B I T . D W G LA Y O U T 1 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING KENNYDALE GATEWAY K E N N Y D A L E G A T E W A Y K E N N Y D A L E G A T E W A Y 4350 LAKE WASHINGTON BLVD N, RENTON, WA 98056 ON-SITE BMP EXHIBIT Core Design, Inc. KENNYDALE GATEWAY Page 22 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN As depicted in the Developed Conditions Exhibit in Section 4 of this report, the proposed development includes three drainage subbasins associated with the areas to be treated by the two biopods and bioretention facility, no flow control facilities, and a stormwater collection and conveyance system. The proposed collection and conveyance infrastructure shall be evaluated for conveyance capacity and backwater conditions. Although the existing wet biofiltration swale will be modified, the proposed development will not increase the flows into the swale and is therefore not required to be evaluated for conveyance capacity. A full conveyance analysis has been performed using the 2024 Storm and Sanitary Analysis (SSA) program. The project SSA results are provided on the following pages. According to Section 1.2.4.1 of the 2022 RSWDM, all new conveyance system elements shall be designed with sufficient capacity to convey and contain the 25-year peak flow. As specified in Section 3.2 and Table 3.2 of the 2022 RSWDM, because the project site area is less than 10 acres, the Rational Method will be used for conveyance sizing. The Rational Method requires a peak rainfall intensity in inches/hour. A determination of the peak rainfall intensity and other necessary components for modeling the proposed conveyance system using the Rational Method is provided below. Per Table 3.2.2.B of the 2022 RSWDM, all post-development grassland and landscaped areas shall be modeled as grass/lawn in the continuous model. Per Table 3.2.1.A, the runoff coefficient for lawn is 0.25 and 0.90 for pavement and roof areas. As specified in Table 4.2.1.D of the 2022 RSWDM, the Manning’s roughness coefficient for a PVC pipe used for a pipe capacity verification is equal to 0.011. Per Section 3.2.1 of the RSWDM, the minimum time of concentration cannot be less than 6.3 minutes. A time of concentration of 6.3 minutes will be applied to the entire site for conservatism. The peak rainfall intensity 𝐼𝑅 for the specified design storm of return frequency R is determined using a unit peak rainfall intensity factor 𝑖𝑅 in Equation 3-3, as shown below. 𝐼𝑅=(𝑃𝑅)(𝑖𝑅) Where 𝑃𝑅 = the total precipitation at the project site for the 24-hour duration storm event for the given return frequency. Total precipitation is found on the Isopluvial Maps in Figure 3.2.1.A through Figure 3.2.1.D. 𝑖𝑅 = the unit peak rainfall intensity factor The proposed conveyance system will first be evaluated using a design storm return frequency of 100 years to determine if any structures overtop and if overtopping would cause flooding problems. Per Figure 3.2.1.D, as shown on the following pages, the 100-year 24-hour precipitation depth at the project site is equal to approximately 3.90 inches. The unit peak rainfall intensity is determined using Equation 3-4, as shown below. 𝑖𝑅=(𝑎𝑅)(𝑆𝑏)(−𝑏𝑅) Where 𝑆𝑏 = time of concentration (minutes) 𝑎𝑅, 𝑎𝑅 = coefficients from Table 3.2.1B Per Table 3.2.1.B and a design storm return frequency of 100 years, 𝑎𝑅 is 2.61 and 𝑎𝑅 is 0.63. Therefore, the unit peak rainfall intensity factor is equal to 0.819 and the peak rainfall intensity is equal to approximately 3.20 in/hr. This peak rainfall intensity is entered into SSA as a direct entry. Core Design, Inc. KENNYDALE GATEWAY Page 23 The Lake Washington Boulevard Hawks Landing Storm and Water System Improvement Project Hydrologic/Hydraulic Analysis report by Gray and Osborne, dated January 2010, includes an eastern I- 405 basin exhibit, which is provided on the following pages. The Eastern I-405 Basin is modeled in WWHM, and the resulting 100-yr stormwater flowrate is added in SSA as an external inflow to the existing CB #8245. The Eastern I-405 WWHM report is provided on the following pages. A conveyance exhibit depicting all the areas tributary to the project site stormwater collection infrastructure, is provided on the following pages. As shown by the SSA results on the following pages, no catch basins overtop for the 100-yr storm event. Because no structures overtop for the 100-yr storm event, a conveyance analysis for the 25-yr storm event is not required. 3.2.1 RATIONAL METHOD 2022 City of Renton Surface Water Design Manual 6/22/2022 3-17 FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLUVIALS PROJECT SITE CITY OF RENTON Lake Washington Blvd. Hawk's Landing Storm and Water Improvements Project Figure 2 Basins and Existing Land Use Ma y C r e e k 0 150 30075 Feet ³ I-405 Lak e W a . B l v d . NE 44th St. Eastern I-405 Basin Total Acres: 7.6 Impervious Acres:3.3 Pervious Grass Acres: 4.3 Outwash Soil Western I-405 Basin Total Acres: 7.6 Impervious Acres: 6.5 Pervious Grass Acres: 0.5 Pervious Forest Acres: 0.6 Outwash Soil Legend CB Structures Stormwater Conveyance May Creek Eastern I-405 Basin Western I-405 Basin Pervious Forest Areas Pervious Grass areas Parcel WWHM2012 PROJECT REPORT Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 2 General Model Information WWHM2012 Project Name:Eastern I-405 Basin Site Name:Kennydale Site Address:4350 Lake Washington Blvd City:Renton Report Date:4/9/2026 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2025/05/13 Version:4.3.2 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 3 Landuse Basin Data Predeveloped Land Use Predeveloped Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 7.6 Pervious Total 7.6 Impervious Land Use acre Impervious Total 0 Basin Total 7.6 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 4 Mitigated Land Use Developed Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 4.3 Pervious Total 4.3 Impervious Land Use acre ROADS FLAT 3.3 Impervious Total 3.3 Basin Total 7.6 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 5 Routing Elements Predeveloped Routing Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 6 Mitigated Routing Eastern I-405 Basin 4/9/2026 2:43:23 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:7.6 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:4.3 Total Impervious Area:3.3 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.223446 5 year 0.350931 10 year 0.423179 25 year 0.499719 50 year 0.547083 100 year 0.587368 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1.551213 5 year 2.098254 10 year 2.490009 25 year 3.019653 50 year 3.440013 100 year 3.883015 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.219 2.253 1950 0.274 2.146 1951 0.492 1.395 1952 0.155 0.953 1953 0.125 1.032 1954 0.193 1.255 1955 0.307 1.358 1956 0.244 1.353 1957 0.197 1.706 1958 0.222 1.197 Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 8 1959 0.191 1.069 1960 0.333 1.463 1961 0.188 1.407 1962 0.117 1.055 1963 0.160 1.363 1964 0.211 1.237 1965 0.151 1.801 1966 0.145 1.044 1967 0.304 2.166 1968 0.190 2.121 1969 0.185 1.631 1970 0.153 1.440 1971 0.164 1.721 1972 0.366 2.131 1973 0.166 0.915 1974 0.181 1.659 1975 0.245 1.741 1976 0.177 1.279 1977 0.021 1.205 1978 0.155 1.484 1979 0.094 1.871 1980 0.347 2.468 1981 0.139 1.563 1982 0.267 2.525 1983 0.239 1.664 1984 0.148 1.154 1985 0.088 1.580 1986 0.387 1.401 1987 0.343 1.892 1988 0.135 1.065 1989 0.088 1.332 1990 0.716 3.859 1991 0.431 2.801 1992 0.166 1.144 1993 0.173 0.910 1994 0.058 0.889 1995 0.248 1.359 1996 0.524 1.791 1997 0.438 1.622 1998 0.099 1.361 1999 0.410 3.354 2000 0.173 1.558 2001 0.031 1.449 2002 0.189 2.241 2003 0.242 1.743 2004 0.313 3.073 2005 0.224 1.421 2006 0.265 1.314 2007 0.532 3.485 2008 0.686 2.747 2009 0.337 1.719 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.7163 3.8587 2 0.6858 3.4848 3 0.5317 3.3541 Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 9 4 0.5236 3.0732 5 0.4920 2.8009 6 0.4377 2.7467 7 0.4313 2.5249 8 0.4104 2.4682 9 0.3873 2.2535 10 0.3664 2.2409 11 0.3473 2.1659 12 0.3426 2.1455 13 0.3367 2.1312 14 0.3327 2.1206 15 0.3127 1.8921 16 0.3071 1.8709 17 0.3038 1.8014 18 0.2737 1.7910 19 0.2669 1.7428 20 0.2646 1.7413 21 0.2484 1.7211 22 0.2448 1.7189 23 0.2444 1.7057 24 0.2415 1.6638 25 0.2393 1.6587 26 0.2243 1.6313 27 0.2222 1.6221 28 0.2195 1.5797 29 0.2111 1.5626 30 0.1972 1.5577 31 0.1926 1.4837 32 0.1906 1.4629 33 0.1895 1.4488 34 0.1893 1.4399 35 0.1877 1.4213 36 0.1854 1.4067 37 0.1807 1.4010 38 0.1770 1.3946 39 0.1732 1.3626 40 0.1728 1.3613 41 0.1664 1.3590 42 0.1663 1.3583 43 0.1635 1.3532 44 0.1603 1.3321 45 0.1553 1.3138 46 0.1551 1.2791 47 0.1529 1.2547 48 0.1511 1.2367 49 0.1477 1.2051 50 0.1453 1.1973 51 0.1388 1.1539 52 0.1352 1.1442 53 0.1254 1.0687 54 0.1168 1.0650 55 0.0990 1.0552 56 0.0938 1.0441 57 0.0882 1.0319 58 0.0877 0.9532 59 0.0582 0.9154 60 0.0310 0.9098 61 0.0211 0.8886 Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 10 Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 11 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1117 17802 98474 553 Fail 0.1161 16198 93683 578 Fail 0.1205 15098 90218 597 Fail 0.1249 14065 86774 616 Fail 0.1293 12880 82839 643 Fail 0.1337 11965 79844 667 Fail 0.1381 10913 76315 699 Fail 0.1425 10192 73663 722 Fail 0.1469 9516 71118 747 Fail 0.1513 8776 67995 774 Fail 0.1557 8239 65685 797 Fail 0.1601 7604 62969 828 Fail 0.1645 7116 60808 854 Fail 0.1689 6682 58734 878 Fail 0.1733 6169 56253 911 Fail 0.1777 5824 54413 934 Fail 0.1821 5437 52210 960 Fail 0.1865 5144 50520 982 Fail 0.1909 4866 48916 1005 Fail 0.1953 4543 47013 1034 Fail 0.1997 4288 45537 1061 Fail 0.2041 4019 43740 1088 Fail 0.2085 3809 42393 1112 Fail 0.2129 3587 41066 1144 Fail 0.2173 3347 39462 1179 Fail 0.2217 3163 38222 1208 Fail 0.2261 2954 36789 1245 Fail 0.2305 2796 35677 1276 Fail 0.2349 2633 34650 1315 Fail 0.2393 2453 33367 1360 Fail 0.2437 2329 32404 1391 Fail 0.2480 2162 31185 1442 Fail 0.2524 2043 30265 1481 Fail 0.2568 1923 29410 1529 Fail 0.2612 1793 28297 1578 Fail 0.2656 1710 27442 1604 Fail 0.2700 1586 26522 1672 Fail 0.2744 1490 25752 1728 Fail 0.2788 1394 25025 1795 Fail 0.2832 1295 24105 1861 Fail 0.2876 1230 23442 1905 Fail 0.2920 1155 22629 1959 Fail 0.2964 1102 22030 1999 Fail 0.3008 1058 21376 2020 Fail 0.3052 998 20638 2067 Fail 0.3096 939 20069 2137 Fail 0.3140 883 19355 2191 Fail 0.3184 842 18846 2238 Fail 0.3228 796 18334 2303 Fail 0.3272 743 17669 2378 Fail 0.3316 719 17239 2397 Fail 0.3360 680 16771 2466 Fail 0.3404 634 16258 2564 Fail 0.3448 601 15832 2634 Fail Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 12 0.3492 567 15314 2700 Fail 0.3536 541 14929 2759 Fail 0.3580 506 14510 2867 Fail 0.3624 475 14061 2960 Fail 0.3668 442 13708 3101 Fail 0.3712 401 13244 3302 Fail 0.3756 374 12900 3449 Fail 0.3800 352 12540 3562 Fail 0.3844 324 12127 3742 Fail 0.3888 300 11830 3943 Fail 0.3932 273 11473 4202 Fail 0.3976 258 11184 4334 Fail 0.4020 239 10913 4566 Fail 0.4064 218 10579 4852 Fail 0.4108 202 10312 5104 Fail 0.4152 180 10012 5562 Fail 0.4196 158 9749 6170 Fail 0.4240 146 9512 6515 Fail 0.4283 130 9221 7093 Fail 0.4327 119 9030 7588 Fail 0.4371 109 8761 8037 Fail 0.4415 97 8566 8830 Fail 0.4459 93 8367 8996 Fail 0.4503 82 8128 9912 Fail 0.4547 78 7957 10201 Fail 0.4591 69 7743 11221 Fail 0.4635 62 7557 12188 Fail 0.4679 56 7377 13173 Fail 0.4723 48 7180 14958 Fail 0.4767 42 7007 16683 Fail 0.4811 38 6806 17910 Fail 0.4855 33 6643 20130 Fail 0.4899 28 6477 23132 Fail 0.4943 22 6286 28572 Fail 0.4987 21 6145 29261 Fail 0.5031 20 5953 29765 Fail 0.5075 19 5803 30542 Fail 0.5119 17 5651 33241 Fail 0.5163 14 5508 39342 Fail 0.5207 12 5390 44916 Fail 0.5251 9 5257 58411 Fail 0.5295 4 5133 128325 Fail 0.5339 3 5026 167533 Fail 0.5383 3 4913 163766 Fail 0.5427 3 4806 160200 Fail 0.5471 3 4671 155700 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0776 acre-feet On-line facility target flow:0.1025 cfs. Adjusted for 15 min:0.1025 cfs. Off-line facility target flow:0.0579 cfs. Adjusted for 15 min:0.0579 cfs. Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 14 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Eastern I-405 Basin 4/9/2026 2:43:45 PM Page 15 Appendix Predeveloped Schematic Eastern I-405 Basin 4/9/2026 2:43:46 PM Page 16 Mitigated Schematic Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 17 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Eastern I-405 Basin.wdm MESSU 25 PreEastern I-405 Basin.MES 27 PreEastern I-405 Basin.L61 28 PreEastern I-405 Basin.L62 30 POCEastern I-405 Basin1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Predeveloped MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 18 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 19 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Predeveloped*** PERLND 10 7.6 COPY 501 12 PERLND 10 7.6 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 20 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 21 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Eastern I-405 Basin.wdm MESSU 25 MitEastern I-405 Basin.MES 27 MitEastern I-405 Basin.L61 28 MitEastern I-405 Basin.L62 30 POCEastern I-405 Basin1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Developed MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 22 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 23 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Developed*** PERLND 16 4.3 COPY 501 12 PERLND 16 4.3 COPY 501 13 IMPLND 1 3.3 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 24 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 25 Predeveloped HSPF Message File Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 26 Mitigated HSPF Message File Eastern I-405 Basin 4/9/2026 2:43:47 PM Page 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2026; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 0;FRONT 0;REAR 0;ELEV. No. 1 L-1 REF COPIE R KEYTRACK 0;REAR 0;ELEV. No. 1 3C 3B 3C 3B 3B 3A 3B 3A 0;ELEV. No. 1 0;ELEV. No. 2 0;COP 0;COP IN COMPLIANCE WITH CITY OF RENTON STANDARDS DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING KENNYDALE GATEWAY K E N N Y D A L E G A T E W A Y K E N N Y D A L E G A T E W A Y 4350 LAKE WASHINGTON BLVD N, RENTON, WA 98056 CONVEYANCE EXHIBIT Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis 19030 KENNYDALE GATEWAY CONVEYANCE CAPACITY ANALYSIS OVERALL PLAN VIEW - 100 YR 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 1 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 2 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 3 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 4 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 5 19030 KENNYDALE GATEWAY 100-YR PROFILE PLOT 6 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element Description From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Elevation Offset Elevation Offset or Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) (cfs) (cfs) 1 102 (1) A5 A4 84.05 30.18 0.00 29.76 0.00 0.41 0.4900 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.28 2 128 (1) C1 EX-271 27.45 26.82 0.00 26.71 0.90 0.11 0.4000 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 8.88 3 136 (1) 1343 B3 31.73 29.81 0.00 29.60 0.00 0.21 0.6500 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.34 4 67 B7 B6 56.44 31.59 0.00 31.24 0.00 0.35 0.6200 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.81 5 68 B6 251 73.58 31.24 0.00 30.85 0.00 0.40 0.5400 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.36 6 70 B5 B13 66.94 30.65 0.00 30.20 0.00 0.45 0.6700 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.63 7 72 B13 B12 32.18 30.20 0.00 29.98 0.00 0.22 0.6800 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.64 8 74 B2 B1 10.52 28.88 0.00 28.81 0.00 0.07 0.6700 CIRCULAR 18.000 18.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.20 4.17 9 80 B3 B2 130.34 29.60 0.00 28.88 0.00 0.72 0.5500 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 2.63 10 85 B14 B4 37.29 30.19 0.00 29.95 0.00 0.24 0.6400 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.25 11 88 B15 B6 73.66 31.61 0.00 31.24 0.00 0.37 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.54 12 93 A9 A8 43.92 31.53 0.00 31.10 0.00 0.43 0.9800 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.70 13 95 A8 A7 173.87 31.10 0.00 30.23 0.00 0.87 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.05 14 97 A2 A1 123.21 28.96 0.00 28.34 0.00 0.62 0.5000 CIRCULAR 18.000 18.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 4.88 15 102 A6 A5 45.50 30.40 0.00 30.18 0.00 0.23 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.94 16 103 A4 A3 67.12 29.76 0.00 29.42 0.00 0.34 0.5100 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.64 17 134 B8 B7 81.97 32.01 0.00 31.59 0.00 0.42 0.5100 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.76 18 136 B4 1343 23.04 29.95 0.00 29.81 0.00 0.14 0.6200 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.25 19 138 B12 B3 58.51 29.98 0.00 29.78 0.18 0.20 0.3400 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.68 20 141 B10 B9 23.63 29.03 0.00 28.91 0.00 0.12 0.5100 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 2.10 21 143 B9 B1 19.42 28.91 0.00 28.81 0.00 0.10 0.5100 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 2.39 22 144 B11 B2 60.58 29.97 0.00 28.88 0.00 1.09 1.8000 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.96 23 149 151 A1 34.64 30.10 0.00 29.35 1.01 0.75 2.1700 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.39 24 153 152 A7 45.72 31.24 0.00 30.23 0.00 1.01 2.2100 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.20 25 155 154 B10 27.07 30.07 0.00 29.53 0.50 0.54 2.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.29 26 160 158 159 24.99 32.59 0.00 32.34 0.00 0.25 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 27 162 159 161 20.87 32.34 0.00 32.13 0.00 0.21 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 28 164 161 163 35.25 32.13 0.00 31.78 0.00 0.35 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 29 166 163 165 26.64 31.78 0.00 31.51 0.00 0.27 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 30 167 165 A6 60.20 31.51 0.00 30.91 0.51 0.60 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 31 170 168 169 24.96 32.52 0.00 32.27 0.00 0.25 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 32 172 169 171 21.32 32.27 0.00 32.06 0.00 0.21 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 33 174 171 173 14.93 32.06 0.00 31.91 0.00 0.15 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 34 175 173 165 39.81 31.91 0.00 31.51 0.00 0.40 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 35 178 176 177 25.97 32.45 0.00 32.19 0.00 0.26 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 36 179 177 173 20.90 32.19 0.00 31.98 0.07 0.21 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 37 182 180 181 25.02 33.63 0.00 33.38 0.00 0.25 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 38 184 181 183 19.82 33.38 0.00 33.18 0.00 0.20 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 39 186 183 185 83.91 33.18 0.00 32.34 0.00 0.84 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 Page 1 of 14 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 1 102 (1) 2 128 (1) 3 136 (1) 4 67 5 68 6 70 7 72 8 74 9 80 10 85 11 88 12 93 13 95 14 97 15 102 16 103 17 134 18 136 19 138 20 141 21 143 22 144 23 149 24 153 25 155 26 160 27 162 28 164 29 166 30 167 31 170 32 172 33 174 34 175 35 178 36 179 37 182 38 184 39 186 Time of Max Travel Design Max Flow / Max Total Max Reported Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 0 00:06 2.46 0.57 2.94 0.44 1.00 2.00 1.00 SURCHARGED 0 00:00 3.75 0.12 16.92 0.52 1.00 1439.00 2.00 SURCHARGED 0 00:05 2.28 0.23 3.41 0.39 1.00 8.00 1.00 SURCHARGED 0 00:10 2.24 0.42 3.31 0.25 1.00 0.00 1.00 SURCHARGED 0 00:11 2.23 0.55 3.10 0.44 1.00 3.00 1.00 SURCHARGED 0 00:11 2.78 0.40 3.45 0.47 1.00 6.00 1.00 SURCHARGED 0 00:11 2.12 0.25 3.48 0.47 1.00 7.00 1.00 SURCHARGED 0 00:02 3.55 0.05 10.12 0.41 1.00 8.00 1.50 SURCHARGED 0 00:08 3.35 0.65 3.13 0.84 1.00 9.00 1.00 SURCHARGED 0 00:05 2.39 0.26 3.38 0.37 1.00 6.00 1.00 SURCHARGED 0 00:07 1.29 0.95 2.96 0.18 1.00 0.00 1.00 SURCHARGED 0 00:06 3.01 0.24 4.17 0.17 0.93 0.00 0.92 Calculated 0 00:10 1.75 1.66 2.98 0.35 1.00 1.00 1.00 SURCHARGED 0 00:08 2.76 0.74 8.81 0.55 1.00 4.00 1.50 SURCHARGED 0 00:06 2.38 0.32 2.98 0.32 1.00 0.00 1.00 SURCHARGED 0 00:08 2.09 0.54 3.02 0.54 1.00 4.00 1.00 SURCHARGED 0 00:06 2.82 0.48 3.00 0.25 0.80 0.00 0.80 Calculated 0 00:05 2.32 0.17 3.31 0.38 1.00 7.00 1.00 SURCHARGED 0 00:11 2.14 0.46 2.46 0.68 1.00 8.00 1.00 SURCHARGED 0 00:06 2.68 0.15 3.00 0.70 1.00 11.00 1.00 SURCHARGED 0 00:06 3.26 0.10 3.02 0.79 1.00 12.00 1.00 SURCHARGED 0 00:03 1.64 0.62 5.65 0.17 1.00 4.00 1.00 SURCHARGED 0 00:06 7.06 0.08 0.98 1.42 1.00 5.00 0.50 SURCHARGED 0 00:06 1.25 0.61 0.99 0.20 1.00 3.00 0.50 SURCHARGED 0 00:03 1.55 0.29 0.94 0.30 1.00 7.00 0.50 SURCHARGED 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.50 0.00 0.25 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.03 0.00 0.02 Calculated Page 2 of 14 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element Description From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Elevation Offset Elevation Offset or Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) (cfs) (cfs) 40 188 185 187 72.18 32.34 0.00 31.62 0.00 0.72 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.06 41 189 187 B14 92.91 31.62 0.00 30.69 0.50 0.93 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.29 42 192 190 191 66.20 31.97 0.00 31.90 0.00 0.07 0.1000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.58 43 194 191 193 20.69 31.90 0.00 31.88 0.17 0.02 0.1000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.58 44 196 193 229 22.19 31.71 0.00 30.36 0.00 1.35 6.0900 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.57 45 196 (1) 229 A5 34.59 30.36 0.00 30.18 0.00 0.18 0.5200 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.53 46 199 197 198 17.39 32.42 0.00 32.24 0.00 0.17 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 47 201 198 200 19.25 32.24 0.00 32.05 0.00 0.19 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 48 202 200 193 16.83 32.05 0.00 31.88 0.17 0.17 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 49 215 213 1346 48.30 33.40 0.00 32.93 0.00 0.47 0.9700 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 50 216 214 A8 7.37 31.30 0.00 31.10 0.00 0.20 2.7100 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.30 0.30 51 223 220 Out-1223 54.87 27.60 0.00 27.19 0.00 0.41 0.7500 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.47 52 225 224 2 6.56 28.20 0.00 28.00 0.00 0.20 3.0500 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.51 0.48 53 225 (1) 2 220 56.36 28.00 0.00 27.60 0.00 0.40 0.7100 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.48 54 230 226 229 14.73 30.47 0.00 30.36 0.00 0.11 0.7500 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.06 55 233 1327 B1 19.71 30.00 0.00 29.31 0.50 0.69 3.5000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.91 56 240 239 A4 40.69 31.17 0.00 30.77 1.01 0.40 0.9900 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.04 57 250 255 256 29.98 28.60 0.00 28.40 0.00 0.20 0.6700 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.49 58 252 256 224 38.64 28.40 0.00 28.20 0.00 0.20 0.5200 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.49 59 259 257 213 16.46 33.60 0.00 33.40 0.00 0.20 1.2100 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 60 263 262 214 20.25 33.10 0.00 32.93 1.63 0.17 0.8400 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 61 265 264 226 63.47 32.80 0.00 32.37 1.90 0.43 0.6800 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 62 1322 1321 1286 23.27 32.58 0.00 32.35 0.00 0.23 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 63 1323 1286 159 22.07 32.35 0.00 32.13 -0.21 0.22 1.0000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 64 1324 EX-8245 EX-8249 83.46 26.45 -0.30 26.30 0.00 0.15 0.1800 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 9.08 65 1325 1324 1286 25.49 32.61 0.00 32.35 0.00 0.26 1.0200 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.00 66 1330 1335 B14 71.96 32.15 0.00 30.69 0.50 1.46 2.0300 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 0.10 67 1334 C2 EX-8251 39.98 30.00 0.00 26.41 0.20 3.59 8.9800 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.20 68 1341 EX-8535 EX-8245 61.65 26.42 0.00 26.75 0.00 -0.33 -0.5400 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 8.06 69 1345 EX-8257 EX-271 128.48 26.34 0.00 25.81 0.00 0.53 0.4100 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 13.92 70 1347 1346 214 5.05 32.93 0.00 32.90 1.60 0.03 0.5000 CIRCULAR 6.000 6.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.27 0.00 71 68 (1) 251 B5 31.97 30.85 0.00 30.65 0.00 0.20 0.6200 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 1.56 72 95 (1) A3 A2 90.93 29.42 0.00 28.96 0.00 0.46 0.5100 CIRCULAR 18.000 18.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 4.49 73 95 (2) A7 A3 160.75 30.23 0.00 29.42 0.00 0.81 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 3.07 74 Link-03 EX-8249 EX-8251 71.77 26.60 0.30 26.21 0.00 0.39 0.5400 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 9.60 75 Link-04 EX-8251 EX-8254 91.05 25.41 -0.80 26.56 0.00 -1.15 -1.2600 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 9.72 76 Link-05 EX-8254 EX-8257 95.32 26.46 -0.10 26.34 0.00 0.12 0.1300 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 10.78 77 Link-06 EX-271 Out-N7 60.97 26.71 0.90 26.50 0.00 0.21 0.3400 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 16.37 78 Link-09 B1 EX-8249 76.13 28.81 0.00 26.60 0.30 2.21 2.9000 CIRCULAR 24.000 24.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 7.76 Page 3 of 14 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 40 188 41 189 42 192 43 194 44 196 45 196 (1) 46 199 47 201 48 202 49 215 50 216 51 223 52 225 53 225 (1) 54 230 55 233 56 240 57 250 58 252 59 259 60 263 61 265 62 1322 63 1323 64 1324 65 1325 66 1330 67 1334 68 1341 69 1345 70 1347 71 68 (1) 72 95 (1) 73 95 (2) 74 Link-03 75 Link-04 76 Link-05 77 Link-06 78 Link-09 Time of Max Travel Design Max Flow / Max Total Max Reported Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 0 00:07 0.60 2.00 0.66 0.09 0.53 0.00 0.27 Calculated 0 00:06 1.80 0.86 0.66 0.44 1.00 2.00 0.50 SURCHARGED 0 00:06 2.95 0.37 0.30 1.95 1.00 5.00 0.50 SURCHARGED 0 00:06 3.14 0.11 0.30 1.95 0.89 0.00 0.44 > CAPACITY 0 00:06 4.00 0.09 1.64 0.35 0.77 0.00 0.39 Calculated 0 00:06 2.70 0.21 0.48 1.11 1.00 5.00 0.50 SURCHARGED 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.10 0.00 0.05 Calculated 0 00:00 0.00 0.65 0.00 0.00 0.00 0.00 Calculated 0 00:07 1.53 0.08 1.09 0.28 1.00 3.00 0.50 SURCHARGED 0 00:07 2.90 0.32 3.64 0.13 0.26 0.00 0.26 Calculated 0 00:06 3.44 0.03 1.16 0.42 0.67 0.00 0.34 Calculated 0 00:06 2.68 0.35 3.55 0.14 0.28 0.00 0.28 Calculated 0 00:05 0.55 0.45 0.57 0.10 1.00 5.00 0.50 SURCHARGED 0 00:06 4.64 0.07 1.24 0.73 1.00 9.00 0.50 SURCHARGED 0 00:08 0.70 0.97 0.66 0.06 0.57 0.00 0.29 Calculated 0 00:06 2.49 0.20 0.54 0.90 1.00 1.00 0.50 SURCHARGED 0 00:06 2.66 0.24 0.48 1.02 0.89 0.00 0.44 > CAPACITY 0 00:00 0.00 0.73 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.61 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.55 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.66 0.00 0.00 0.00 0.00 Calculated 0 00:00 0.00 0.30 0.00 0.00 0.00 0.00 Calculated 0 00:02 3.86 0.36 19.63 0.46 1.00 1438.00 2.00 SURCHARGED 0 00:00 0.00 0.67 0.00 0.00 0.00 0.00 Calculated 0 00:08 0.83 1.44 0.94 0.11 0.72 0.00 0.36 Calculated 0 00:02 2.51 0.27 12.62 0.09 1.00 0.00 1.00 SURCHARGED 0 00:02 3.62 0.28 19.56 0.41 1.00 1438.00 2.00 SURCHARGED 0 00:00 5.01 0.43 17.17 0.81 1.00 1439.00 2.00 SURCHARGED 0 00:00 0.00 0.47 0.00 0.00 0.00 0.00 Calculated 0 00:11 2.79 0.19 3.31 0.47 1.00 5.00 1.00 SURCHARGED 0 00:08 2.79 0.54 8.83 0.51 1.00 2.00 1.50 SURCHARGED 0 00:05 3.94 0.68 2.99 1.03 1.00 5.00 1.00 SURCHARGED 0 00:06 3.41 0.35 19.71 0.49 1.00 1438.00 2.00 SURCHARGED 0 00:01 3.85 0.39 16.58 0.59 1.00 1438.00 2.00 SURCHARGED 0 00:01 4.64 0.34 12.84 0.84 1.00 1438.00 2.00 SURCHARGED 0 00:00 5.60 0.18 15.69 1.04 1.00 1439.00 2.00 SURCHARGED 0 00:02 3.65 0.35 45.55 0.17 1.00 5.00 2.00 SURCHARGED Page 4 of 14 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element Description From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Elevation Offset Elevation Offset or Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) (cfs) (cfs) 79 Link-10 A1 C1 43.99 28.34 0.00 26.82 0.00 1.52 3.4600 CIRCULAR 18.000 18.00 0.0110 0.5000 1.0000 0.0000 0.00 NO 1.00 5.88 Page 5 of 14 Pipes - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 79 Link-10 Time of Max Travel Design Max Flow / Max Total Max Reported Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 0 00:08 3.33 0.22 23.08 0.26 1.00 8.00 1.50 SURCHARGED Page 6 of 14 Outfalls - 100-yr Storm - 19030 Kennydale Gateway SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft) (ft) (cfs) (cfs) (ft) (ft) 1 Out-1223 1303094.14 196853.45 27.19 FREE NO 0.47 0.00 0.24 27.43 2 Out-N7 1302560.51 196328.24 26.50 FIXED NO 29.26 16.37 0.00 2.76 29.26 Page 7 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained Attained (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (inches) (cfs) (cfs)(ft) (ft) (ft) (ft) 1 2 1303119.04 196769.89 28.00 32.17 4.17 28.00 0.00 32.17 0.00 0.00 38.07 0.48 0.00 28.28 0.28 0.00 3.89 2 151 1302658.55 196353.69 30.10 34.81 4.71 30.10 0.00 34.81 0.00 0.00 50.53 1.38 1.38 33.07 2.97 0.00 1.74 3 152 1303008.45 196182.85 31.24 35.83 4.59 31.24 0.00 35.83 0.00 0.00 49.09 0.20 0.00 32.95 1.71 0.00 2.88 4 154 1302880.51 196719.01 30.07 33.46 3.39 30.07 0.00 33.46 0.00 0.00 34.65 0.29 0.00 32.13 2.06 0.00 1.33 5 158 1302848.77 196546.84 32.59 33.95 1.37 32.59 0.00 33.95 0.00 0.00 10.40 0.00 0.00 32.59 0.00 0.00 1.37 6 159 1302868.84 196531.95 32.34 33.92 1.58 32.34 0.00 33.92 0.00 0.00 12.97 0.00 0.00 32.34 0.00 0.00 1.58 7 161 1302884.93 196518.65 32.13 33.88 1.75 32.13 0.00 33.88 0.00 0.00 15.04 0.00 0.00 32.13 0.00 0.00 1.75 8 163 1302910.09 196493.97 31.78 33.73 1.95 31.78 0.00 33.73 0.00 0.00 17.43 0.00 0.00 31.78 0.00 0.00 1.95 9 165 1302899.23 196469.65 31.51 33.07 1.55 31.51 0.00 33.07 0.00 0.00 12.65 0.00 0.00 31.51 0.00 0.00 1.55 10 168 1302839.63 196533.76 32.52 33.80 1.28 32.52 0.00 33.80 0.00 0.00 9.34 0.00 0.00 32.52 0.00 0.00 1.28 11 169 1302860.07 196519.43 32.27 33.60 1.33 32.27 0.00 33.60 0.00 0.00 9.93 0.00 0.00 32.27 0.00 0.00 1.33 12 171 1302873.98 196503.28 32.06 33.50 1.44 32.06 0.00 33.50 0.00 0.00 11.29 0.00 0.00 32.06 0.00 0.00 1.44 13 173 1302865.59 196490.93 31.91 33.50 1.59 31.91 0.00 33.50 0.00 0.00 12.24 0.00 0.00 31.91 0.00 0.00 1.59 14 176 1302826.75 196517.16 32.45 33.80 1.35 32.45 0.00 33.80 0.00 0.00 10.21 0.00 0.00 32.45 0.00 0.00 1.35 15 177 1302847.98 196502.20 32.19 33.64 1.45 32.19 0.00 33.64 0.00 0.00 11.38 0.00 0.00 32.19 0.00 0.00 1.45 16 180 1303013.54 196305.80 33.63 35.60 1.97 33.63 0.00 35.60 0.00 0.00 17.67 0.00 0.00 33.63 0.00 0.00 1.97 17 181 1303037.92 196300.17 33.38 35.61 2.23 33.38 0.00 35.61 0.00 0.00 20.74 0.00 0.00 33.38 0.00 0.00 2.23 18 183 1303057.48 196303.31 33.18 35.61 2.43 33.18 0.00 35.61 0.00 0.00 23.13 0.00 0.00 33.18 0.00 0.00 2.43 19 185 1303047.80 196386.66 32.34 35.20 2.86 32.34 0.00 35.20 0.00 0.00 28.31 0.06 0.00 32.37 0.03 0.00 2.83 20 187 1302986.24 196424.34 31.62 35.46 3.85 31.62 0.00 35.46 0.00 0.00 40.15 0.29 0.00 35.18 3.56 0.00 0.29 21 190 1302769.41 196400.06 31.97 33.75 1.78 31.97 0.00 33.75 0.00 0.00 15.40 0.58 0.58 33.42 1.45 0.00 0.33 22 191 1302828.16 196369.55 31.90 33.75 1.85 31.90 0.00 33.75 0.00 0.00 16.20 0.58 0.00 32.71 0.81 0.00 1.04 23 193 1302839.20 196387.04 31.71 33.69 1.98 31.71 0.00 33.69 0.00 0.00 15.71 0.58 0.00 31.99 0.28 0.00 1.71 24 197 1302791.45 196408.63 32.42 33.76 1.34 32.42 0.00 33.76 0.00 0.00 10.07 0.00 0.00 32.42 0.00 0.00 1.34 25 198 1302805.95 196399.04 32.24 33.75 1.51 32.24 0.00 33.75 0.00 0.00 12.09 0.00 0.00 32.24 0.00 0.00 1.51 26 200 1302822.52 196389.24 32.05 33.75 1.70 32.05 0.00 33.75 0.00 0.00 14.40 0.00 0.00 32.05 0.00 0.00 1.70 27 213 1303177.43 196102.64 33.40 34.38 0.98 33.40 0.00 34.38 0.00 0.00 5.73 0.00 0.00 33.40 0.00 0.00 0.98 28 214 1303133.60 196075.72 31.30 33.45 2.15 31.30 0.00 33.45 0.00 0.00 0.20 0.30 0.00 32.43 1.13 0.00 1.02 29 220 1303073.24 196802.72 27.60 33.29 5.69 27.60 0.00 33.29 0.00 0.00 56.26 0.48 0.00 27.88 0.28 0.00 5.41 30 224 1303124.37 196766.07 28.20 31.53 3.33 28.20 0.00 31.53 0.00 0.00 33.93 0.49 0.00 28.59 0.39 0.00 2.94 31 226 1302858.89 196393.50 30.47 32.60 2.13 30.47 0.00 32.60 0.00 0.00 0.00 0.06 0.00 31.63 1.16 0.00 1.24 32 229 1302859.81 196378.79 30.36 33.15 2.79 30.36 0.00 33.15 0.00 0.00 27.45 0.57 0.00 31.62 1.26 0.00 1.52 33 239 1302898.83 196282.11 31.17 35.04 3.87 31.17 0.00 35.04 0.00 0.00 40.43 0.04 0.00 31.28 0.11 0.00 3.77 34 251 1303100.61 196554.06 30.85 33.43 2.58 30.85 0.00 33.43 0.00 0.00 19.00 1.71 0.49 33.43 2.58 0.00 0.00 35 255 1303178.62 196730.57 28.60 31.32 2.72 28.60 0.00 31.32 0.00 0.00 26.62 0.49 0.49 29.37 0.77 0.00 1.95 36 256 1303161.43 196755.13 28.40 30.96 2.56 28.40 0.00 30.96 0.00 0.00 24.72 0.49 0.00 29.07 0.67 0.00 1.89 37 257 1303184.93 196117.29 33.60 34.46 0.86 33.60 0.00 34.46 0.00 0.00 4.28 0.00 0.00 33.60 0.00 0.00 0.86 38 262 1303151.72 196066.68 33.10 33.62 0.52 33.10 0.00 33.62 0.00 0.00 0.20 0.00 0.00 33.10 0.00 0.00 0.52 39 264 1302889.61 196449.04 32.80 33.32 0.52 32.80 0.00 33.32 0.00 0.00 0.20 0.00 0.00 32.80 0.00 0.00 0.52 Page 8 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 1 2 2 151 3 152 4 154 5 158 6 159 7 161 8 163 9 165 10 168 11 169 12 171 13 173 14 176 15 177 16 180 17 181 18 183 19 185 20 187 21 190 22 191 23 193 24 197 25 198 26 200 27 213 28 214 29 220 30 224 31 226 32 229 33 239 34 251 35 255 36 256 37 257 38 262 39 264 Average Average Time of Time of Total Total HGL HGL Maximum Peak Flooded Time Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 28.00 0.00 0 00:06 0 00:00 0.00 0.00 30.11 0.01 0 00:06 0 00:00 0.00 0.00 31.24 0.00 0 00:06 0 00:00 0.00 0.00 30.08 0.01 0 00:03 0 00:00 0.00 0.00 32.59 0.00 0 00:00 0 00:00 0.00 0.00 32.34 0.00 0 00:00 0 00:00 0.00 0.00 32.13 0.00 0 00:00 0 00:00 0.00 0.00 31.78 0.00 0 00:00 0 00:00 0.00 0.00 31.51 0.00 0 00:00 0 00:00 0.00 0.00 32.52 0.00 0 00:00 0 00:00 0.00 0.00 32.27 0.00 0 00:00 0 00:00 0.00 0.00 32.06 0.00 0 00:00 0 00:00 0.00 0.00 31.91 0.00 0 00:00 0 00:00 0.00 0.00 32.45 0.00 0 00:00 0 00:00 0.00 0.00 32.19 0.00 0 00:00 0 00:00 0.00 0.00 33.63 0.00 0 00:00 0 00:00 0.00 0.00 33.38 0.00 0 00:00 0 00:00 0.00 0.00 33.18 0.00 0 00:00 0 00:00 0.00 0.00 32.34 0.00 0 00:07 0 00:00 0.00 0.00 31.62 0.00 0 00:07 0 00:00 0.00 0.00 31.97 0.00 0 00:06 0 00:00 0.00 0.00 31.91 0.01 0 00:06 0 00:00 0.00 0.00 31.71 0.00 0 00:06 0 00:00 0.00 0.00 32.42 0.00 0 00:00 0 00:00 0.00 0.00 32.24 0.00 0 00:00 0 00:00 0.00 0.00 32.05 0.00 0 00:00 0 00:00 0.00 0.00 33.40 0.00 0 00:00 0 00:00 0.00 0.00 31.30 0.00 0 00:07 0 00:00 0.00 0.00 27.60 0.00 0 00:07 0 00:00 0.00 0.00 28.20 0.00 0 00:06 0 00:00 0.00 0.00 30.47 0.00 0 00:08 0 00:00 0.00 0.00 30.37 0.01 0 00:08 0 00:00 0.00 0.00 31.17 0.00 0 00:08 0 00:00 0.00 0.00 30.86 0.01 0 00:07 0 00:07 0.00 0.00 28.60 0.00 0 00:06 0 00:00 0.00 0.00 28.40 0.00 0 00:06 0 00:00 0.00 0.00 33.60 0.00 0 00:00 0 00:00 0.00 0.00 33.10 0.00 0 00:00 0 00:00 0.00 0.00 32.80 0.00 0 00:00 0 00:00 0.00 0.00 Page 9 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained Attained (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (inches) (cfs) (cfs)(ft) (ft) (ft) (ft) 40 1286 1302868.24 196554.01 32.35 34.00 1.65 32.35 0.00 34.00 0.00 0.00 13.79 0.00 0.00 32.35 0.00 0.00 1.65 41 1321 1302847.25 196564.07 32.58 34.00 1.42 32.58 0.00 34.00 0.00 0.00 11.00 0.00 0.00 32.58 0.00 0.00 1.42 42 1324 1302882.87 196574.87 32.61 34.00 1.39 32.61 0.00 34.00 0.00 0.00 10.68 0.00 0.00 32.61 0.00 0.00 1.39 43 1327 1302832.93 196646.01 30.00 33.86 3.86 30.00 0.00 33.86 0.00 0.00 40.34 0.91 0.91 32.40 2.40 0.00 1.46 44 1335 1303012.50 196487.21 32.15 35.46 3.31 32.15 0.00 35.46 0.00 0.00 33.70 0.09 0.00 32.37 0.22 0.00 3.09 45 1343 1302978.34 196555.75 29.81 34.44 4.63 29.81 0.00 34.44 0.00 0.00 43.59 1.25 0.00 32.74 2.93 0.00 1.70 46 1346 1303134.40 196080.70 32.93 33.45 0.52 32.93 0.00 33.45 0.00 0.00 0.20 0.00 0.00 32.93 0.00 0.00 0.52 47 A1 1302637.42 196326.24 28.34 33.65 5.31 28.34 0.00 33.65 0.00 0.00 45.64 5.88 0.00 30.48 2.14 0.00 3.18 48 A2 1302747.20 196270.29 28.96 32.84 3.88 28.96 0.00 32.84 0.00 0.00 28.61 4.88 0.56 30.85 1.89 0.00 1.99 49 A3 1302828.21 196229.00 29.42 33.94 4.52 29.42 0.00 33.94 0.00 0.00 36.21 4.48 0.00 31.11 1.69 0.00 2.83 50 A4 1302858.69 196288.81 29.76 32.93 3.17 29.76 0.00 32.93 0.00 0.00 19.93 1.75 0.50 31.25 1.49 0.00 1.68 51 A5 1302891.94 196366.00 30.18 34.01 3.83 30.18 0.00 34.01 0.00 0.00 33.98 1.47 0.00 31.37 1.19 0.00 2.64 52 A6 1302904.63 196409.69 30.40 33.66 3.26 30.40 0.00 33.66 0.00 0.00 27.00 0.97 0.97 31.41 1.01 0.00 2.25 53 A7 1302971.44 196156.01 30.23 33.95 3.72 30.23 0.00 33.95 0.00 0.00 32.62 3.31 3.26 33.90 3.67 0.00 0.05 54 A8 1303126.35 196077.06 31.10 34.94 3.84 31.10 0.00 34.94 0.00 0.00 34.05 1.13 0.00 32.49 1.39 0.00 2.45 55 A9 1303146.30 196116.19 31.53 34.54 3.01 31.53 0.00 34.54 0.00 0.00 24.14 0.65 0.65 32.38 0.85 0.00 2.16 56 B1 1302844.24 196662.14 28.81 33.48 4.67 28.81 0.00 33.48 0.00 0.00 32.04 8.87 0.00 31.61 2.80 0.00 1.87 57 B10 1302860.56 196700.72 29.03 32.98 3.95 29.03 0.00 32.98 0.00 0.00 35.46 2.11 2.11 32.09 3.06 0.00 0.89 58 B11 1302899.42 196695.16 29.97 33.08 3.11 29.97 0.00 33.08 0.00 0.00 25.35 0.86 0.17 32.53 2.56 0.00 0.55 59 B12 1302993.28 196629.32 29.98 33.05 3.07 29.98 0.00 33.05 0.00 0.00 24.87 1.68 0.23 32.97 2.99 0.00 0.08 60 B13 1303019.63 196610.84 30.20 33.54 3.34 30.20 0.00 33.54 0.00 0.00 28.09 1.63 0.00 33.17 2.97 0.00 0.37 61 B14 1302943.23 196506.70 30.19 33.21 3.02 30.19 0.00 33.21 0.00 0.00 24.22 1.47 1.47 33.21 3.02 0.00 0.00 62 B15 1303188.89 196545.74 31.61 34.19 2.58 31.61 0.00 34.19 0.00 0.00 19.00 0.75 0.24 32.63 1.02 0.00 1.56 63 B2 1302852.97 196656.27 28.88 32.84 3.96 28.88 0.00 32.84 0.00 0.00 29.57 4.92 0.20 31.66 2.78 0.00 1.19 64 B3 1302959.69 196581.42 29.60 33.05 3.45 29.60 0.00 33.05 0.00 0.00 27.18 2.63 0.29 32.53 2.93 0.00 0.52 65 B4 1302964.64 196537.23 29.95 33.91 3.96 29.95 0.00 33.91 0.00 0.00 35.57 1.25 0.00 32.94 2.99 0.00 0.98 66 B5 1303074.44 196572.41 30.65 33.42 2.77 30.65 0.00 33.42 0.00 0.00 21.22 1.61 0.18 33.42 2.77 0.00 0.00 67 B6 1303139.17 196491.40 31.24 34.90 3.65 31.24 0.00 34.90 0.00 0.00 31.81 1.61 0.23 33.99 2.75 0.00 0.91 68 B7 1303185.36 196458.97 31.59 35.48 3.89 31.59 0.00 35.48 0.00 0.00 34.70 0.93 0.00 32.62 1.03 0.00 2.87 69 B8 1303198.76 196378.11 32.01 34.59 2.58 32.01 0.00 34.59 0.00 0.00 19.00 0.69 0.69 32.62 0.61 0.00 1.97 70 B9 1302846.99 196681.37 28.91 32.96 4.05 28.91 0.00 32.96 0.00 0.00 36.62 2.39 0.28 31.88 2.97 0.00 1.09 71 C1 1302598.23 196346.22 26.82 34.19 7.37 26.82 0.00 34.19 0.00 0.00 64.46 8.88 0.00 30.11 3.29 0.00 4.09 72 C2 1302697.66 196649.18 30.00 34.09 4.09 30.00 0.00 34.09 0.00 0.00 37.07 1.20 0.00 31.18 1.18 0.00 2.90 73 EX-271 1302573.55 196358.23 25.81 34.51 8.70 25.81 0.00 34.51 0.00 0.00 69.60 19.94 0.00 31.15 5.34 0.00 3.36 74 EX-8245 1302827.10 196752.84 26.75 34.25 7.50 26.75 0.00 34.25 0.00 0.00 65.98 12.97 3.88 34.25 7.50 0.00 0.00 75 EX-8249 1302773.09 196689.21 26.30 32.00 5.70 26.30 0.00 32.00 0.00 0.00 40.80 11.57 0.00 32.00 5.70 0.00 0.00 76 EX-8251 1302732.68 196629.89 26.21 32.21 6.00 26.21 0.00 32.21 0.00 0.00 48.00 12.73 0.00 32.21 6.00 0.00 0.00 77 EX-8254 1302685.95 196551.75 26.56 32.56 6.00 26.56 0.00 32.56 0.00 0.00 48.00 10.78 0.00 32.07 5.51 0.00 0.49 78 EX-8257 1302638.77 196468.92 26.34 32.94 6.60 26.34 0.00 32.94 0.00 0.00 55.20 13.92 0.00 32.94 6.60 0.00 0.00 Page 10 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 40 1286 41 1321 42 1324 43 1327 44 1335 45 1343 46 1346 47 A1 48 A2 49 A3 50 A4 51 A5 52 A6 53 A7 54 A8 55 A9 56 B1 57 B10 58 B11 59 B12 60 B13 61 B14 62 B15 63 B2 64 B3 65 B4 66 B5 67 B6 68 B7 69 B8 70 B9 71 C1 72 C2 73 EX-271 74 EX-8245 75 EX-8249 76 EX-8251 77 EX-8254 78 EX-8257 Average Average Time of Time of Total Total HGL HGL Maximum Peak Flooded Time Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 32.35 0.00 0 00:00 0 00:00 0.00 0.00 32.58 0.00 0 00:00 0 00:00 0.00 0.00 32.61 0.00 0 00:00 0 00:00 0.00 0.00 30.01 0.01 0 00:06 0 00:00 0.00 0.00 32.15 0.00 0 00:08 0 00:00 0.00 0.00 29.82 0.01 0 00:05 0 00:00 0.00 0.00 32.93 0.00 0 00:00 0 00:00 0.00 0.00 29.31 0.97 0 00:07 0 00:00 0.00 0.00 29.32 0.36 0 00:07 0 00:00 0.00 0.00 29.43 0.01 0 00:07 0 00:00 0.00 0.00 29.77 0.01 0 00:08 0 00:00 0.00 0.00 30.18 0.00 0 00:08 0 00:00 0.00 0.00 30.41 0.01 0 00:08 0 00:00 0.00 0.00 30.24 0.01 0 00:05 0 00:00 0.00 0.00 31.10 0.00 0 00:07 0 00:00 0.00 0.00 31.53 0.00 0 00:08 0 00:00 0.00 0.00 29.54 0.73 0 00:06 0 00:00 0.00 0.00 29.54 0.51 0 00:06 0 00:00 0.00 0.00 29.98 0.01 0 00:05 0 00:00 0.00 0.00 29.99 0.01 0 00:06 0 00:00 0.00 0.00 30.21 0.01 0 00:06 0 00:00 0.00 0.00 30.20 0.01 0 00:05 0 00:05 0.00 0.00 31.61 0.00 0 00:08 0 00:00 0.00 0.00 29.54 0.66 0 00:06 0 00:00 0.00 0.00 29.62 0.02 0 00:06 0 00:00 0.00 0.00 29.96 0.01 0 00:05 0 00:00 0.00 0.00 30.66 0.01 0 00:06 0 00:06 0.00 0.00 31.25 0.01 0 00:07 0 00:00 0.00 0.00 31.60 0.01 0 00:08 0 00:00 0.00 0.00 32.01 0.00 0 00:08 0 00:00 0.00 0.00 29.54 0.63 0 00:06 0 00:00 0.00 0.00 29.31 2.49 0 00:07 0 00:00 0.00 0.00 30.00 0.00 0 00:06 0 00:00 0.00 0.00 29.31 3.50 0 00:00 0 00:00 0.00 0.00 29.59 2.84 0 00:02 0 00:02 0.00 0.00 29.54 3.24 0 00:02 0 00:02 0.00 0.00 29.49 3.28 0 00:01 0 00:01 0.00 0.00 29.43 2.87 0 00:02 0 00:00 0.00 0.00 29.37 3.03 0 00:01 0 00:01 0.00 0.00 Page 11 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained Attained (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (inches) (cfs) (cfs)(ft) (ft) (ft) (ft) 79 EX-8535 1302878.02 196758.85 26.42 33.35 6.93 26.42 0.00 33.35 0.00 0.00 59.16 8.06 0.00 33.35 6.93 0.00 0.00 Page 12 of 14 Junctions - 100-yr Storm - 19030 Kennydale Gateway SN Element ID 79 EX-8535 Average Average Time of Time of Total Total HGL HGL Maximum Peak Flooded Time Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 29.59 3.17 0 00:02 0 00:02 0.00 0.00 Page 13 of 14 Subbasins - 100-yr Storm - 19030 Kennydale Gateway SN Element Description Area Drainage Weighted Accumulated Total Peak Rainfall Time ID Node ID Runoff Precipitation Runoff Runoff Intensity of Coefficient Concentration (acres) (inches) (inches) (cfs) (inches/hr) (days hh:mm:ss) 1 Sub-1327 0.39 1327 0.7300 0.34 0.25 0.92 3.200 0 00:06:18 2 Sub-151 0.59 151 0.7300 0.34 0.25 1.39 3.200 0 00:06:18 3 Sub-190 0.25 190 0.7300 0.34 0.25 0.58 3.200 0 00:06:18 4 Sub-251 0.21 251 0.7300 0.34 0.25 0.49 3.200 0 00:06:18 5 Sub-255 0.21 255 0.7300 0.34 0.25 0.49 3.200 0 00:06:18 6 Sub-A2 0.24 A2 0.7300 0.34 0.25 0.56 3.200 0 00:06:18 7 Sub-A4 0.21 A4 0.7300 0.34 0.25 0.50 3.200 0 00:06:18 8 Sub-A6 0.42 A6 0.7300 0.34 0.25 0.97 3.200 0 00:06:18 9 Sub-A7 1.40 A7 0.7300 0.34 0.25 3.27 3.200 0 00:06:18 10 Sub-A9 0.28 A9 0.7300 0.34 0.25 0.65 3.200 0 00:06:18 11 Sub-B10 0.90 B10 0.7300 0.34 0.25 2.11 3.200 0 00:06:18 12 Sub-B11 0.07 B11 0.7300 0.34 0.25 0.17 3.200 0 00:06:18 13 Sub-B12 0.10 B12 0.7300 0.34 0.25 0.23 3.200 0 00:06:18 14 Sub-B14 0.63 B14 0.7300 0.34 0.25 1.47 3.200 0 00:06:18 15 Sub-B15 0.10 B15 0.7300 0.34 0.25 0.24 3.200 0 00:06:18 16 Sub-B2 0.08 B2 0.7300 0.34 0.25 0.20 3.200 0 00:06:18 17 Sub-B3 0.12 B3 0.7300 0.34 0.25 0.29 3.200 0 00:06:18 18 Sub-B5 0.08 B5 0.7300 0.34 0.25 0.18 3.200 0 00:06:18 19 Sub-B6 0.10 B6 0.7300 0.34 0.25 0.23 3.200 0 00:06:18 20 Sub-B8 0.30 B8 0.7300 0.34 0.25 0.69 3.200 0 00:06:18 21 Sub-B9 0.12 B9 0.7300 0.34 0.25 0.29 3.200 0 00:06:18 Page 14 of 14 Core Design, Inc. KENNYDALE GATEWAY Page 24 SECTION 6: SPECIAL REPORTS AND STUDIES ➢ Geotechnical Engineering Report (included in Appendix C) Prepared for: Port Quendall Company Prepared by: Hart Crowser, Inc. Dated: May 20, 2021 Hart Crowser, Inc. 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 Core Design, Inc. KENNYDALE GATEWAY Page 25 SECTION 7: OTHER PERMITS ➢ Right of Way Use Permit ➢ Building Permits ➢ NPDES Permit Core Design, Inc. KENNYDALE GATEWAY Page 26 SECTION 8: ESC ANALYSIS AND DESIGN Design of the Erosion and Sediment Control plan was completed in conformance with Core requirement #5 per the RSWDM. Compliance with the 13 minimum requirements is demonstrated in the Construction Stormwater Pollution Prevention Plan report provided under separate cover. The site will follow Appendix D of the RSWDM 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. A Certified Erosion and Sediment Control Lead inspector will be present onsite during earthwork activities. The inspector shall determine frequency of watering of the project site and authorize and direct any additional erosion and sediment control measures as needed during all construction activities. The erosion control plan will be comprised of temporary measures which include a stabilized construction entrance, silt fence, interceptor swales, and a temporary sediment trap. Runoff from the site will sheet flow across cleared areas into temporary interceptor swales and into the temporary sediment trap. TESC Pond Surface Area Calculation: TESC Pond minimum surface area, SA, is determined by the following equation: 𝑆𝐴=2080 ∗𝑃10,𝑏𝑏𝑣𝑏𝑙𝑜𝑜𝑏𝑏 Where: 𝑆𝐴 = minimum TESC pond surface area (sf) 𝑃10,𝑏𝑏𝑣𝑏𝑙𝑜𝑜𝑏𝑏 = 10-year, 15-minute peak flow = 3.423 cfs The 10-year, 15-minute peak flow was determined utilizing WWHM and the proposed land cover. Since construction will include demolition and removal of all existing impervious surfaces, the developed land cover will generate the largest flows, therefore, that is the condition which has been utilized to size the TESC pond. See Appendix E of this report for the WWHM report which includes the developed condition flow frequencies. 𝑺𝑨𝒎𝒊𝒎 = 𝟕,𝟎𝟎𝟎 𝒔𝒇 The minimum required surface area of the TESC Pond is 7,120 SF. The provided TESC pond surface area at the top of the riser pipe shall be equal to or greater than 7,120 SF. Core Design, Inc. KENNYDALE GATEWAY Page 27 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities The City of Renton Bond Quantity Worksheet is included in the following pages. 9.2 Facility Summaries A facility Summary Sheet and Sketch is not applicable at this time. 9.3 Declaration of Covenant A Declaration of Covenant is included in the following pages. 1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 • • Section I: Project Information • • • Section II: Bond Quantities Worksheets • •Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC)) •Section II.b TRANSPORTATION (Street and Site Improvements) •Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON •Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON • • • • • • Section III. Bond Worksheet • BOND QUANTITY WORKSHEET INSTRUCTIONS This worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows: The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II. This section includes all pertinent information for the project Section II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR). (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close-out submittal. This section must be completed in its entirety Information from this section auto-populates to all other relevant areas of the workbook This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead, profit, and taxes. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements. The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction. Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing. Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount. Page 1 of 16 Ref 8-H Bond Quantity Worksheet INSTRUCTIONS Version: 1/2/2026 Printed 5/22/2026 1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date Prepared: Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Project Name: Project Owner: CED Plan # (LUA): Phone: CED Permit # (C):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:NO Water Service Provided by: If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: Total Estimated Construction Costs E A + B + C + D 3,679,194.35$ Estimated Civil Construction Permit - Construction Costs2 Stormwater (Drainage)C 717,771.54$ As outlined in City Ordinance No. 4345, 50% of the plan review and inspection fees are to be paid at Permit Submittal. The balance is due at Permit Issuance. Significant changes or additional review cycles (beyond 3 cycles) during the review process may result in adjustments to the final review fees. Roadway (Erosion Control + Transportation)D 2,314,240.89$ Water A 487,675.18$ Wastewater (Sanitary Sewer)B 159,506.75$ 505 5th Avenue S, Suite 900Abbreviated Legal Description: PTN GOVT LT 1, SEC 32, TWN 24N, RGE 5E AND PTN GOVT LT 5, SEC 29, TWN 24N, RGE 5E, KING COUNTY, WA.Seattle, Washington 98104 4350 Lake Washington Blvd N 505 5th Avenue S, Suite 900 Brandon Morgan 22006395 22-000011 206-342-2000 5/22/2026 Prepared by: FOR APPROVALProject Phase 1 Dlarson@CoreDesignInc.com Daniel Larson 21018929 Core Design, Inc 12100 NE 195th St 425-885-7877 SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION CITY OF RENTON CITY OF RENTON 1 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 Submittal 206-342-2000 Engineer Stamp Required (all cost estimates must have original wet stamp and signature) Clearing and Grading Utility Providers N/A Project Location and Description Project Owner Information Kennydale Gateway Seattle, Washington 98104 3224059049 Kennydale Gateway LLC Page 2 of 16 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Version 1/2/2026 Printed 5/22/2026 10.5%2 All prices include labor, equipment, materials, overhead, profit, and taxes. City of Renton Sales Tax is: Page 3 of 16 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Unit Reference #Price Unit Quantity Cost Backfill & compaction-embankment ESC-1 7.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 90.00$ Each 17 1,530.00 Catch Basin Protection ESC-3 145.00$ Each 60 8,700.00 Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)110.00$ CY Ditching ESC-5 10.50$ CY Excavation-bulk ESC-6 2.30$ CY Fence, silt ESC-7 SWDM 5.4.3.1 5.00$ LF 2,016 10,080.00 Fence, Temporary (NGPE)ESC-8 1.75$ LF Geotextile Fabric ESC-9 3.00$ SY Hay Bale Silt Trap ESC-10 0.60$ Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.90$ SY Interceptor Swale / Dike ESC-12 1.15$ LF 878 1,009.70 Jute Mesh ESC-13 SWDM 5.4.2.2 4.00$ SY Level Spreader ESC-14 2.00$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.90$ SY Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.30$ SY Piping, temporary, CPP, 6"ESC-17 13.75$ LF Piping, temporary, CPP, 8"ESC-18 16.00$ LF Piping, temporary, CPP, 12"ESC-19 20.50$ LF 30 615.00 Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.60$ SY 50 230.00 Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)51.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 2,050.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,675.00$ Each 1 3,675.00 Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,525.00$ Each 1 2,525.00 Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 22.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 80.00$ LF Seeding, by hand ESC-27 SWDM 5.4.2.4 1.15$ SY Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 9.20$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 11.50$ SY TESC Supervisor ESC-30 125.00$ HR 40 5,000.00 Water truck, dust control ESC-31 SWDM 5.4.7 160.00$ HR 40 6,400.00 Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:39,764.70 SALES TAX @ 10.5%4,175.29 EROSION/SEDIMENT TOTAL:43,939.99 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 4 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost GENERAL ITEMS Backfill & Compaction- embankment GI-1 7.00$ CY 21,298 149,086.00 Backfill & Compaction- trench GI-2 10.25$ CY 4,726 48,441.50 Clear/Remove Brush, by hand (SY)GI-3 1.15$ SY Bollards - fixed GI-4 275.00$ Each Bollards - removable GI-5 520.00$ Each Clearing/Grubbing/Tree Removal GI-6 11,475.00$ Acre 7.76 89,046.00 Excavation - bulk GI-7 2.30$ CY 1,439 3,309.70 Excavation - Trench GI-8 5.75$ CY 5,231 30,078.25 Fencing, cedar, 6' high GI-9 23.00$ LF Fencing, chain link, 4'GI-10 44.00$ LF Fencing, chain link, vinyl coated, 6' high GI-11 23.00$ LF Fencing, chain link, gate, vinyl coated, 20' GI-12 1,600.00$ Each Fill & compact - common barrow GI-13 28.75$ CY Fill & compact - gravel base GI-14 31.00$ CY Fill & compact - screened topsoil GI-15 44.75$ CY Gabion, 12" deep, stone filled mesh GI-16 74.50$ SY Gabion, 18" deep, stone filled mesh GI-17 103.25$ SY Gabion, 36" deep, stone filled mesh GI-18 172.00$ SY Grading, fine, by hand GI-19 2.90$ SY Grading, fine, with grader GI-20 2.30$ SY Monuments, 3' Long GI-21 1,025.00$ Each Sensitive Areas Sign GI-22 8.00$ Each Sodding, 1" deep, sloped ground GI-23 9.25$ SY Surveying, line & grade GI-24 975.00$ Day Surveying, lot location/lines GI-25 2,050.00$ Acre Topsoil Type A (imported)GI-26 32.75$ CY Traffic control crew ( 2 flaggers )GI-27 137.75$ HR Trail, 4" chipped wood GI-28 9.15$ SY Trail, 4" crushed cinder GI-29 10.25$ SY Trail, 4" top course GI-30 13.75$ SY Conduit, 2"GI-31 5.75$ LF Wall, retaining, concrete GI-32 63.00$ SF 116 7,308.00 Wall, rockery GI-33 17.25$ SF SUBTOTAL THIS PAGE:327,269.45 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 5 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) ROAD IMPROVEMENT/PAVEMENT/SURFACING AC Grinding, 4' wide machine < 1000sy RI-1 34.50$ SY AC Grinding, 4' wide machine 1000-2000sy RI-2 18.25$ SY AC Grinding, 4' wide machine > 2000sy RI-3 11.50$ SY AC Removal/Disposal RI-4 40.00$ SY 17,483 699,320.00 Barricade, Type III ( Permanent )RI-5 64.25$ LF Guard Rail RI-6 34.50$ LF Curb & Gutter, rolled RI-7 19.50$ LF Curb & Gutter, vertical RI-8 14.25$ LF 5,930 84,502.50 Curb and Gutter, demolition and disposal RI-9 20.50$ LF Curb, extruded asphalt RI-10 6.25$ LF Curb, extruded concrete RI-11 8.00$ LF Sawcut, asphalt, 3" depth RI-12 3.00$ LF 190 570.00 Sawcut, concrete, per 1" depth RI-13 5.00$ LF Sealant, asphalt RI-14 2.25$ LF Shoulder, gravel, 4" thick RI-15 17.25$ SY Sidewalk, 4" thick RI-16 43.50$ SY 5,800 252,300.00 Sidewalk, 4" thick, demolition and disposal RI-17 37.00$ SY Sidewalk, 5" thick RI-18 47.00$ SY Sidewalk, 5" thick, demolition and disposal RI-19 46.00$ SY Sign, Handicap RI-20 97.00$ Each Striping, per stall RI-21 8.00$ Each 173 1,384.00 Striping, thermoplastic, ( for crosswalk )RI-22 3.50$ SF Striping, 4" reflectorized line RI-23 0.55$ LF Additional 2.5" Crushed Surfacing RI-24 4.15$ SY HMA 1/2" Overlay 1.5" RI-25 16.00$ SY HMA 1/2" Overlay 2"RI-26 20.75$ SY HMA Road, 2", 4" rock, First 2500 SY RI-27 32.25$ SY HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 24.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 51.75$ SY 2,500 129,375.00 HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 42.50$ SY 8,970 381,225.00 HMA Road, 4", 4.5" ATB RI-31 43.50$ SY Gravel Road, 4" rock, First 2500 SY RI-32 17.25$ SY Gravel Road, 4" rock, Qty. over 2500 SY RI-33 11.50$ SY Thickened Edge RI-34 10.00$ LF SUBTOTAL THIS PAGE:1,548,676.50 (B)(C)(D)(E) Page 6 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL-1 24.00$ SY 2" AC, 1.5" top course & 2.5" base course PL-2 32.00$ SY 4" select borrow PL-3 5.75$ SY 1.5" top course rock & 2.5" base course PL-4 16.00$ SY SUBTOTAL PARKING LOT SURFACING: (B)(C)(D)(E) LANDSCAPING & VEGETATION No. Street Trees LA-1 250.00$ Each 7 1,750.00 296 74,000.00 Median Landscaping LA-2 SY Right-of-Way Landscaping LA-3 50.00$ SY 1,202 60,100.00 Wetland Landscaping LA-4 SY SUBTOTAL LANDSCAPING & VEGETATION:61,850.00 74,000.00 (B)(C)(D)(E) TRAFFIC & LIGHTING No. Signs TR-1 400.00$ Each 47 18,800.00 Street Light System ( # of Poles)TR-2 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING:18,800.00 (B)(C)(D)(E) WRITE-IN-ITEMS Shoreline buffer enhancement - landscaping 50.00$ SY 397 19,850.00 shoreline buffer enhancement - trees 275.00$ Each 15 4,125.00 SUBTOTAL WRITE-IN ITEMS:23,975.00 STREET AND SITE IMPROVEMENTS SUBTOTAL:80,650.00 1,973,920.95 SALES TAX @ 10.5%8,468.25 207,261.70 STREET AND SITE IMPROVEMENTS TOTAL:89,118.25 2,181,182.65 (B)(C)(D)(E) Page 7 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost DRAINAGE (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 30.00$ SY * (CBs include frame and lid) Beehive D-2 103.00$ Each Through-curb Inlet Framework D-3 460.00$ Each CB Type I D-4 1,725.00$ Each 3 5,175.00 28 48,300.00 CB Type IL D-5 2,000.00$ Each CB Type II, 48" diameter D-6 3,500.00$ Each 4 14,000.00 2 7,000.00 for additional depth over 4' D-7 550.00$ FT 21 11,550.00 8 4,400.00 CB Type II, 54" diameter D-8 4,075.00$ Each for additional depth over 4'D-9 570.00$ FT CB Type II, 60" diameter D-10 4,225.00$ Each for additional depth over 4'D-11 690.00$ FT CB Type II, 72" diameter D-12 6,900.00$ Each for additional depth over 4'D-13 975.00$ FT CB Type II, 96" diameter D-14 16,000.00$ Each for additional depth over 4'D-15 1,050.00$ FT Trash Rack, 12"D-16 400.00$ Each Trash Rack, 15"D-17 470.00$ Each Trash Rack, 18"D-18 550.00$ Each Trash Rack, 21"D-19 630.00$ Each Cleanout, PVC, 4"D-20 170.00$ Each Cleanout, PVC, 6"D-21 195.00$ Each 6 1,170.00 Cleanout, PVC, 8"D-22 230.00$ Each Culvert, PVC, 4" D-23 11.50$ LF Culvert, PVC, 6" D-24 15.00$ LF 1,357 20,355.00 Culvert, PVC, 8" D-25 17.00$ LF Culvert, PVC, 12" D-26 26.00$ LF 126 3,276.00 119 3,094.00 Culvert, PVC, 15" D-27 40.00$ LF Culvert, PVC, 18" D-28 47.00$ LF 13 611.00 Culvert, PVC, 24"D-29 65.00$ LF 290 18,850.00 360 23,400.00 Culvert, PVC, 30" D-30 90.00$ LF Culvert, PVC, 36" D-31 150.00$ LF Culvert, CMP, 8"D-32 22.00$ LF Culvert, CMP, 12"D-33 33.00$ LF SUBTOTAL THIS PAGE:52,851.00 108,330.00 (B)(C)(D)(E) Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 8 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued) Culvert, CMP, 15"D-34 40.00$ LF Culvert, CMP, 18"D-35 47.00$ LF Culvert, CMP, 24"D-36 64.00$ LF Culvert, CMP, 30"D-37 90.00$ LF Culvert, CMP, 36"D-38 150.00$ LF Culvert, CMP, 48"D-39 218.00$ LF Culvert, CMP, 60"D-40 310.00$ LF Culvert, CMP, 72"D-41 400.00$ LF Culvert, Concrete, 8"D-42 48.00$ LF Culvert, Concrete, 12"D-43 55.00$ LF Culvert, Concrete, 15"D-44 89.00$ LF Culvert, Concrete, 18"D-45 100.00$ LF Culvert, Concrete, 24"D-46 120.00$ LF Culvert, Concrete, 30"D-47 145.00$ LF Culvert, Concrete, 36"D-48 175.00$ LF Culvert, Concrete, 42"D-49 200.00$ LF Culvert, Concrete, 48"D-50 235.00$ LF Culvert, CPE Triple Wall, 6" D-51 16.00$ LF Culvert, CPE Triple Wall, 8" D-52 18.00$ LF Culvert, CPE Triple Wall, 12" D-53 27.00$ LF Culvert, CPE Triple Wall, 15" D-54 40.00$ LF Culvert, CPE Triple Wall, 18" D-55 47.00$ LF Culvert, CPE Triple Wall, 24" D-56 64.00$ LF Culvert, CPE Triple Wall, 30" D-57 90.00$ LF Culvert, CPE Triple Wall, 36" D-58 149.00$ LF Culvert, LCPE, 6"D-59 69.00$ LF Culvert, LCPE, 8"D-60 83.00$ LF Culvert, LCPE, 12"D-61 96.00$ LF Culvert, LCPE, 15"D-62 110.00$ LF Culvert, LCPE, 18"D-63 124.00$ LF Culvert, LCPE, 24"D-64 138.00$ LF Culvert, LCPE, 30"D-65 151.00$ LF Culvert, LCPE, 36"D-66 165.00$ LF Culvert, LCPE, 48"D-67 179.00$ LF Culvert, LCPE, 54"D-68 193.00$ LF SUBTOTAL THIS PAGE: (B)(C)(D)(E) Page 9 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued) Culvert, LCPE, 60"D-69 206.00$ LF Culvert, LCPE, 72"D-70 220.00$ LF Culvert, HDPE, 6"D-71 48.00$ LF Culvert, HDPE, 8"D-72 60.00$ LF Culvert, HDPE, 12"D-73 85.00$ LF Culvert, HDPE, 15"D-74 122.00$ LF Culvert, HDPE, 18"D-75 158.00$ LF Culvert, HDPE, 24"D-76 254.00$ LF Culvert, HDPE, 30"D-77 317.00$ LF Culvert, HDPE, 36"D-78 380.00$ LF Culvert, HDPE, 48"D-79 443.00$ LF Culvert, HDPE, 54"D-80 506.00$ LF Culvert, HDPE, 60"D-81 570.00$ LF Culvert, HDPE, 72"D-82 632.00$ LF Pipe, Polypropylene, 6"D-83 96.00$ LF Pipe, Polypropylene, 8"D-84 100.00$ LF Pipe, Polypropylene, 12"D-85 100.00$ LF Pipe, Polypropylene, 15"D-86 103.00$ LF Pipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 119.00$ LF Pipe, Polypropylene, 30"D-89 136.00$ LF Pipe, Polypropylene, 36"D-90 185.00$ LF Pipe, Polypropylene, 48"D-91 260.00$ LF Pipe, Polypropylene, 54"D-92 381.00$ LF Pipe, Polypropylene, 60"D-93 504.00$ LF Pipe, Polypropylene, 72"D-94 625.00$ LF Culvert, DI, 6"D-95 70.00$ LF 20 1,400.00 Culvert, DI, 8"D-96 101.00$ LF Culvert, DI, 12"D-97 121.00$ LF 1,376 166,496.00 Culvert, DI, 15"D-98 148.00$ LF Culvert, DI, 18"D-99 175.00$ LF 244 42,700.00 Culvert, DI, 24"D-100 200.00$ LF Culvert, DI, 30"D-101 227.00$ LF Culvert, DI, 36"D-102 252.00$ LF Culvert, DI, 48"D-103 279.00$ LF Culvert, DI, 54"D-104 305.00$ LF Culvert, DI, 60"D-105 331.00$ LF Culvert, DI, 72"D-106 357.00$ LF SUBTOTAL THIS PAGE:210,596.00 (B)(C)(D)(E) Page 10 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Specialty Drainage Items Ditching SD-1 10.90$ CY Flow Dispersal Trench (1,436 base+)SD-3 32.00$ LF French Drain (3' depth)SD-4 30.00$ LF Geotextile, laid in trench, polypropylene SD-5 3.40$ SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,300.00$ Each Pond Overflow Spillway SD-7 18.25$ SY Restrictor/Oil Separator, 12"SD-8 1,320.00$ Each 3 3,960.00 Restrictor/Oil Separator, 15"SD-9 1,550.00$ Each Restrictor/Oil Separator, 18"SD-10 1,950.00$ Each Riprap, placed SD-11 48.20$ CY Tank End Reducer (36" diameter)SD-12 1,375.00$ Each Infiltration pond testing SD-13 143.00$ HR Permeable Pavement SD-14 50.00$ SY Permeable Concrete Sidewalk SD-15 70.00$ SY 669 46,830.00 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:50,790.00 (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 Each Infiltration 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 15,000.00$ Each 1 15,000.00 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 8,000.00$ Each 3 24,000.00 SUBTOTAL STORMWATER FACILITIES:39,000.00 (B)(C)(D)(E) Page 11 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs) BioPod Biofilter WI-1 94,000.00$ Each 2 188,000.00 WI-2 WI-3 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS:188,000.00 DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:52,851.00 596,716.00 SALES TAX @ 10.5%5,549.36 62,655.18 DRAINAGE AND STORMWATER FACILITIES TOTAL:58,400.36 659,371.18 (B) (C) (D) (E) Page 12 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Connection to Existing Watermain W-1 3,400.00$ Each 4 13,600.00 Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 58.00$ LF Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 65.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 75.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 80.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 145.00$ LF 192 27,840.00 1,851 268,395.00 Gate Valve, 4 inch Diameter W-7 1,225.00$ Each Gate Valve, 6 inch Diameter W-8 1,350.00$ Each Gate Valve, 8 Inch Diameter W-9 1,550.00$ Each Gate Valve, 10 Inch Diameter W-10 2,100.00$ Each Gate Valve, 12 Inch Diameter W-11 2,500.00$ Each 6 15,000.00 22 55,000.00 Fire Hydrant Assembly W-12 5,000.00$ Each 6 30,000.00 Permanent Blow-Off Assembly W-13 1,950.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 3,050.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,725.00$ Each Compound Meter Assembly 3-inch Diameter W-16 9,200.00$ Each Compound Meter Assembly 4-inch Diameter W-17 10,500.00$ Each 3 31,500.00 Compound Meter Assembly 6-inch Diameter W-18 11,500.00$ Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 23,000.00$ Each WATER SUBTOTAL:56,440.00 384,895.00 SALES TAX @ 10.5%5,926.20 40,413.98 WATER TOTAL:62,366.20 425,308.98 (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 13 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Version 1/2/2026 Printed 5/22/2026 CED Permit #:22006395 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,150.00$ Each 5 5,750.00 Grease Interceptor, 500 gallon SS-2 9,200.00$ Each Grease Interceptor, 1000 gallon SS-3 11,500.00$ Each Grease Interceptor, 1500 gallon SS-4 17,200.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 92.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 110.00$ LF Sewer Pipe, PVC, 8 inch Diameter SS-7 120.00$ LF 810 97,200.00 Sewer Pipe, PVC, 12 Inch Diameter SS-8 144.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 130.00$ LF Sewer Pipe, DI, 12 Inch Diameter SS-10 150.00$ LF Manhole, 48 Inch Diameter SS-11 6,900.00$ Each 2 13,800.00 4 27,600.00 Manhole, 54 Inch Diameter SS-13 6,800.00$ Each Manhole, 60 Inch Diameter SS-15 7,600.00$ Each Manhole, 72 Inch Diameter SS-17 10,600.00$ Each Manhole, 96 Inch Diameter SS-19 16,000.00$ Each Pipe, C-900, 12 Inch Diameter SS-21 205.00$ LF Outside Drop SS-24 1,700.00$ LS Inside Drop SS-25 1,150.00$ LS Sewer Pipe, PVC, ____ Inch Diameter SS-26 Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL:13,800.00 130,550.00 SALES TAX @ 10.5%1,449.00 13,707.75 SANITARY SEWER TOTAL:15,249.00 144,257.75 (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 14 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Version 1/2/2026 Printed 5/22/2026 1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200 Date: Name: Project Name: PE Registration No: CED Plan # (LUA): Firm Name:CED Permit # (C): 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)166,733.45$ Future Public Improvements Subtotal (c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d) (d)717,771.54$ (e) (f) Site Restoration Existing Right-of-Way and Storm Drainage Improvements Maintenance Bond 176,901.00$ Bond Reduction2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 43,939.99$ 166,733.45$ 967,871.71$ 43,939.99$ -$ 717,771.54$ -$ 1,011,811.70$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 5/22/2026 Daniel Larson 21018929 Core 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)2 Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2 T (P +R - S) Prepared by: Project Information CONSTRUCTION BOND AMOUNT */** (prior to permit issuance) 425-885-7877 Dlarson@CoreDesignInc.com Kennydale Gateway 22-000011 4350 Lake Washington Blvd N 3224059049 FOR APPROVAL 22006395 12100 NE 195th St Page 15 of 16 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Version 1/2/2026 Printed 5/22/2026 * 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, profit, and taxes. Page 16 of 16 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Version 1/2/2026 Printed 5/22/2026 Page 1 of ___ Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF DRAINAGE FACILITIES AND ON-SITE BMPS Grantor: Grantee: City of Renton, a Washington municipal corporation Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton (check one of the following) Residential Building Permit Commercial Building Permit Clearing and Grading Permit Civil Construction or Utility Permit for Permit(s)_____________________ (Construction/Building/Utility Permit #) 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 (“City of Renton” or “City”), a municipal corporation 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 9 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 ") shall at their own cost, operate, maintain, and keep in good repair, the Property's drainage facilities constructed as required in the approved construction plans and specifications __________________ (Project Plan #) on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________ (Construction/Building/Utility Permit #). The Property's drainage facilities are shown and/or listed on Exhibit A – Site Plan. The Property’s drainage facilities shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B – Operations and Maintenance. Drainage facilities include pipes, channels, flow control facilities, water quality facilities, on-site best management practices (BMPs) and other engineered structures designed to manage and/or Kennydale Gateway LLC PTN GOVT LT 1, SEC 32, TWN 24N, RGE 5E AND PTN GOVT LT 5, SEC 29, TWN 24N, RGE 5E, KING COUNTY, WA. SEE EXHIBIT C FOR FULL LEGAL DESCRIPTION. 3224059049 C22006395 #4275 C22006395 4 4 Page 2 of ___ treat stormwater on the Property. On-site BMPs include dispersion and infiltration devices, bioretention, permeable pavements, rainwater harvesting systems, tree retention credit, reduced impervious surface footprint, vegetated roofs and other measures designed to mimic pre-developed hydrology and minimize 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 the Renton Municipal Code. City of Renton shall provide at least thirty (30) days’ written notice to the Owners that entry on the Property is planned for the inspection of drainage facilities. After the thirty (30) days, the Owners shall allow the City of Renton to enter for the sole purpose of inspecting drainage facilities. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the drainage facilities and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen (15) days of receiving the City’s notice of inspection. Within thirty (30) days of giving this notice, the Owners, or engineer on behalf of the Owners, shall provide the engineer’s report to the City of Renton. If the report is not provided in a timely manner as specified above, the City of Renton may inspect the drainage facilities without further notice. 3.If City of Renton determines from its inspection, or from an engineer’s report provided in accordance with Paragraph 2, that maintenance, repair, restoration, and/or mitigation work is required to be done to any of the drainage facilities, City of Renton shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work (“Work”) required pursuant to the Renton Municipal Code. The City shall also set a reasonable deadline for the Owners to complete the Work, or to provide an engineer’s report that verifies completion of the Work. After the deadline has passed, the Owners shall allow the City access to re-inspect the drainage facilities unless an engineer’s report has been provided verifying completion of the Work. If the Work is not completed within the time frame set by the City, the City may initiate an enforcement action and/or perform the Work and hereby is given access to the Property 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 Work will begin immediately. 4.The Owners shall assume all responsibility for the cost of any Work, or any measures taken by the City to address conditions as described in Paragraph 3. 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 maximum legal rate allowed by RCW 19.52.020 (currently twelve percent (12%)). If the City initiates legal action to enforce this agreement, the prevailing party in such action is entitled to recover reasonable litigation costs and attorney’s fees. 5.The Owners are 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 drainage facilities referenced in this Declaration of Covenant. Page 3 of ___ 6.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. 7.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. 8.This Declaration of Covenant is intended to protect the value and desirability and promote efficient and effective management of surface water drainage 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. 9.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 Drainage Facilities is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property 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 BRANDON MORGAN DIRECTOR WITH KENNYDALE GATEWAY LLC L-1 REF COPIE R KEYTRACK 34 36 38 34 3 4 34 34 28 28 30 30 3 0 32 34 3636 30 3 0 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 1 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 SE E S P . 0 2 & S P . 0 5 SP.01 SEE SP.03 & SP.04 NORTH BIOPOD PROPOSED STORM PROPOSED WATER 0;ELEV. N o . 1 0;ELEV. N o . 2 0;COP 0;COP 32 34 34 32 34 34 34 34 34 34 3 4 36 38 3 4 3232 32 32 34 3 4 34 3434 36 36 36 38 38 40 40 30 32 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 2 SE E S P . 0 1 SP.02 SEE SP.05 PROPOSED STORM PROPOSED WATER BIORETENTION-1 0;FRONT 0;REAR 0;ELEV. No. 1 28 28 30 30 32 32 34 3 4 34 34 34 34 28 2 8 3 0 30 30 3 0 3 0 3 2 3 2 32 32 32 32 34 34 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 3 SE E S P . 0 4 SP.03 SEE SP.01 SEE SP.06 PROPOSED STORM EXISTING WET BIOFILTRATION SWALE TO BE MODIFIED PROPOSED WATER PROPOSED SEWER SOUTH BIOPOD 3C 3B 34 34 32 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 4 SEE SP.01 SP.04 SEE SP.06 SE E S P . 0 5 & S P . 0 7 SE E S P . 0 3 PROPOSED STORM PROPOSED WATER PROPOSED SEWER BIORETENTION-2 3B 3A 3B 3A 34 34 36 36 3634 34 36 36 32 34 34 32 32 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 5 SEE SP.07 SP.05 SEE SP.02 SE E S P . 0 1 & S P . 0 4 PROPOSED SEWER PROPOSED WATER PROPOSED STORM 0;REAR 0;ELEV. No. 1 3B 3 4 34 36 32 34 34 3 4 34 34 3636 38 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 6 SEE SP.07 SP.06 SEE SP.03 & SP.04 SE E S P . 0 7 PROPOSED STORM PROPOSED SEWER PROPOSED WATER 3C 3B 34 34 34 3 6 36 3 6 3636 3636 3 6 34 34 3 4 36 36 36 36 36 EXHIBIT A - SITE PLAN APPLICANT: Kennydale Gateway LLC 505 5th Avenue S, Suite 900 Seattle, Washington 98104 (206) 342-2000 PROJECT PARCEL NO. = 3224059049 PROJECT ADDRESS = 4350 Lake Washington Blvd N Renton, WA 98056 SECTION/TOWNSHIP/RANGE = 29-24-5 TOTAL SITE ACREAGE: 7.76 TOTAL IMPERVIOUS AREA: 249,599 SQ. FT. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 4/10/2026 4/ 1 0 / 2 0 2 6 3 : 4 2 P M NM A R T I N J: \ 2 0 1 9 \ 1 9 0 3 0 \ E N G I N E E R I N G \ E X H I B I T S \ D E C L A R A T I O N O F C O V E N A N T \ S I T E P L A N \ X 1 9 0 3 0 S I T E P L A N . D W G SP . 0 7 SEE SP.06 SP.07 SE E S P . 0 4 & S P . 0 6 SEE SP.05 PROPOSED WATERPROPOSED STORM BIORETENTION-3 EXHIBIT B – OPERATIONS AND MAINTENANCE MAINTENANCE INSTRUCTIONS FOR CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulatfon Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentfally blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetatfon that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetatfon present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No conditfon present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separatfon of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil partfcles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil partfcles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. MAINTENANCE INSTRUCTIONS FOR CATCH BASINS AND MANHOLES (CONT.) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulatfon Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partfally in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid afler applying 80 lbs. of lifl. Cover/lid can be removed and reinstalled by one maintenance person. MAINTENANCE INSTRUCTIONS FOR CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & Debris accumulatfon Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetatfon/root growth in pipe Vegetatfon/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protectfve coatfng or corrosion Protectfve coatfng is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross sectfon area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulatfon Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetatfon which may constftute a hazard to City personnel or the public. Noxious and nuisance vegetatfon removed according to applicable regulatfons. No danger of noxious vegetatfon where City personnel or the public might normally be. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetatfon growth Vegetatfon that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above natfve soil area 5 square feet or more, any exposed natfve soil. Replace rocks to design standards. MAINTENANCE INSTRUCTIONS FOR WET BIOSWALE MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and/or debris accumulated at the site. No trash or debris at the site. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Swale Sectfon Sediment accumulatfon Sediment depth exceeds 2 inches in 10% of the swale treatment area. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelizatfon or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Water not retained in swale during wet season Water not retained to a depth of about 4 inches during the wet season. Water depth of 4 inches throughout swale for most of wet season. Poor vegetatfon coverage and/or nuisance vegetatfon present Vegetatfon sparse, does not provide adequate filtratfon or crowded out by very dense clumps of cattail or nuisance vegetatfon. Wetland vegetatfon fully covers bottom of swale and no cattails or nuisance vegetatfon present. Insufficient water to maintain vegetatfon growth Wetland vegetatfon dies due to lack of water. Wetland vegetatfon remains healthy (may require convertfng to grass lined bioswale) Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entfre swale width. Flows are spread evenly over entfre swale width. Inlet/Outlet Pipe Sediment accumulatfon Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. MAINTENANCE INSTRUCTIONS FOR FILTER STRIP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris accumulated on the filter strip site. Filter strip site free of any trash or debris Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass Strip Sediment accumulatfon Sediment accumulatfon on grass exceeds 2 inches depth. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelizatfon or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Excessive vegetatfon growth Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetatfon have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No nuisance vegetatfon present. Poor vegetatfon coverage and/or nuisance vegetatfon present Grass has died out, become excessively tall (greater than 10 inches) or nuisance vegetatfon is taking over. Grass is healthy, less than 9 inches high and no nuisance vegetatfon present. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entfre swale width. Flows are spread evenly over entfre swale width. Inlet/Outlet Pipe Sediment accumulatfon Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. MAINTENANCE INSTRUCTIONS FOR STORMWATER WETLAND MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Noxious weeds Any noxious or nuisance vegetatfon which may constftute a hazard to City personnel or the public. Noxious and nuisance vegetatfon removed according to applicable regulatfons. No danger of noxious vegetatfon where City personnel or the public might normally be. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth or grass/groundwater Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Side Slopes of Dam, Berm, Internal Berm or Embankment Rodent holes Any evidence of rodent holes if facility is actfng as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance actfvity. If trees are not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance actfvitfes. Erosion Eroded damage over 2 inches deep where cause of damage is stfll present or where there is potentfal for contfnued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Top or Side Slopes of Dam, Berm, Internal Berm or Embankment Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevatfon. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Irregular surface on internal berm Top of berm not uniform and level. Top of berm graded flat to design elevatfon. MAINTENANCE INSTRUCTIONS FOR STORMWATER WETLAND (CONT.) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pond Areas Sediment accumulatfon (first cell/forebay) Sediment accumulatfons in pond bottom that exceeds the depth of sediment storage (1 foot) plus 6 inches. Sediment storage contains no sediment. Sediment Accumulatfon (wetland cell) Accumulated sediment that exceeds 10% of the designed pond depth. Sediment cleaned out to designed pond shape and depth. Liner damaged (If applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Low water level (first cell/forebay) Cell level drops more than 12 inches in any 7-day period. Cell level drops no more than 12 inches in any 7-day period. Low water level (wetland cell) Cell does not retain water for at least 10 months of the year or wetland plants are not surviving. Water retained at least 10 months of the year or wetland plants are surviving. Algae mats (first cell/forebay) Algae mats develop over more than 10% of the water surface should be removed. Algae mats removed (usually in the late summer before Fall rains, especially in Sensitfve Lake Protectfon Areas.) Vegetatfon Vegetatfon dead, dying, or overgrown (cattails) or not meetfng original plantfng specificatfons across more than 20% of the entfre design vegetated area within the pond. Plants in wetland cell surviving across 80% or more of the entfre design vegetated area within the pond and not interfering with wetland functfon. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won’t seal Valve does not seal completely. Valve completely seals closed. Emergency Overflow Spillway Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. Rock missing Only one layer of rock exists above natfve soil in area five square feet or larger, or any exposure of natfve soil at the top of outilow path of spillway. Rip-rap on inside slopes need not be replaced. Spillway restored to design standards. Inlet/Outlet Pipe Sediment accumulatfon Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. MAINTENANCE INSTRUCTIONS FOR PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In additfon to the specific maintenance criteria provided below, all manufacturers’ requirements shall be followed. Facility Documentatfon Update facility inspectfon record afler each inspectfon. Maintenance records are up to date. Provide certfficatfon of replaced filter media. Filter media is certffied to meet manufacturer specificatfons. Site Trash and debris Any trash or debris which impairs the functfon of the facility. Trash and debris removed from facility. Contaminants and pollutfon Any evidence of contaminants or pollutfon such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulatfons. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle Once per year. Facility is re-inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Sediment on top of cartridges Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Multfple scum lines above top of cartridges Thick or multfple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch and any evidence of soil partfcles entering the structure through the cracks, or qualified inspectfon personnel determines the vault is not structurally sound. Vault replaced or repaired to design specificatfons. Baftfes damaged Baftfes corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspectfon person. Repair or replace baftfes to specificatfon. Filter Media Standing water in vault Varies – Refer to manufacturer’s requirements. No standing water in vault 24 hours afler a rain event. Short circuitfng Flows do not properly enter filter cartridges. Flows go through filter edia. Underdrains and Clean-Outs Sediment and debris Underdrains or clean-outs partfally plugged or filled with sediment and/or debris. Underdrains and clean-outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulatfon Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. MAINTENANCE INSTRUCTIONS FOR PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS (CONT.) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partfally in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking echanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid afler applying 80 lbs of lifl. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large Access Doors/Plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can be opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifling Rings missing, rusted Lifling rings not capable of lifling weight of door or plate. Lifling rings sufficient to lifl or remove door or plate. MAINTENANCE INSTRUCTIONS FOR PERMEABLE PAVEMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventatfve Surface cleaning/ vegetatfon control Media surface vacuumed or pressure washed annually, vegetatfon controlled to design maximum. Weed growth suggestfng sediment accumulatfon. No dirt, sediment, or debris clogging porous media, or vegetatfon limitfng infiltratfon. Porous Concrete, Porous Asphaltfc Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltratfon; leaf drop in fall season. No trash or debris interfering with infiltratfon. Sediment accumulatfon Sediment accumulatfon on the pavement interfering with infiltratfon; runoff from adjacent areas depositfng sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Insufficient infiltratfon rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Excessive ponding Standing water for a long period of tfme on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicatfng settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltratfon. No moss interferes with infiltratfon. Inflow restricted Inflow to the pavement is diverted, restricted, or depositfng sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain not freely flowing Underdrain is not flowing when pavement has been infiltratfng water. Underdrain flows freely when water is present. Overflow not controlling excess water Overflow not controlling excess water to desired locatfon; natfve soil is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired locatfon; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltratfon. Uneven surface Uneven surface due to settlement or scour of fill in the interstfces of the paving blocks. Pavement surface is uniformly level. Compactfon Poor infiltratfon due to soil compactfon between paving blocks. No soil compactfon in the interstfces of the paver blocks limitfng infiltratfon. Poor vegetatfon growth (if applicable) Grass in the interstfces of the paving blocks is dead. Healthy grass is growing in the interstfces of the paver blocks. MAINTENANCE INSTRUCTIONS FOR BIORETENTION BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventatfve Vegetatfon Vegetatfon to be watered and pruned as needed and mulch applied to a minimum of 2 inches to maintain healthy growth. Healthy vegetatfon growth with full coverage as designed. Bioretentfon Area Trash and debris Trash and debris in the bioretentfon area; leaf drop in the fall season. No trash or debris in the bioretentfon area. Sediment accumulatfon Sediment accumulatfon in the bioretentfon area interfering with infiltratfon. Water in the bioretentfon infiltrates as designed. Excessive ponding Standing water in the bioretentfon area for more than two days. Standing water infiltrates at the desired rate. Inflow restricted Inflow not getting into bioretentfon; debris/sediment blockage at inlet features; natfve soil is exposed or other signs of erosion damage is present. Unobstructed and properly routed inflow into bioretentfon area; inlet is stabilized and appropriately armored. Overflow not controlling excess water Overflow water not controlled by outlet features; natfve soil is exposed or other signs of erosion damage is present. Outlet features control overflow; overflow is stabilized and appropriately armored. Underdrain not freely flowing Underdrain is not flowing when bioretentfon area has been infiltratfng water. Underdrain flows freely when water is present. Vegetatfon Poor vegetatfon coverage Plants not thriving across at least 80% of the entfre design vegetated area within the BMP; overly dense vegetatfon requiring pruning. Healthy water tolerant plants in bioretentfon area, plants thriving across at least 80% of the entfre design vegetated area within the facility. Insufficient vegetatfon Plants not water tolerant species. Plants are water tolerant. Weeds present Weeds growing in bioretentfon area. No weeds in bioretentfon area. Watering not occurring Plantfng schedule requires frequent watering (approx. weekly Year 1, bimonthly Years 2 and 3) for new facilitfes, and as needed for established plantfngs or dry periods Plants are established and thriving Pest control Signs of pests, such as wiltfng or chewed leaves or bark, spotting or other indicators; extended ponding period encouraging mosquitoes Plant community is pest-free when following an approved Integrated Pest Management plan; bioretentfon functfoning normally and ponding controlled as needed for pest control Containment Berm and Earthen Slopes Erosion Erosion occurring at earthen slopes or containment berm side slope. Erosion on the containment berm and side slopes has been repaired and the cause of the erosion corrected. MAINTENANCE INSTRUCTIONS FOR BIORETENTION BMP (CONT.) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Voids created by nuisance animals (e.g., rodents) or tree roots Voids affectfng berm integrity or creatfng leaky pond conditfon Voids have been repaired; facility is free of nuisance animals following an approved Integrated Pest Management plan. Settlement Any part of the containment berm top has less than 6 inches of freeboard from the maximum pond level to the top of the berm. A minimum of 6 inches freeboard from the maximum pond level to the top of the berm. Amended Soil Poor soil nutrients Soil not providing plant nutrients. Soil providing plant nutrients. Bare spots Bare spots on soil in bioretentfon area. No bare spots, bioretentfon area covered with vegetatfon or mulch mixed into the underlying soil. Compactfon Poor infiltratfon due to soil compactfon in the bioretentfon area. No soil compactfon in the bioretentfon area. MAINTENANCE INSTRUCTIONS FOR SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetatfon Vegetatfon not fully covering ground surface or vegetatfon health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditfons Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetatfon growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetatfon start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventfve maintenance Avoid use of pestfcides (bug and weed killers), like “weed & feed,” which damage the soil Fertflizer needed Where fertflizatfon is needed (mainly turf and annual flower beds), a moderate fertflizatfon program should be used which relies on compost, natural fertflizers or slow-release synthetfc balanced fertflizers Integrated Pest Management (IPM) protocols for fertflizatfon followed Bare spots Bare spots on soil No bare spots, area covered with vegetatfon or mulch mixed into the underlying soil. Compactfon Poor infiltratfon due to soil compactfon • To remediate compactfon, aerate soil, tfll to at least 8-inch depth, or further amend soil with compost and re-tfll • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is stfll slow, consider investfgatfng alternatfve causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protectfon from compactfng actfvitfes No soil compactfon MAINTENANCE INSTRUCTIONS FOR SOIL AMENDMENT BMP (CONT.) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Poor infiltratfon Soils become waterlogged, do not appear to be infiltratfng. Facility infiltratfng properly Erosion/Scouring Erosion Areas of potentfal erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelizatfon of runoff) identffied and damaged area stabilized (regrade, rock, vegetatfon, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place untfl permanent repairs can be made Grass/Vegetatfon Unhealthy vegetatfon Less than 75% of planted vegetatfon is healthy with a generally good appearance. Healthy vegetatfon. Unhealthy plants removed/replaced. Appropriate vegetatfon planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetatfon is present (refer to current County noxious weed list). No noxious weeds present. INSPECTION AND MAINTENANCE INSTRUCTIONS FOR OLDCASTLE BIOPOD SYSTEM The project proposes the use of two Oldcastle BioPod™ units to meet the water quality requirements for the site. Oldcastle BioPods have GULD Approval from Washington State Department of Ecology. DESCRIPTION The BioPod™ Biofilter System (BioPod) is a stormwater biofiltratfon treatment system used to remove pollutants from stormwater runoff. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater and pollute downstream receiving waters unless treatment is provided. The BioPod system uses proprietary StormMix™ biofiltratfon media to capture and retain pollutants including total suspended solids (TSS), metals, nutrients, gross solids, trash and debris as well as petroleum hydrocarbons. FUNCTION The BioPod system uses engineered, high-flow rate filter media to remove stormwater pollutants, allowing for a smaller footprint than conventfonal bioretentfon systems. Contained within a compact precast concrete vault, the BioPod system consists of a biofiltratfon chamber and an optfonal integrated high-flow bypass with a contoured inlet rack to minimize scour. The biofiltratfon chamber is filled with horizontal layers of aggregate (which may or may not include an underdrain), biofiltratfon media and mulch. Stormwater passes vertfcally down through the mulch and biofiltratfon media for treatment. The mulch provides pretreatment by retaining most of the solids or sediment. The biofiltratfon media provides further treatment by retaining finer sediment and dissolved pollutants. The aggregate allows the media bed to drain evenly for discharge through an underdrain pipe or by infiltratfon. CONFIGURATION The BioPod system can be configured with either an internal or external bypass. The internal bypass allows both water quality and bypass flows to enter the treatment vault. The water quality flows are directed to the biofiltratfon chamber while the excess flows are diverted over the bypass weir without entering the biofiltratfon chamber. Both the treatment and bypass flows are combined in the outlet area prior to discharge from the structure. BioPod units without an internal bypass are designed such that only treatment flows enter the treatment structure. When the system has exceeded its treatment capacity, ponding will force bypass flows to contfnue down the gutter to the nearest standard catch basin or other external bypass structure. The BioPod system can be configured as a tree box filter with tree and grated inlet, as a planter box filter with shrubs, grasses and an open top, or as an underground filter with access risers, doors and a subsurface inlet pipe. The optfonal internal bypass may be incorporated with any of these configuratfons. In additfon, an open bottom configuratfon may be used to promote infiltratfon and groundwater recharge. The configuratfon and size of the BioPod system is designed to meet the requirements of a specific project. INSPECTION & MAINTENANCE OVERVIEW State and local regulatfons require all stormwater management systems to be inspected on a regular basis and maintained as necessary to ensure performance and protect downstream receiving waters. Without maintenance, excessive pollutant buildup can limit system performance by reducing the operatfng capacity of the system and increasing the potentfal for scouring of pollutants during periods of high flow. Some configuratfons of the BioPod may require periodic irrigatfon to establish and maintain vegetatfon. Vegetatfon will typically become established about two years afler plantfng. Irrigatfon requirements are ultfmately dependent on climate, rainfall and the type of vegetatfon selected. MAINTENANCE FREQUENCY Periodic inspectfon is essentfal for consistent system performance and is easily completed. Inspectfon is typically conducted a minimum of twice per year, but since pollutant transport and depositfon varies from site to site, a site-specific maintenance frequency should be established during the first two or three years of operatfon. INSPECTION EQUIPMENT The following equipment is helpful when conductfng BioPod inspectfons: • Recording device (pen and paper form, voice recorder, iPad, etc.) • Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) • Traffic control equipment (cones, barricades, signage, flagging, etc.) • Manhole hook or pry bar • Flashlight • Tape measure INSPECTION PROCEDURES BioPod inspectfons are visual and are conducted without entering the unit. To complete an inspectfon, safety measures including traffic control should be deployed before the access covers or tree grates are removed. Once the covers have been removed, the following items should be checked and recorded (see form provided on page 6) to determine whether maintenance is required: • If the BioPod unit is equipped with an internal bypass, inspect the contoured inlet rack and outlet chamber and note whether there are any broken or missing parts. In the unlikely event that internal parts are broken or missing, contact Oldcastle Infrastructure at (800) 579-8819 to determine appropriate correctfve actfon. • Note whether the curb inlet, inlet pipe, or – if the unit is equipped with an internal bypass – the inlet rack is blocked or obstructed. • If the unit is equipped with an internal bypass, observe, quantffy and record the accumulatfon of trash and debris in the inlet rack. The significance of accumulated trash and debris is a matter of judgment. Oflen, much of the trash and debris may be removed manually at the tfme of inspectfon if a separate maintenance visit is not yet warranted. • If it has not rained within the past 24 hours, note whether standing water is observed in the biofiltratfon chamber. • Finally, observe, quantffy and record presence of invasive vegetatfon and the amount of trash and debris and sediment load in the biofiltratfon chamber. Erosion of the mulch and biofiltratfon media bed should also be recorded. Sediment load may be rated light, medium or heavy depending on the conditfons. Loading characteristfcs may be determined as follows: o Light sediment load – sediment is difficult to distfnguish among the mulch fibers at the top of the mulch layer; the mulch appears almost new. o Medium sediment load – sediment accumulatfon is apparent and may be concentrated in some areas; probing the mulch layer reveals lighter sediment loads under the top 1” of mulch. o Heavy sediment load – sediment is readily apparent across the entfre top of the mulch layer; individual mulch fibers are difficult to distfnguish; probing the mulch layer reveals heavy sediment load under the top 1” of mulch. Oflen, much of the invasive vegetatfon and trash and debris may be removed manually at the tfme of inspectfon if a separate maintenance visit is not yet warranted. MAINTENANCE INDICATORS Maintenance should be scheduled if any of the following conditfons are identffied during inspectfon: • The concrete structure is damaged or the tree grate or access cover is damaged or missing. • The curb inlet or inlet rack is obstructed. • Standing water is observed in the biofiltratfon chamber more than 24 hours afler a rainfall event (use discretfon if the BioPod is located downstream of a storage system that attenuates flow). • Trash and debris in the inlet rack cannot be easily removed at the tfme of inspectfon. • Trash and debris, invasive vegetatfon or sediment load in the biofiltratfon chamber is heavy or excessive erosion has occurred. MAINTENANCE EQUIPMENT The following equipment is helpful when conductfng DVS maintenance: • Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) • Traffic control equipment (cones, barricades, signage, flagging, etc.) • Manhole hook or pry bar • Flashlight • Tape measure • Rake, hoe, shovel and broom • Bucket • Pruners • Vacuum truck (optfonal) MAINTENANCE PROCEDURES Maintenance should be conducted during dry weather when no flows are entering the system. All maintenance may be conducted without entering the BioPod structure. Once safety measures such as traffic control are deployed, the access covers may be removed and the following actfvitfes may be conducted to complete maintenance: • Remove all trash and debris from the curb inlet and inlet rack manually or by using a vacuum truck as required. • Remove all trash and debris and invasive vegetatfon from the biofiltratfon chamber manually or by using a vacuum truck as required. • If the sediment load is medium or light but erosion of the biofiltratfon media bed is evident, redistribute the mulch with a rake or replace missing mulch as appropriate. If erosion persists, rocks may be placed in the eroded area to help dissipate energy and prevent recurring erosion. • If the sediment load is heavy, remove the mulch layer using a hoe, rake, shovel and bucket, or by using a vacuum truck as required. If the sediment load is partfcularly heavy, inspect the surface of the biofiltratfon media once the mulch has been removed. If the media appears clogged with sediment, remove and replace one or two inches of biofiltratfon media prior to replacing the mulch layer. • Prune vegetatfon as appropriate and replace damaged or dead plants as required. • Replace the tree grate and/or access covers and sweep the area around the BioPod to leave the site clean. • All material removed from the BioPod during maintenance must be disposed of in accordance with local environmental regulatfons. In most cases, the material may be handled in the same manner as disposal of material removed from sumped catch basins or manholes. Natural, shredded hardwood mulch should be used in the BioPod. Timely replacement of the mulch layer according to the maintenance indicators described above should protect the biofiltratfon media below the mulch layer from clogging due to sediment accumulatfon. However, whenever the mulch is replaced, the BioPod should be visited 24 hours afler the next major storm event to ensure that there is no standing water in the biofiltratfon chamber. Standing water indicates that the biofiltratfon media below the mulch layer is clogged and must be replaced. Please contact Oldcastle Infrastructure at (800) 579-8819 to purchase the proprietary StormMix™ biofiltratfon media. BIOPOD INSPECTION & MAINTENANCE LOG BioPod Model_______________________________ Inspection Date________________________ Location_________________________________________________________________________________ Condition of Internal Components Notes: ☐Good ☐Damaged ☐Missing Curb Inlet or Inlet Rack Blocked Notes: ☐Yes ☐No Standing Water in Biofiltration Chamber Notes: ☐Yes ☐No Trash and Debris in Inlet Rack Notes: ☐Yes ☐No Trash and Debris in Biofiltration Chamber Notes: ☐Yes ☐No Invasive Vegetation in Biofiltration Chamber Notes: ☐Yes ☐No Sediment in Biofiltration Chamber Notes: ☐Yes ☐No Erosion in Biofiltration Chamber Notes: ☐Yes ☐No Maintenance Requirements ☐Yes – Schedule Maintenance ☐No – Schedule Re-Inspection 3/31/2026 9:20 AM NMARTIN J:\2019\19030\ENGINEERING\EXHIBITS\DECLARATION OF COVENANT\LEGAL DESCRIPTION\X19030 LEGAL DESCRIPTION.DWG LEGAL DESCRIPTION EXHIBIT C - LEGAL DESCRIPTION PARCEL A: THAT PORTION OF GOVERNMENT LOT 1, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED NORTHEAST 44TH STREET (SOUTHEAST 80TH STREET), AS VACATED UNDER RECORDING NO. 7602260427, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 1; THENCE NORTH 88° 47' 36" WEST, ALONG THE NORTH LINE THEREOF, 797.2 FEET, MORE OR LESS, TO HIGHWAY ENGINEERS STATION 4+65.6 AS DESCRIBED UNDER RECORDING NOS. 4210056 AND 7811221071; THENCE SOUTH 01° 12' 24" WEST 30.00 FEET TO THE BEGINNING OF A CURVE ON THE SOUTHERLY MARGIN OF SAID VACATED S.E. 80TH STREET, THE CENTER OF WHICH BEARS SOUTH 01° 12' 24" WEST 256.50 FEET; THENCE WESTERLY AND SOUTHWESTERLY, ALONG THE ARC OF SAID CURVE, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RIGHT-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING; THENCE NORTHEASTERLY, ALONG THE ARC OF SAID CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 59° 02′ 16" EAST 1,115.92 FEET, TO THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE SOUTH 88° 47' 36" EAST ALONG SAID NORTH LINE TO THE WESTERLY LINE OF SECONDARY STATE HIGHWAY NO. 2-A AS CONVEYED UNDER RECORDING NO. 4664242; THENCE SOUTHERLY ALONG SAID WESTERLY LINE TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND CONVEYED TO PAN-ABODE INC., BY DEED RECORDED UNDER RECORDING NO. 4856255; THENCE NORTH 62° 59′ 05" WEST ALONG SAID SOUTHWESTERLY LINE TO THE SOUTHEASTERLY LINE OF LAKE WASHINGTON BOULEVARD DESCRIBED UNDER RECORDING NO. 4210056; THENCE NORTHEASTERLY ALONG SAID SOUTHEASTERLY LINE AND THE SOUTHEASTERLY LINE OF A TRACT OF LAND CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4210056 TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION CONVEYED TO THE CITY OF RENTON, A MUNICIPAL CORPORATION BY DEED RECORDED APRIL 15, 2011 UNDER RECORDING NO. 20110415000140. PARCEL B: THAT PORTION OF GOVERNMENT LOT 5, SECTION 29, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED 44TH STREET NORTHEAST (SOUTHEAST 80TH STREET), AS VACATED UNDER RECORDING NO. 7602260427, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THENCE NORTH 01° 12' 24" EAST 30.00 FEET; THENCE NORTH 88° 47' 36" WEST 563.68 FEET TO THE EASTERLY LINE OF A TRACT AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE SOUTH 30° 21' 54" EAST 35.21 FEET TO THE SOUTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORTH 88° 47' 36" WEST, ALONG SAID SOUTH LINE 342.24 FEET TO A POINT ON THE ARC OF A CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 44° 14' 51" EAST 1,115.92 FEET, SAID POINT BEING ON THE WESTERLY LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7811221071; THENCE NORTHEASTERLY ALONG SAID ARC 201.65 FEET TO THE R-A LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7811221071; THENCE SOUTH 32° 59' 47" EAST, ALONG SAID LINE, 11.60 FEET; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF 180.00 FEET A DISTANCE OF 68.23 FEET TO A POINT OF REVERSE CURVE; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE RIGHT HAVING A RADIUS OF 120.00 FEET A DISTANCE OF 58.06 FEET TO A POINT ON THE NORTHERLY LINE OF SAID VACATED S.E. 80TH STREET WHICH IS NORTH 88° 47" 36" WEST OF THE TRUE POINT OF BEGINNING; THENCE SOUTH 88° 47' 36" EAST 77.13 FEET TO THE TRUE POINT OF BEGINNING. 19030 DESIGN 12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877 CIVIL ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURVEYING 3/31/2026 Core Design, Inc. KENNYDALE GATEWAY Page 28 SECTION 10: OPERATIONS AND MAINTENANCE Operations and maintenance information for applicable facilities is included on the following pages. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation growth Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-20 NO. 14 – WET BIOSWALE MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and/or debris accumulated at the site. No trash or debris at the site. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Swale Section Sediment accumulation Sediment depth exceeds 2 inches in 10% of the swale treatment area. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Water not retained in swale during wet season Water not retained to a depth of about 4 inches during the wet season. Water depth of 4 inches throughout swale for most of wet season. Poor vegetation coverage and/or nuisance vegetation present Vegetation sparse, does not provide adequate filtration or crowded out by very dense clumps of cattail or nuisance vegetation. Wetland vegetation fully covers bottom of swale and no cattails or nuisance vegetation present. Insufficient water to maintain vegetation growth Wetland vegetation dies due to lack of water. Wetland vegetation remains healthy (may require converting to grass lined bioswale) Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-21 NO. 15 – FILTER STRIP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris accumulated on the filter strip site. Filter strip site free of any trash or debris Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass Strip Sediment accumulation Sediment accumulation on grass exceeds 2 inches depth. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Excessive vegetation growth Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No nuisance vegetation present. Poor vegetation coverage and/or nuisance vegetation present Grass has died out, become excessively tall (greater than 10 inches) or nuisance vegetation is taking over. Grass is healthy, less than 9 inches high and no nuisance vegetation present. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-25 NO. 18 – STORMWATER WETLAND MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth or grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Side Slopes of Dam, Berm, Internal Berm or Embankment Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities. Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Top or Side Slopes of Dam, Berm, Internal Berm or Embankment Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Irregular surface on internal berm Top of berm not uniform and level. Top of berm graded flat to design elevation. Pond Areas Sediment accumulation (first cell/forebay) Sediment accumulations in pond bottom that exceeds the depth of sediment storage (1 foot) plus 6 inches. Sediment storage contains no sediment. Sediment accumulation (wetland cell) Accumulated sediment that exceeds 10% of the designed pond depth. Sediment cleaned out to designed pond shape and depth. Liner damaged (If applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Low water level (first cell/forebay) Cell level drops more than 12 inches in any 7-day period. Cell level drops no more than 12 inches in any 7-day period. Low water level (wetland cell) Cell does not retain water for at least 10 months of the year or wetland plants are not surviving. Water retained at least 10 months of the year or wetland plants are surviving. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-26 NO. 18 – STORMWATER WETLAND MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pond Areas (cont.) Algae mats (first cell/forebay) Algae mats develop over more than 10% of the water surface should be removed. Algae mats removed (usually in the late summer before Fall rains, especially in Sensitive Lake Protection Areas.) Vegetation Vegetation dead, dying, or overgrown (cattails) or not meeting original planting specifications across more than 20% of the entire design vegetated area within the pond. Plants in wetland cell surviving across 80% or more of the entire design vegetated area within the pond and not interfering with wetland function. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won’t seal Valve does not seal completely. Valve completely seals closed. Emergency Overflow Spillway Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. Rock missing Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of outflow path of spillway. Rip-rap on inside slopes need not be replaced. Spillway restored to design standards. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-31 NO. 21 – PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturers’ requirements shall be followed. Facility Documentation Update facility inspection record after each inspection. Maintenance records are up to date. Provide certification of replaced filter media. Filter media is certified to meet manufacturer specifications. Site Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle Once per year. Facility is re-inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Sediment on top of cartridges Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Filter Media Standing water in vault Varies – Refer to manufacturer’s requirements. No standing water in vault 24 hours after a rain event. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean-Outs Sediment and debris Underdrains or clean-outs partially plugged or filled with sediment and/or debris. Underdrains and clean-outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-32 NO. 21 – PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large Access Doors/Plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can be opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-41 NO. 30 – PERMEABLE PAVEMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Surface cleaning/ vegetation control Media surface vacuumed or pressure washed annually, vegetation controlled to design maximum. Weed growth suggesting sediment accumulation. No dirt, sediment, or debris clogging porous media, or vegetation limiting infiltration. Porous Concrete, Porous Asphaltic Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltration; leaf drop in fall season. No trash or debris interfering with infiltration. Sediment accumulation Sediment accumulation on the pavement interfering with infiltration; runoff from adjacent areas depositing sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Insufficient infiltration rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Excessive ponding Standing water for a long period of time on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicating settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltration. No moss interferes with infiltration. Inflow restricted Inflow to the pavement is diverted, restricted, or depositing sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain not freely flowing Underdrain is not flowing when pavement has been infiltrating water. Underdrain flows freely when water is present. Overflow not controlling excess water Overflow not controlling excess water to desired location; native soil is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired location; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltration. Uneven surface Uneven surface due to settlement or scour of fill in the interstices of the paving blocks. Pavement surface is uniformly level. Compaction Poor infiltration due to soil compaction between paving blocks. No soil compaction in the interstices of the paver blocks limiting infiltration. Poor vegetation growth (if applicable) Grass in the interstices of the paving blocks is dead. Healthy grass is growing in the interstices of the paver blocks. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-42 NO. 31 – BIORETENTION BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Vegetation Vegetation to be watered and pruned as needed and mulch applied to a minimum of 2 inches to maintain healthy growth. Healthy vegetation growth with full coverage as designed. Bioretention Area Trash and debris Trash and debris in the bioretention area; leaf drop in the fall season. No trash or debris In the bioretention area. Sediment accumulation Sediment accumulation in the bioretention area interfering with infiltration. Water in the bioretention infiltrates as designed. Excessive ponding Standing water in the bioretention area for more than two days. Standing water infiltrates at the desired rate. Inflow restricted Inflow not getting into bioretention; debris/sediment blockage at inlet features; native soil is exposed or other signs of erosion damage is present. Unobstructed and properly routed inflow into bioretention area; inlet is stabilized and appropriately armored. Overflow not controlling excess water Overflow water not controlled by outlet features; native soil is exposed or other signs of erosion damage is present. Outlet features control overflow; overflow is stabilized and appropriately armored. Underdrain not freely flowing Underdrain is not flowing when bioretention area has been infiltrating water. Underdrain flows freely when water is present. Vegetation Poor vegetation coverage Plants not thriving across at least 80% of the entire design vegetated area within the BMP; overly dense vegetation requiring pruning. Healthy water tolerant plants in bioretention area, plants thriving across at least 80% of the entire design vegetated area within the facility. Insufficient vegetation Plants not water tolerant species. Plants are water tolerant. Weeds present Weeds growing in bioretention area. No weeds in bioretention area. Watering not occurring Planting schedule requires frequent watering (approx. weekly Year 1, bimonthly Years 2 and 3) for new facilities, and as needed for established plantings or dry periods Plants are established and thriving Pest control Signs of pests, such as wilting or chewed leaves or bark, spotting or other indicators; extended ponding period encouraging mosquitoes Plant community is pest-free when following an approved Integrated Pest Management plan; bioretention functioning normally and ponding controlled as needed for pest control Containment Berm and Earthen Slopes Erosion Erosion occurring at earthen slopes or containment berm side slope. Erosion on the containment berm and side slopes has been repaired and the cause of the erosion corrected. Voids created by nuisance animals (e.g., rodents) or tree roots Voids affecting berm integrity or creating leaky pond condition Voids have been repaired; facility is free of nuisance animals following an approved Integrated Pest Management plan. Settlement Any part of the containment berm top has less than 6 inches of freeboard from the maximum pond level to the top of the berm. A minimum of 6 inches freeboard from the maximum pond level to the top of the berm. Amended Soil Poor soil nutrients Soil not providing plant nutrients. Soil providing plant nutrients. Bare spots Bare spots on soil in bioretention area. No bare spots, bioretention area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction in the bioretention area. No soil compaction in the bioretention area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. BIOPOD® Submittal Package 1 - Submittal Drawing 2 - Features & Benefits 3 - WA Ecology GULD Approval 4 - Inspection & Maintenance Table of ConTenTs Submittal Drawing seCTion 1 Features & Benefits seCTion 2 STORMWATER BIOPOD™ SYSTEM WITH STORMMIX™ MEDIA Sustainable Green Infrastructure for Stormwater Management BioPod systems utilize an advanced biofiltration design for filtration, sorption and biological uptake to remove Total Suspended Solids (TSS), dissolved metals, nutrients, gross solids, trash and debris as well as petroleum hydrocarbons from stormwater runoff. Environmentally friendly and aesthetically pleasing, BioPod systems are a proven, Low-Impact Development (LID) solution for stormwater treatment. BioPod systems integrate seamlessly into standard site drainage and can accommodate a wide variety of vegetation to meet green infrastructure requirements. Stormwater Treatment,NATURALLY STANDARD SIZES BioPod units are available in many standard and custom sizes to meet most site-specific requirements. Contact your local Oldcastle Infrastructure representative for additional sizes. 4’ x 4’ 4’ x 6’ 4’ x 8’ 4’ x 10’ 6’ x 6’ 6’ x 8’ 6’ x 12’ 8’ x 16’ BIORETENTION / BIOFILTRATION BioPod systems use StormMix media, an engineered high-flow rate media (153 in/hr) to remove stormwater pollutants. The BioPod system has received a General Use Level Designation (GULD) approval from the Washington State Department of Ecology for Basic (TSS), Phosphorus, and Enhanced (dissolved metals) treatment. Offering flexibility of design and construction for your storm drain system, the BioPod system comes as an all-in-one, single-piece unit composed of durable precast concrete for ease of installation and a long service life. The BioPod system is offered in four configurations: High-Flow Bypass BioPod system offers an optional internal high-flow bypass that eliminates the need for a separate bypass structure, reducing costs and simplifying design so unit can be placed in a “sag” condition. Hydromodification BioPod system can be used in conjunction with other Oldcastle detention systems to address hydromodification and water treatment requirements. Collected flows may be utilized to supplement irrigation of the unit or surrounding vegetated areas by integrating a harvesting system, reducing consumption of local potable water. LEED WITH BIOPOD Can assist in earning LEED credits for: • Sustainable Sites (6.1, 6.2) • Water Efficiency (1.1, 1.2, 3.1, 3.2) • Materials & Resources (4.1, 4.2; 5.1, 5.2 in AZ, CA, NV, UT) BIOPOD SURFACE At-grade vault with media only, no vegetation. BIOPOD TREE Vault with media and tree(s). BIOPOD PLANTER Vault with media and vegetation. BIOPOD UNDERGROUND Below-grade vault with media only, no vegetation. Stormwater Treatment,NATURALLY (800) 579-8819 oldcastleinfrastructure.com BIOPOD™ SYSTEM WITH STORMMIX™ MEDIA WA Ecology GULD Approval seCTion 3 July 2018 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), DISSOLVED METALS (ENHANCED), AND PHOSPHORUS TREATMENT For Oldcastle Infrastructure, Inc.’s BioPod™ Biofilter (Formerly the TreePod Biofilter) Ecology’s Decision: Based on Oldcastle Infrastructure, Inc. application submissions for the The BioPod™ Biofilter (BioPod), Ecology hereby issues the following use level designation: 1.General Use Level Designation (GULD) for Basic, Enhanced, and PhosphorusTreatment: Sized at a hydraulic loading rate of 1.6 gallons per minute (gpm) per square foot (sqft) of media surface area. 2.Ecology approves the BioPod at the hydraulic loading rate listed above, to achieve themaximum water quality design flow rate. The water quality design flow rates arecalculated using the following procedures: Western Washington: For treatment installed upstream of detention or retention,the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. Eastern Washington: For treatment installed upstream of detention or retention,the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater ManagementManual for Eastern Washington (SWMMEW) or local manual. Entire State: For treatment installed downstream of detention, the water qualitydesign flow rate is the full 2-year release rate of the detention facility. 3.The GULD has no expiration date, but may be amended or revoked by Ecology. Ecology’s Conditions of Use: The BioPod shall comply with these conditions: 1)Oldcastle Infrastructure, Inc. shall design, assemble, install, operate, and maintain theBioPod installations in accordance with Oldcastle Infrastructure, Inc.’s applicablemanuals and the Ecology Decision. 2)BioPod media shall conform to the specifications submitted to and approved by Ecology 3)Maintenance: The required inspection/maintenance interval for stormwater treatmentdevices is often dependent on the efficiency of the device and the degree of pollutantloading from a particular drainage basin. Therefore, Ecology does not endorse orrecommend a “one size fits all” maintenance cycle for a particular model/size ofmanufactured filter treatment device. The BioPod is designed for a target maintenance interval of 1 year. Maintenanceincludes replacing the mulch, assessing plant health, removal of trash, and rakingthe top few inches of engineered media. A BioPod system tested at the Lake Union Ship Canal Test Facility in Seattle, WArequired maintenance after 1.5 months, or 6.3% of a water year. Monitoringpersonnel observed similar maintenance issues with other systems evaluated at theTest Facility. The runoff from the Test Facility may be unusual and maintenancerequirements of systems installed at the Test Facility may not be indicative ofmaintenance requirements for all sites. Test results provided to Ecology from a BioPod System evaluated in a lab followingNew Jersey Department of Environmental Protection Laboratory Protocol forFiltration MTDs have indicated the BioPod System is capable of longer maintenanceintervals. Owners/operators must inspect BioPod systems for a minimum of twelve monthsfrom the start of post-construction operation to determine site-specificinspection/maintenance schedules and requirements. Owners/operators mustconduct inspections monthly during the wet season, and every other month duringthe dry season. (According to the SWMMWW, the wet season in westernWashington is October 1 to April 30. According to the SWMMEW, the wet seasonin eastern Washington is October 1 to June 30.) After the first year of operation,owners/operators must conduct inspections based on the findings during the firstyear of inspections. Conduct inspections by qualified personnel, follow manufacturer’s guidelines, anduse methods capable of determining either a decrease in treated effluent flow rateand/or a decrease in pollutant removal ability. 4)Install the BioPod in such a manner that you bypass flows exceeding the maximum operating rate and you will not resuspend captured sediment. 5)Discharges from the BioPod shall not cause or contribute to water quality standardsviolations in receiving waters. Applicant: Oldcastle Infrastructure, Inc. Applicant’s Address: 360 Sutton Place Santa Rosa, CA 95407 Application Documents: Technical Evaluation Report TreePod™ BioFilter System Performance Certification Project, Prepared for Oldcastle, Inc., Prepared by Herrera Environmental Consultants, Inc. February 2018 Technical Memorandum: Response to Board of External Reviewers’ Comments on the Technical Evaluation Report for the TreePod™ Biofilter System Performance Certification Project, Oldcastle, Inc. and Herrera Environmental Consultants, Inc., February 2018 Technical Memorandum: Response to Board of External Reviewers’ Comments on the Technical Evaluation Report for the TreePod™ Biofilter System Performance Certification Project, Oldcastle, Inc. and Herrera Environmental Consultants, Inc., January 2018 Application for Pilot Use Level Designation, TreePod™ Biofilter – Stormwater Treatment System, Oldcastle Infrastructure, May 2016 Emerging Stormwater Treatment Technologies Application for Certification: The TreePod™ Biofilter, Oldcastle Infrastructure, April 2016 Applicant’s Use Level Request: General Use Level Designation as a Basic, Enhanced, and Phosphorus Treatment devicein accordance with Ecology’s Stormwater Management Manual for Western Washington Applicant’s Performance Claims: Based on results from laboratory and field-testing, the applicant claims the BioPod™ Biofilter operating at a hydraulic loading rate of 153 inches per hour is able to remove: 80% of Total Suspended Solids (TSS) for influent concentrations greater than 100 mg/Land achieve a 20 mg/L effluent for influent concentrations less than 100 mg/L. 60% dissolved zinc for influent concentrations 0.02 to 0.3 mg/L. 30% dissolved copper for influent concentrations 0.005 to 0.02 mg/L. 50% or greater total phosphorus for influent concentrations 0.1 to 0.5 mg/L. Ecology’s Recommendations: Ecology finds that: Oldcastle Infrastructure, Inc. has shown Ecology, through laboratory and field testing, that the BioPod™ Biofilter is capable of attaining Ecology’s Basic, Total Phosphorus,and Enhanced treatment goals. Findings of Fact: Field Testing 1. Herrera Environmental Consultants, Inc. conducted monitoring of the BioPod™ Biofilter atthe Lake Union Ship Canal Test Facility in Seattle Washington between November 2016 andApril 2018. Herrera collected flow-weight composite samples during 14 separate stormevents and peak flow grab samples during 3 separate storm events. The system was sized at an infiltration rate of 153 inches per hour or a hydraulic loading rate of 1.6 gpm/ft2. 2. The D50 of the influent PSD ranged from 3 to 292 microns, with an average D50 of 28microns.3. Influent TSS concentrations ranged from 17 mg/L to 666 mg/L, with a mean concentration of98 mg/L. For all samples (influent concentrations above and below 100 mg/L) the bootstrap estimate of the lower 95 percent confidence limit (LCL 95) of the mean TSS reduction was 84% and the bootstrap estimate of the upper 95 percent confidence limit (UCL95) of themean TSS effluent concentration was 8.2 mg/L. 4. Dissolved copper influent concentrations from the 17 events ranged from 9.0 µg/L to 21.1 µg/L. The 21.1 µg/L data point was reduced to 20.0 µg/L, the upper limit to the TAPEallowed influent concentration range, prior to calculating the pollutant removal. A bootstrapestimate of the LCL95 of the mean dissolved copper reduction was 35%. 5. Dissolved zinc influent concentrations from the 17 events ranged from 26.1 µg/L to 43.3 µg/L. A bootstrap estimate of the LCL95 of the mean dissolved zinc reduction was 71%.6. Total phosphorus influent concentrations from the 17 events ranged from 0.064 mg/L to 1.56mg/L. All influent data greater than 0.5 mg/L were reduced to 0.5 mg/L, the upper limit to the TAPE allowed influent concentration range, prior to calculating the pollutant removal. A bootstrap estimate of the LCL95 of the mean total phosphorus reduction was 64%.7. The system experienced rapid sediment loading and needed to be maintained after 1.5months. Monitoring personnel observed similar sediment loading issues with other systemsevaluated at the Test Facility. The runoff from the Test Facility may not be indicative ofmaintenance requirements for all sites. Laboratory Testing 1. Good Harbour Laboratories (GHL) conducted laboratory testing at their site in Mississauga,Ontario in October 2017 following the New Jersey Department of Environmental ProtectionLaboratory Protocol for Filtration MTDs. The testing evaluated a 4-foot by 6-foot standard biofiltration chamber and inlet contour rack with bypass weir. The test sediment used during the testing was custom blended by GHL using various commercially available silica sands, which had an average d50 of 69 µm. Based on the lab test results: a.GHL evaluated removal efficiency over 15 events at a Maximum Treatment Flow Rate (MTFR) of 37.6 gpm, which corresponds to a MTFR to effective filtration treatment arearatio of 1.80 gpm/ft2. The system, operating at 100% of the MTFR with an averageinfluent concentration of 201.3 mg/L, had an average removal efficiency of 99 percent.b. GHL evaluated sediment mass loading capacity over an additional 16 events using aninfluent SSC concentration of 400 mg/L. The first 11 runs were evaluated at 100% of the MTFR. The BioPod began to bypass, so the remaining 5 runs were evaluated at 90% ofthe MTFR. The total mass of the sediment captured was 245.0 lbs and the cumulativemass removal efficiency was 96.3%.2. Herrera Environmental Consultants Inc. conducted laboratory testing in September 2014 atthe Seattle University Engineering Laboratory. The testing evaluated the flushing characteristics, hydraulic conductivity, and pollutant removal ability of twelve differentmedia blends. Based on this testing, Oldcastle Infrastructure, Inc. selected one media blend,Mix 8, for inclusion in their TAPE evaluation of the BioPod™ Biofilter.a.Herrera evaluated Mix 8 in an 8-inch diameter by 36-inch tall polyvinyl chloride (PVC)column. The column contained 18-inches of Mix 8 on top of 6-inches of pea gravel. The BioPod will normally include a 3-inch mulch layer on top of the media layer; however,this was not included in the laboratory testing.b. Mix 8 has a hydraulic conductivity of 218 inches per hour; however, evaluation of thepollutant removal ability of the media was based on an infiltration rate of 115 inches perhour. The media was tested at 75%, 100%, and 125% of the infiltration rate. Based on the lab test results: The system was evaluated using natural stormwater. The dissolved copper anddissolved zinc concentrations in the natural stormwater were lower than the TAPEinfluent standards; therefore, the stormwater was spiked with 66.4 mL of 100 mg/L Cu solution and 113.6 mL of 1,000 mg/L Zn solution. The BioPod removed an average of 81% of TSS, with a mean influent concentrationof 48.4 mg/L and a mean effluent concentration of 9.8 mg/L. The BioPod removed an average of 94% of dissolved copper, with a mean influent concentration of 10.6 µg/L and a mean effluent concentration of 0.6 µg/L. The BioPod removed an average of 97% of dissolved zinc, with a mean influentconcentration of 117 µg/L and a mean effluent concentration of 4 µg/L. The BioPod removed an average of 97% of total phosphorus, with a mean influent concentration of 2.52 mg/L and a mean effluent concentration of 0.066 mg/L. Whentotal phosphorus influent concentrations were capped at the TAPE upper limit of 0.5mg/L, calculations showed an average removal of 87%. Other BioPod Related Issues to be Addressed By the Company: 1. Conduct hydraulic testing to obtain information about maintenance requirements on a sitewith runoff that is more typical of the Pacific Northwest. Technology Description: Download at https://oldcastleprecast.com/stormwater/bioretention-biofiltration-applications/bioretention-biofiltration-solutions/ Contact Information: Applicant: Chris Demarest Oldcastle Infrastructure, Inc. (925) 667-7100Chris.demarest@oldcastle.com Applicant website: https://oldcastleprecast.com/stormwater/ Ecology web link: https://ecology.wa.gov/Regulations-Permits/Guidance-technical- assistance/Stormwater-permittee-guidance-resources/Emerging-stormwater-treatment-technologies Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444douglas.howie@ecy.wa.gov Revision History Date Revision March 2018 GULD granted for Basic Treatment March 2018 Provisional GULD granted for Enhanced and Phosphorus Treatment June 2016 PULD Granted April 2018 GULD for Basic and Provisional GULD for Enhanced and Phosphorus granted, changed name to BioPod from TreePod July 2018 GULD for Enhanced and Phosphorus granted Inspection & Maintenance seCTion 4 Inspection and Maintenance Guide BIOPODTM SYSTEM WITH STORMMIX™ MEDIA BioPod™ Biofilter with StormMix™ Biofiltration Media Description The BioPod™ Biofilter System (BioPod) is a stormwater biofiltration treatment system used to remove pollutants from stormwater runoff. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater and pollute downstream receiving waters unless treatment is provided. The BioPod system uses proprietary StormMix™ biofiltration media to capture and retain pollutants including total suspended solids (TSS), metals, nutrients, gross solids, trash and debris as well as petroleum hydrocarbons. Function The BioPod system uses engineered, high-flow rate filter media to remove stormwater pollutants, allowing for a smaller footprint than conventional bioretention systems. Contained within a compact precast concrete vault, the BioPod system consists of a biofiltration chamber and an optional integrated high-flow bypass with a contoured inlet rack to minimize scour. The biofiltration chamber is filled with horizontal layers of aggregate (which may or may not include an underdrain), biofiltration media and mulch. Stormwater passes vertically down through the mulch and biofiltration media for treatment. The mulch provides pretreatment by retaining most of the solids or sediment. The biofiltration media provides further treatment by retaining finer sediment and dissolved pollutants. The aggregate allows the media bed to drain evenly for discharge through an underdrain pipe or by infiltration. Configuration The BioPod system can be configured with either an internal or external bypass. The internal bypass allows both water quality and bypass flows to enter the treatment vault. The water quality flows are directed to the biofiltration chamber while the excess flows are diverted over the bypass weir without entering the biofiltration chamber. Both the treatment and bypass flows are combined in the outlet area prior to discharge from the structure. BioPod units without an internal bypass are designed such that only treatment flows enter the treatment structure. When the system has exceeded its treatment capacity, ponding will force bypass flows to continue down the gutter to the nearest standard catch basin or other external bypass structure. The BioPod system can be configured as a tree box filter with tree and grated inlet, as a planter box filter with shrubs, grasses and an open top, or as an underground filter with access risers, doors and a subsurface inlet pipe. The optional internal bypass may be incorporated with any of these configurations. In addition, an open bottom configuration may be used to promote infiltration and groundwater recharge. The configuration and size of the BioPod system is designed to meet the requirements of a specific project. Inspection & Maintenance Overview State and local regulations require all stormwater management systems to be inspected on a regular basis and maintained as necessary to ensure performance and protect downstream receiving waters. Without maintenance, excessive pollutant buildup can limit system performance by reducing the operating capacity of the system and increasing the potential for scouring of pollutants during periods of high flow. Some configurations of the BioPod may require periodic irrigation to establish and maintain vegetation. Vegetation will typically become established about two years after planting. Irrigation requirements are ultimately dependent on climate, rainfall and the type of vegetation selected. 2 INSPECTION AND MAINTENANCE GUIDE 3 Maintenance Frequency Periodic inspection is essential for consistent system performance and is easily completed. Inspection is typically conducted a minimum of twice per year, but since pollutant transport and deposition varies from site to site, a site-specific maintenance frequency should be established during the first two or three years of operation. Inspection Equipment The following equipment is helpful when conducting BioPod inspections: •Recording device (pen and paper form, voice recorder, iPad, etc.) •Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.)•Traffic control equipment (cones, barricades, signage, flagging, etc.)•Manhole hook or pry bar •Flashlight •Tape measure Inspection Procedures BioPod inspections are visual and are conducted without entering the unit. To complete an inspection, safety measures including traffic control should be deployed before the access covers or tree grates are removed. Once the covers have been removed, the following items should be checked and recorded (see form provided on page 6) to determine whether maintenance is required: •If the BioPod unit is equipped with an internal bypass, inspect the contoured inlet rack and outlet chamber and note whether there are any broken or missing parts. In the unlikely event that internal parts are broken or missing, contact Oldcastle Infrastructure at (800) 579-8819 to determine appropriate corrective action. •Note whether the curb inlet, inlet pipe, or – if the unit is equipped with an internal bypass – the inlet rack is blocked or obstructed. •If the unit is equipped with an internal bypass, observe, quantify and record the accumulation of trash and debris in the inlet rack. The significance of accumulated trash and debris is a matter of judgment. Often, much of the trash and debris may be removed manually at the time of inspection if a separate maintenance visit is not yet warranted. •If it has not rained within the past 24 hours, note whether standing water is observed in the biofiltration chamber. •Finally, observe, quantify and record presence of invasive vegetation and the amount of trash and debris and sediment load in the biofiltration chamber. Erosion of the mulch and biofiltration media bed should also be recorded. Sediment load may be rated light, medium or heavy depending on the conditions. Loading characteristics may be determined as follows: o Light sediment load – sediment is difficult to distinguish among the mulch fibers at the top of the mulch layer; the mulch appears almost new. o Medium sediment load – sediment accumulation is apparent and may be concentrated in some areas; probing the mulch layer reveals lighter sediment loads under the top 1” of mulch. o Heavy sediment load – sediment is readily apparent across the entire top of the mulch layer; individual mulch fibers are difficult to distinguish; probing the mulch layer reveals heavy sediment load under the top 1” of mulch. Often, much of the invasive vegetation and trash and debris may be removed manually at the time of inspection if a separate maintenance visit is not yet warranted. 4 Maintenance Indicators Maintenance should be scheduled if any of the following conditions are identified during inspection: •The concrete structure is damaged or the tree grate or access cover is damaged or missing.•The curb inlet or inlet rack is obstructed.•Standing water is observed in the biofiltration chamber more than 24 hours after a rainfall event (use discretion if the BioPod is located downstream of a storage system that attenuates flow). •Trash and debris in the inlet rack cannot be easily removed at the time of inspection. •Trash and debris, invasive vegetation or sediment load in the biofiltration chamber is heavy or excessiveerosion has occurred. Maintenance Equipment The following equipment is helpful when conducting DVS maintenance: •Suitable clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.)•Traffic control equipment (cones, barricades, signage, flagging, etc.) •Manhole hook or pry bar •Flashlight •Tape measure•Rake, hoe, shovel and broom•Bucket •Pruners •Vacuum truck (optional) Maintenance Procedures Maintenance should be conducted during dry weather when no flows are entering the system. All maintenance may be conducted without entering the BioPod structure. Once safety measures such as traffic control are deployed, the access covers may be removed and the following activities may be conducted to complete maintenance: •Remove all trash and debris from the curb inlet and inlet rack manually or by using a vacuum truck as required. •Remove all trash and debris and invasive vegetation from the biofiltration chamber manually or by using avacuum truck as required.•If the sediment load is medium or light but erosion of the biofiltration media bed is evident, redistribute the mulch with a rake or replace missing mulch as appropriate. If erosion persists, rocks may be placed in the eroded area to help dissipate energy and prevent recurring erosion. •If the sediment load is heavy, remove the mulch layer using a hoe, rake, shovel and bucket, or by using avacuum truck as required. If the sediment load is particularly heavy, inspect the surface of the biofiltrationmedia once the mulch has been removed. If the media appears clogged with sediment, remove and replace one or two inches of biofiltration media prior to replacing the mulch layer. •Prune vegetation as appropriate and replace damaged or dead plants as required. •Replace the tree grate and/or access covers and sweep the area around the BioPod to leave the site clean.•All material removed from the BioPod during maintenance must be disposed of in accordance with localenvironmental regulations. In most cases, the material may be handled in the same manner as disposal of material removed from sumped catch basins or manholes. Natural, shredded hardwood mulch should be used in the BioPod. Timely replacement of the mulch layer according to the maintenance indicators described above should protect the biofiltration media below the mulch layer from clogging due to sediment accumulation. However, whenever the mulch is replaced, the BioPod should be visited 24 hours after the next major storm event to ensure that there is no standing water in the biofiltration chamber. Standing water indicates that the biofiltration media below the mulch layer is clogged and must be replaced. Please contact Oldcastle Infrastructure at (800) 579-8819 to purchase the proprietary StormMix™ biofiltration media. 5 BioPod Tree Module BioPod Media Module BioPod Planter Module BioPod Media Vault 6 Curb Inlet or Inlet Rack Blocked Notes: Yes No BioPod Inspection & Maintenance Log BioPod Model__________________________ Inspection Date________________________ Location______________________________________________________________________________ Condition of Internal Components Notes: Good Damaged Missing Standing Water in Biofiltration Chamber Notes: Yes No Trash and Debris in Inlet Rack Notes: Yes No Trash and Debris in Biofiltration Chamber Notes: Yes No Maintenance Requirements Yes - Schedule Maintenance No - Schedule Re-Inspection Invasive Vegetation in Biofiltration Chamber Notes: Yes No Sediment in Biofiltration Chamber Notes: Light Medium Heavy Erosion in Biofiltration Chamber Notes: Yes No BUILDINGSTRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS May 2019 v.1 www.oldcastleinfrastructure.com 800-579-8819 BIOPOD® Appendix A Parcel & Basin Information Fair, Equitable, and Understandable Property Valuations You're in: Assessor >> Look up Property Info >> eReal Property Department ofAssessments 500 FourthAvenue,Suite ADM- AS-0708,Seattle, WA98104 Office Hours:Mon - Fri 8:30 a.m. to4:30 p.m. TEL: 206-296-7300 FAX: 206-296-5107TTY: 206-296-7888 Send us mail ADVERTISEMENT New SearchProperty Tax BillMap This PropertyGlossary of TermsArea ReportProperty Detail PARCEL ParcelNumber 322405-9049 Name PORT QUENDALL COMPANY SiteAddress Legal POR GL 1 LY S OF SE 80TH ST SELY OF LAKE WASH BLVD W OF ST HWY 2-A & NELY OF LN RNNG N62-59-05 W FR PT S 01-42-13 E 986.85 FT FR NE COR SD GL TGW VAC POR SE 80TH ADJ TGW PORSOF GL 1 SEC 32-24-05 & GL 5 SEC 29-24-05 DAF - BAAP ON N LN OF SD GL 1 N 88-47-36 W 797.2 FTM/L FR NE COR THOF - HES 4 & 65.6 ON TEMP CONNECTION OF SR 405 TH S 01-12-24 W 30 FT TOSLY MGN OF VAC SE 80TH ST AT PT OF CRV TO LEFT - RAD CTR BRS S 01-12-24 W 256.5 FT TH WLY& SWLY - PLW SD TEMP CONNECTION - TO NXN X-LN R/W LN OF SR 405 TH NELY - ALG SD X-LN R/WBEING A CRV TO RGT HAVING A RAD OF 1115.92 FT TO NXN RA-LN R/W OF SD HWY AT A PT 50 FTSELY - MEAS RAD - FR SD X-LN & AT A PT 437.58 FT NELY - WHEN MEAS ALG SD X-LN R/W - FR PTOPPOSITE HES X 998+05.94 & S 59-02-16 E 30 FT THEREFROM TH S 32-59-47 E ALG SD RA-LN R/W11.60 FT TAP ON A CRV TO LEFT HAVING A RAD OF 180 FT TH CONTG ON SD RA-LN ALG SD CRV ANARC DIST OF 68.23 FT TAP ON A CRV TO RGT HAVING A RAD OF 120 FT TH CONTG ON SD RA-LN ANARC DIST OF 62.80 FT TO NLY MGN OF SD VAC SE 80TH ST TH S 88-47-36 E 70.46 FT ALG SD NLYMGN - BEING ALSO A R/W LN OF SD HWY - TH S 30-21-54 E TO N LN OF SD GL 1 TH N 88-47-36 WALG SD N LN TO POB LESS POR FOR RD PER REC# 20110415000140 BUILDING 1 Year Built 1975 Building Net Square Footage 31200 Construction Class PREFAB STEEL Building Quality LOW COST Lot Size 312776 Present Use Industrial(Light) Views No Waterfront TOTAL LEVY RATE DISTRIBUTION Tax Year: 2019 Levy Code: 2100 Total Levy Rate: $10.70262 Total Senior Rate: $6.35966 44.96% Voter Approved Click here to see levy distribution comparison by year. TAX ROLL HISTORY Valued Year Tax Year Appraised Land Value ($) Appraised Imps Value ($) Appraised Total ($) Appraised Imps Increase ($) Taxable Land Value ($) Taxable Imps Value ($) Taxable Total ($) 2018 2019 7,193,800 1,000 7,194,800 0 7,193,800 1,000 7,194,800 2017 2018 6,881,000 1,000 6,882,000 0 6,881,000 1,000 6,882,000 2016 2017 6,568,200 1,000 6,569,200 0 6,568,200 1,000 6,569,200 2015 2016 6,411,900 1,000 6,412,900 0 6,411,900 1,000 6,412,900 2014 2015 6,255,500 1,000 6,256,500 0 6,255,500 1,000 6,256,500 2013 2014 6,255,500 1,000 6,256,500 0 6,255,500 1,000 6,256,500 2012 2013 6,255,500 1,000 6,256,500 0 6,255,500 1,000 6,256,500 2011 2012 6,255,500 1,000 6,256,500 0 6,255,500 1,000 6,256,500 2010 2011 6,255,500 1,000 6,256,500 0 6,255,500 1,000 6,256,500 2009 2010 6,310,000 1,000 6,311,000 0 6,310,000 1,000 6,311,000 ADVERTISEMENT ReferenceLinks: King County TaxingDistricts Codes andLevies (.PDF) King County TaxLinks Property Tax Advisor Washington StateDepartment ofRevenue (Externallink) Washington StateBoard of TaxAppeals (Externallink) 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... Get help Contact us Customer service Phone list Employee directory Subscribe to alerts Stay connected! View King County social media © King County, WA 2019 Privacy Accessibility Terms of use 2008 2009 6,310,000 1,000 6,311,000 0 6,310,000 1,000 6,311,000 2007 2008 5,048,000 1,000 5,049,000 0 5,048,000 1,000 5,049,000 2006 2007 4,101,500 1,000 4,102,500 0 4,101,500 1,000 4,102,500 2005 2006 3,786,000 1,000 3,787,000 0 3,786,000 1,000 3,787,000 2004 2005 3,786,000 1,000 3,787,000 0 3,786,000 1,000 3,787,000 2003 2004 3,470,500 1,000 3,471,500 0 3,470,500 1,000 3,471,500 2002 2003 3,470,500 1,000 3,471,500 0 3,470,500 1,000 3,471,500 2001 2002 3,470,500 1,000 3,471,500 0 3,470,500 1,000 3,471,500 2000 2001 3,470,500 1,000 3,471,500 0 3,470,500 1,000 3,471,500 1999 2000 1,104,300 1,102,500 2,206,800 0 1,104,300 1,102,500 2,206,800 1998 1999 1,104,300 1,107,400 2,211,700 0 1,104,300 1,107,400 2,211,700 1997 1998 0 0 0 0 1,104,300 597,900 1,702,200 1996 1997 0 0 0 0 1,104,300 597,900 1,702,200 1994 1995 0 0 0 0 1,104,300 597,900 1,702,200 1992 1993 0 0 0 0 1,104,300 597,900 1,702,200 1990 1991 0 0 0 0 1,104,300 552,100 1,656,400 1988 1989 0 0 0 0 1,104,300 552,100 1,656,400 1986 1987 0 0 0 0 1,104,300 552,100 1,656,400 1984 1985 0 0 0 0 1,104,300 552,100 1,656,400 1983 1984 0 0 0 0 630,800 552,100 1,182,900 1982 1983 0 0 0 0 630,800 552,100 1,182,900 ADVERTISEMENT Updated: Jan. 29, 2019 Share Tweet Email Information for...Do more online Get help Appendix B Resource Review & Off-site Analysis Documentation 4,514752 City Zoning Map This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 05/07/2019 Legend 512 0 256 512 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Boundary Parcels Zoning 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 Overlay Districts Auto Mall A Auto Mall B Auto Mall C Employment Area Valley City Center Sign Regulation Area Urban Design District A Urban Design District B Urban Design District C Urban Design District D Urban Separator Downtown Business District Streets Points of Interest Parks Waterbodies Map Extent2010 World Imagery Low Resolution 15m Imagery High Resolution 60cm Imagery High Resolution 30cm Imagery Citations Streets Points of Interest Parks Waterbodies 2015.sid Red: Band_1 Green: Band_2 Blue: Band_3 Site Site 4,514752 City Flood Hazard Areas Map This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 05/07/2019 Legend 512 0 256 512 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Boundary Parcels Floodway Special Flood Hazard Areas (100 year flood) Environment Designations Natural Shoreline High Intensity Shoreline Isolated High Intensity Shoreline Residential Urban Conservancy Jurisdictions Streams (Classified) <all other values> Type S Shoreline Type F Fish Type Np Non-Fish Type Ns Non-Fish Seasonal Unclassified Not Visited Streets Points of Interest Parks Waterbodies Map Extent2010 World Imagery Low Resolution 15m Imagery High Resolution 60cm Imagery High Resolution 30cm Imagery Citations Streets Points of Interest Parks Waterbodies 2015.sid Red: Band_1 Green: Band_2 Blue: Band_3 Site King County May Creek Drainage Basin Map Date: 5/7/2019 Notes:±The information included on this map has been compiled by King County staff from a variety of sources and is subject tochange 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 intended for use as a surveyproduct. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. Legend Parcels River facilities levee pump station revetment constructed channel Elevation certificates FEMA preliminaryfloodway FEMA preliminary100-year floodplain Flood other areas 0.2% annual chanceflood hazard (500year) zone X protected bylevee Hydrogauges active inactive Streams Drainage basins Site !!! ! ! !!!!! ! ! !! ! ! !! ! !! 3: 3: 3: 3: 3: 3: 5: 5: (: 3:$ 3: 3: ,§- ,§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5HIHUHQFH& 5HQWRQ&LW\/LPLWV 3RWHQWLDO$QQH[DWLRQ$UHD *URXQGZDWHU3URWHFWLRQ$UHD%RXQGDU\ $TXLIHU3URWHFWLRQ$UHD=RQH $TXLIHU3URWHFWLRQ$UHD=RQH0RGLILHG 6RLO7\SH $J% $J& $J' $N) $P% $P& $Q %H& %H' %K %U (Y% (Y& (Y' (Z& ,Q$ ,Q& ,Q' .S% .S& .S' 0D 1J 1N 1R 2U 2V 2Y& 2Y' 3,76 3F 3N 3X 3\ 5G& 5G( 5H 5K 6K 6N 6P 6R 7X 8U : :R 'DWH 0LOHVq6RLO6XUYH\ Site 4,514752 City Landslide Hazard Areas Map This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 05/07/2019 Legend 512 0 256 512 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Boundary Parcels Landslide Very High High Moderate Unclassified Streets Points of Interest Parks Waterbodies Map Extent2010 World Imagery Low Resolution 15m Imagery High Resolution 60cm Imagery High Resolution 30cm Imagery Citations Streets Points of Interest Parks Waterbodies 2015.sid Red: Band_1 Green: Band_2 Blue: Band_3 Site King County STORM DRAINAGE COMPLAINTS Da te: 5/7/2019 No tes:±The information included on this map has been compiled by King County staff from a variety of sources and is subject tochange 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 intended for use as a surveyproduct. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. Legend Parcels Stormwater facilities Bonded Commercial-MF Commercial-SF Construction DOT FMD Regional Residential Drainage complaints Site Appendix C Special Reports and Studies Geotechnical Engineering Design Study Pan Abode Redevelopment Site Renton, Washington Prepared for Port Quendall Company May 20, 2021 19442-00 19442-00 May 20, 2021 Contents INTRODUCTION 1 SITE AND PROJECT DESCRIPTION 1 GENERALIZED SUBSURFACE CONDITIONS 2 Site Soils 3 Groundwater 3 SEISMIC DESIGN CONSIDERATIONS 3 Seismic Setting 3 Seismically Induced Geotechnical Hazards 4 Surface Fault Rupture 4 Soil Liquefaction 4 Lateral Spreading 5 Seismic Design Parameters 5 GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS 6 General Considerations 7 Site Preparation and Grading 7 Augercast Pile Foundations 9 Vertical AC Pile Capacity (Compressive and Uplift) 9 Pile Downdrag Loads 10 Lateral AC Pile Loads 11 Pile Group Effects 11 Pile Cap and Grade Beam Passive Resistance 12 Pile Settlement 12 AC Pile Installation Considerations 13 Ground Improvement (GI) 14 General GI Design Criteria 14 GI Design Methodologies and Quality Control 15 GI Building Subgrade Preparation 16 Shallow Foundations 17 Concrete Slab-on-Grade Floors 18 Building Drainage Considerations 18 Asphalt Pavement Design and Subgrade Preparation 19 Pavement Subgrade Preparation 20 Stormwater Infiltration Considerations 20 Structural Fill 20 Use of On-Site Soil as Structural Fill 21 ii | Contents 19442-00 May 20, 2021 Imported Structural Fill 21 Temporary Open Cuts 22 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 22 Post-Report Design Services 22 Construction Observation Services 23 TABLES Table 1 – Building Code Seismic Design Parameters Error! Bookmark not defined. Table 2 – Vertical AC Pile Capacities (Compressive and Uplift) 10 Table 3 – LPILE Soil Parameters 11 Table 4 – LPILE Group Reduction Factors (P-Multipliers) 12 Table 5 – Typical Asphalt Pavement Design Sections 19 FIGURES 1 Vicinity Map 2 Site and Exploration Plan APPENDIX A Field Exploration Methods and Analysis APPENDIX B Soil Laboratory Testing APPENDIX C Historical Explorations 19442-00 May 20, 2021 Geotechnical Engineering Design Study Pan Abode Redevelopment Site Renton, Washington INTRODUCTION This report presents the results of our subsurface explorations and geotechnical engineering design study for the proposed Pan Abode Redevelopment Site in Renton, Washington. Our scope of work for this study included: Reviewing historical site explorations (Hart Crowser, 1985) within the south-central portion of the site where a multi-story residential building/garage will be located. Completing two mud-rotary borings within the planned area of a multi-story Sound Transit garage structure in the northern portion of the site. Collecting boring soil samples and performing laboratory index tests on representative samples. Evaluating subsurface conditions and site liquefaction potential. Completing geotechnical engineering analyses and providing geotechnical design recommendations for: • Building foundation options, including augercast (AC) piles and ground improvement/shallow foundations; • Structural/Slab-on-grade concrete floors; • Asphalt pavement sections for new parking areas and access roads; • Seismic design criteria; • Subsurface drainage; • On-site stormwater infiltration feasibility; and • Structural fill. Summarizing our findings in this report. We completed this work in general accordance with the scope of work in our master services agreement and Statement of Work with the Port Quendall Company, dated January 22, 2019. This report was prepared for the exclusive use of the Port Quendall Company, Vulcan Real Estate, and their design consultants and construction contractors, for specific application to the subject project and site. We completed this study in accordance with geotechnical practices generally accepted for work of a similar nature done in the same timeframe, in the same or similar localities, and under similar conditions. No other warranty, express or implied, is made. SITE AND PROJECT DESCRIPTION The project site is located at the former Pan Abode Redevelopment Sitesite located at 4350 Lake Washington Boulevard in Renton, Washington, as shown on Figure 1 (Vicinity Map). Current site development plans call for demolition of the existing structures and construction of three four-story, at- grade, residential building/garage with a footprint area on the order of 31,256 square feet (sf), 19,681 sf, 2 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 and 17,614 sf located in the north, southeast, and southwest portions of the site, respectively. This building is expected to consist of a concrete garage core with a wrap-around, wood-framed residential structure. A multi-story, elevated Sound Transit garage with a roughly 30,000 sf footprint area is also planned within the northern portion of the site, along with two smaller, single-story buildings (daycare and flexible space). All these structures will be surrounded by associated asphalt car parking/driveways and landscaping areas. The existing ground surface generally ranges from an elevation of 30 to 33 feet across the site, and planned developed grades are expected to be similar. We understand that finished slab-on- grade elevations have not yet been determined for the structures. The general layout of the proposed site development is shown on Figure 2 (Site and Exploration Plan). Structural and architectural details and loading requirements of the planned buildings are not currently known. Because of the settlement-prone subsurface conditions (loose to medium dense site soils and potential soil liquefaction), the building foundation system is expected to consist of either pile-supported building/floors or shallow foundations and slab-on-grade over a ground improvement (GI) subgrade. We understand that the project was reactivated in January 2021 and the proposed redevelopment plan has changed. We have reviewed the changes to the site plan and provide updated engineering recommendations. Based on our review of the latest redevelopment configuration, dated January 19, 2021, we understand the project will now include three above-grade parking structures located at the north, southeast, and southwest zones of the site. The site redevelopment will also include several four-story wood structures and surface pavement. GENERALIZED SUBSURFACE CONDITIONS Our understanding of the subsurface conditions at the proposed office building site is based on data from field explorations, soil laboratory tests, and a review of historical boring logs from a previous Hart Crowser site subsurface investigation in 1985. Current exploration logs, laboratory test results, and historical exploration logs are presented in Appendices A, B, and C. The historical borings were generally advanced up to a depth of 65 feet below existing ground surface (bgs) within the central portion of the site, and included two groundwater monitoring wells (not visible today). In March 2019, we advanced two mud-rotary borings (HC-B1, HC-B2) near the outside corners of the proposed Sound Transit garage in the north portion of the site, to supplement the historical explorations (see Figure 2 for locations). A groundwater monitoring well was installed at boring location HC-B2. The current explorations in the north portion of the site generally confirmed similar subsurface conditions to the central portion of the site (from historical logs), indicating relatively uniform subsurface conditions across the site. The explorations reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations will not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we may need to modify our conclusions and recommendations in this report to reflect the actual site conditions. Pan Abode Redevelopment Site | 3 19442-00 May 20, 2021 Site Soils The near-surface soil conditions within the central portion of the site (proposed residential building area) is generally composed of 1 to 2 feet of historical fill over about 15 feet of interlayered, soft to medium stiff silt and loose to medium dense sand/silty sand with variable amounts of gravel and trace organics. These soft/loose upper soils appear to extend slightly deeper into the northern portion of the site (20 to 25 feet bgs). Below these soft/loose to medium stiff/medium dense upper soils, our current and historical borings encountered dense to very dense, interlayered sand, silty sand with gravel, and silty/sandy gravel with cobbles. These dense underlying soils are interpreted as glacially overconsolidated and considered suitable for support of deep foundations (i.e., soil bearing layer). Groundwater Generally, the historical explorations (September 1985) within the central portion of the site indicate a groundwater level ranging from 4 to 9 feet bgs (generally between elevations of 24 to 27 feet). Current groundwater monitoring well readings (March 25, 2019) in HC-B2 and an undocumented well within the northeast portion of the site indicate a static groundwater level ranging between 2 to 3.5 feet bgs (corresponding to an elevation of 30 feet). We interpret the higher current groundwater level readings to be reflective of seasonally high conditions during the wetter winter/late spring months. Similarly, high seasonal groundwater conditions are expected to also exist across other portions of the development site. Groundwater levels presented herein were observed at the times indicated on the exploration logs. Throughout the year, groundwater levels are expected to fluctuate in response to changing precipitation patterns, off-site construction activities, changes in site use, or other factors. SEISMIC DESIGN CONSIDERATIONS The site is located in a seismically active area. In this section, we describe the seismic setting for the project site, discuss seismically induced geotechnical hazards, and provide code-based seismic design parameters. We understand the seismic design of the proposed structure will be based on the 2018 International Building Code (IBC). Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone , in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main types of earthquakes are typically associated with subduction zone environments—crustal, intraplate, and interplate earthquakes. The U.S. Geological Survey (USGS) earthquake database used to develop probability based seismic design parameters includes all three types of earthquakes. Recent fault trenching and seismic records in the Puget Sound area clearly indicate a distinct shallow zone of crustal seismicity (e.g., the Seattle and Tacoma Fault Zones) that may have surficial expressions and can extend to depths of up to 25 to 30 kilometers. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraslab earthquakes at depths of 40 to 70 kilometers beneath the Puget Sound 4 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 region (e.g., the 1949, 1964, and 2001 earthquakes) and interplate earthquakes at shallow depths near the Washington coast (e.g., the 1700 earthquake with an approximate magnitude of 8 to 9). Seismically Induced Geotechnical Hazards Potential for seismically-induced geotechnical hazards in a seismically active area generally include surface fault rupture, soil liquefaction, and lateral spreading. The risks associated with each, relative to the project site, are discussed in this section. Surface Fault Rupture The project site is located within less than a mile of the mapped Class A Seattle Fault Zone (USGS Interactive Fault Map; https://earthquake.usgs.gov/hazards/qfaults/; accessed April 12, 2019), which runs roughly in a northwest to southeast direction through the southern end of Mercer Island. Because of the relatively close distance from this fault zone, there is a potential of surface rupturing at the project site. However, we consider the risk of surface damage from potential rupturing at the Pan Abode site to be relatively low, given the distance to the mapped fault and the significant amount of sediment underlying the site (at least 75 feet, based on explorations). This relatively thick sediment layer will tend to reduce the potential surface impact of possible bedrock rupturing at depth. Soil Liquefaction Liquefaction is a phenomenon caused by a rapid increase in porewater pressure that reduces the effective stress between soil particles, resulting in the sudden loss of shear strength in the soil. Granular soils that rely on inter-particle friction for strength are susceptible to liquefaction until the excess pore pressures can dissipate. Sand boils and flows observed at the ground surface after an earthquake are the result of excess pore pressures dissipating upward, carrying soil particles with the draining water. In general, loose, saturated sandy soils with low silt and clay contents are the most susceptible to liquefaction. Silty soils with low plasticity are moderately susceptible to liquefaction under relatively higher levels of ground shaking. For any soil type, the soil must be saturated for liquefaction to occur. Liquefaction can cause ground surface settlement, lateral spreading, or slope displacement, depending on the site-specific topographical conditions. Given the presence of potentially liquefiable soil conditions in our explorations, we performed a site-specific soil liquefaction evaluation using the standard penetration test (SPT) based procedures outlined by Idriss and Boulanger (2008), using soil laboratory test data. We assumed an earthquake magnitude of 7.1 and a site class adjusted surface peak ground acceleration (PGA) of 0.537 for a 2,475-year seismic event, in accordance with the current IBC (2018 IBC). The results of our analysis indicate that significant portions of the soft fine-grained soils and loose to medium-dense sandy soils in the upper 15 to 25 feet bgs are susceptible to liquefaction during the anticipated design earthquake event (2018 IBC). The corresponding post-liquefaction settlement is estimated to be on the order of 3 to 9 inches (or more) across the site. Liquefaction is not expected to occur within the dense to very dense sand/gravel bearing soils at depth. Liquefaction-induced surface Pan Abode Redevelopment Site | 5 19442-00 May 20, 2021 settlement is not typically uniform across the area and can therefore result in significant differential settlement. Lateral Spreading Lateral spreading refers to horizontal ground movement caused by gravity-induced, lateral flow failure of the liquefied soil mass on gently sloping terrain or near steeply sloping ground along bodies of water (shorelines or river banks). Lateral movement of the ground surface under liquefied soil flow conditions may be large and can lead to cracking and separation of the ground surface. This can significantly affect the stability of shallow foundations and lateral loading on the upper portion of pile-supported foundation systems. Because the current and planned development is relatively level and not near a steep slope, the risk of potential lateral spreading is considered very low at this site. Seismic Design Parameters The basis of seismic design for the 2018 International Building Code (IBC) is the risk-targeted maximum considered earthquake (MCER) which is used to determine spectral response accelerations. The peak ground acceleration (PGA) is determined using the maximum considered earthquake geometric mean (MCEG). The MCER ground motion response accelerations are defined for the most severe earthquake considered by IBC 2018, determined for the orientation that results in the largest maximum response to horizontal ground motions, and adjusted for the targeted risk. The geometric mean PGA corresponding to MCEG is defined for the most severe earthquake without adjustment for the targeted risk. The most severe earthquake considered by the IBC has a 2 percent probability of exceedance in 50 years, corresponding to a 2,475-year return period. The mapped response spectra are based on Site Class B (rock) conditions. Seismic parameters are adjusted based on the actual site conditions, generalized as the soil site class. IBC 2018 defines the design spectral acceleration parameters at short periods (SSD), and at the one-second period (S1D) as two-thirds of the corresponding site-class-adjusted MCER parameters (SMS and SM1). Similarly, ASCE 7-16 requires MCEG peak ground acceleration adjusted for site effects (PGAM) to be used for evaluation of liquefaction, lateral spreading, seismic settlements, and other soil-related issues. Based on the soil conditions, the seismic Site Class without consideration of liquefaction is Site Class D. Because a liquefaction hazard exists at the site, the site becomes Site Class F with the exception that if the building period is less than 0.5 seconds, the site may be considered Site Class D per Section 20.3.1 of ASCE 7-16. We understand that the building period is less than 0.5 seconds. The seismic design parameters for this site were obtained from the USGS U.S. Seismic Design Maps web application (https://earthquake.usgs.gov/ws/designmaps/asce7-16.json?latitude=47.53036&longitude=- 122.19932&riskCategory=II&siteClass=D&title=PanAbode_1944200), accessed on March 31, 2021. The 6 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 seismic design parameters are provided in Table 1. Please refer to the discussion following this table before using these parameters. Table 1 – Building Code Seismic Design Parameters Parameter Value Site Class D Latitude 47.53036 Longitude -121.19932 Peak Ground Acceleration (PGA) 0.678 g MCE Spectral Response at Short Periods (Ss) 1.442 g MCE Spectral Response at 1-Second Period (S1) 0.497 g Site coefficient for PGA (Fpga) 1.100 Site coefficient for Short Periods (Fa) 1.000 Site coefficient for 1-Second Period (Fv) 1.803a Notes: a.Use of the parameters in this table requires the use of Exception 2 in ASCE 7-16 Section 11.4.8. Also reference ASCE 7-16 Supplement 1 Table 11.4-2. ASCE 7-16 Section 11.4.3 requires a ground motion hazard analysis for Site Class D sites with S1 greater than 0.2 unless Exception 2 in Section 11.4.8 is taken. The exception requires the seismic response coefficient CS be determined by Eq. (12.8-2) for values of T ≤ 1.5 TS and be taken as equal to 1.5 times the value computed in accordance with Eq (12.8-3) for TL ≥ T > 1.5 TS or Eq. (12.8-4) for T > TL. It is important to note that the seismic response coefficient (Cs) must be increased as described in ASCE 7-16 to take advantage of the code exception. These modifications are generally significant for taller structures with periods of 0.5 seconds or greater. The assumptions and requirements of Exception 2 should be communicated to the structural engineer and project team. Alternatively, Hart Crowser may be contracted to perform a ground motion hazard analysis to produce a site-specific response spectrum upon request. GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS This section of the report presents our conclusions and recommendations for the geotechnical aspects of building design and site development. Our geotechnical investigation and engineering analysis have been performed in accordance with generally accepted geotechnical practices. We have developed our conclusions and recommendations based on our current understanding of the project. If the nature or location of the project is different than we have assumed, Hart Crowser should be notified so we can confirm or modify our recommendations. Pan Abode Redevelopment Site | 7 19442-00 May 20, 2021 General Considerations The soft to medium stiff fine-grained and loose to medium dense granular near-surface soils at this site are compressible/potentially liquefiable and not generally considered suitable to directly support shallow building foundations. Given these subsurface conditions, we recommend the multi-story building foundations and floor slabs are supported either on deep pile foundations bearing in the non-liquefiable, denser sand layer at depth, or on shallow foundations bearing on ground improvement (GI) subgrade soils. Alternatively, the smaller, single-story buildings may be supported by a reinforced, floating slab-on-grade floor/foundation system, if the structural engineer deems this approach adequate to meet the seismic life and safety design requirements in the building code. Based on our experience with similar site developments and subsurface conditions, we recommend AC piles as the most suitable and cost-effective deep foundation system for this project. Given the expected building type/size and subsurface conditions at this site, we anticipate that 16- to 18-inch- diameter AC piles will likely provide suitable bearing capacity for this project. However, larger diameter AC piles could be considered if higher pile capacities than those provided in this report are required. Alternatively, GI may be used to reinforce the soft site soils and provide shallow foundation and slab-on-grade bearing support of the planned building, if cost-effective and feasible to the non-liquefiable soil depth at this site. GI techniques typically consist of gravel-filled, vertical elements that increase the surrounding soil stiffness and improve subsurface drainage. This greatly reduces the potential static/seismic settlement, allowing the use of shallow foundations and slab-on-grade floors (or a combined floor/column concrete mat foundation). Because of their proprietary nature, a GI system is typically incorporated as a design-build component of the construction plans, meeting certain design/construction criteria specified by the geotechnical and structural engineers (such as seismic assumptions and tolerable building settlements). Both of these foundation/floor slab support options are discussed in greater detail in the subsequent sections of this report, along with our general geotechnical design and construction recommendations. Provided that planned grades are the same or less than the existing ground surface (i.e., no additional fill to raise grades), potential long-term settlement of the soft/organic near-surface fine-grained soil within landscaped and paved areas around the planned buildings should be negligible. If a significant amount of fill is required to raise grades (generally more than 1 foot), HC should be allowed to review the location-specific potential for future settlement and provide mitigation measures, if necessary. Site Preparation and Grading Site preparation should provide a firm and non-yielding subgrade beneath footings, slabs-on-grade, new structural fill, and pavement sections. Initial site preparation will involve stripping existing pavement and vegetation, demolishing existing structures, removing existing foundation and floor elements, and abandoning in place or removing any underground utilities within the new building area. We recommend intercepting and diverting any potential sources of surface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system 8 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 will depend on the water quantity, season, weather conditions, construction sequence, and contractor’s methods, final decisions about drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will generally intercept surface water runoff during construction. After surface and near surface water sources have been controlled, the construction areas should be cleared and stripped of all vegetation, topsoil, debris, asphalt, and concrete. All prepared structural or pavement subgrade areas should be observed and approved by a representative of Hart Crowser. Visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other unsuitable material should be removed from the subgrade areas. The prepared subgrade should be inspected for soft areas, if necessary, by proof rolling with a fully loaded tandem-axle dump truck. Any identified soft areas should be overexcavated to firm subgrade and backfilled with properly compacted structural fill. Some of the subgrade soils revealed after stripping and cutting to subgrade elevation may consist of fine-grained, moisture-sensitive soils; care should be taken to protect these areas from rain and runoff water. Construction traffic should be avoided across moisture-sensitive subgrade soil areas during wet weather. We recommend site stripping and excavation be performed using a straight-edged bucket mounted on an excavator that does not traverse the final subgrade. Partial overexcavation may be required locally if unsuitable, organic-rich, or debris-laden fill material is encountered within new structural subgrade areas. We recommend any existing structures such as concrete foundations, slabs, or pile foundations be removed within 2 feet below the base of any new foundation, slab-on-grade, or pavement section. The purpose of this is to avoid uneven or inconsistent “hard spots” or ridges, which could lead to undesirable differential settlement beneath new structural elements. If feasible and cost-effective, existing concrete foundations/slabs may be crushed on site and recompacted as structural fill, under observation of the geotechnical engineer in the field. Ideally, the demolished concrete should be crushed to a maximum 2-inch size, to be suitable for recompaction, in accordance with our structural fill recommendations. If the existing warehouse building is pile-supported, the piles from the old structure may generally be left in place if they are not interfering with the locations of new pile elements and are more than 2 feet below the bottom of the proposed new foundations or concrete floor slab. We recommend reviewing the existing building plans, if available, to estimate the potential impact of the existing foundation system on the proposed development. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed and replaced, according to the structural fill recommendations in this report. Pan Abode Redevelopment Site | 9 19442-00 May 20, 2021 Augercast Pile Foundations Given the required depth to non-liquefiable bearing soil and the anticipated structural loading requirements, we recommend steel-reinforced AC piles as the most suitable and cost-effective deep foundation system for this project. The following sections provide our design recommendations and installation criteria for AC piles. Vertical AC Pile Capacity (Compressive and Uplift) For the anticipated subsurface conditions and structural loading requirements, we recommend using 16- to 18-inch-diameter AC piles. The bearing capacity of these piles will be achieved primarily from end bearing and frictional resistance within the deeper, dense to very dense sand/gravel bearing soil layer below the potentially liquefiable upper soils. Based on the referenced current and historical site explorations, the top of this sand bearing layer is expected to be located around a 15 foot elevation (NAVD88) within the southern portion of the site, and at gradually lower elevations going northward (decreasing to ‒5 feet near the north end of the site). This top-of-bearing soil layer surface is depicted by the elevation contour lines shown in Figure 2. We assumed in our bearing capacity analyses that the AC piles would penetrate a minimum of ten times the AC pile diameter, or 10 to 15 feet into the bearing layer for 16- and 18-inch AC piles, respectively. If unexpected subsurface conditions or top-of-bearing elevations are encountered during construction, pile lengths may need to be adjusted, based on actual drilling conditions observed in the field. Therefore, we recommend including an allowance in the contract documents for a unit cost adjustment (per foot), if longer or shorter AC piles are required. Our recommended vertical AC pile capacities for the minimum pile embedment into bearing soil discussed above are presented in Table 2 below. For design flexibility, we have also provided additional capacity if the piles are extended deeper than the minimum recommended (in 5-foot increments). The AC contractor should confirm that the final depths specified by the structural engineer are achievable with the installation methods they propose to use. 10 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 Table 2 – Vertical AC Pile Capacities (Compressive and Uplift) AC Pile Diameter (inches) Pile Embedment into Bearing Soil Layer (feet) a Static Compressive (tons) b, c Seismic Compressive (tons) d Seismic Uplift (tons) d 16 15 75 65 26 Each Additional 5 feet Deeper +7 +9 +9 18 15 90 75 30 Each Additional 5 feet Deeper +8 +11 +11 Notes: a. See Figure 2 for estimated top of bearing layer elevations. b. Factor of Safety = 2.0. c. Maximum static compressive capacity may be limited by structural pile considerations; we recommend not exceeding 90 and 100 tons, respectively, for 16- and 18-inch diameter piles, pending review by structural engineer. d. Factor of Safety = 1.5 for transient, short-term loading condition. Assumes coupled seismic analysis, with soil liquefaction occurring during seismic loading (i.e., no frictional resistance within and above liquefied soil layers). The vertical compressive and uplift capacities for AC piles presented in Table 2 are presented only as they relate to the frictional resistance and bearing capacity of the soil. The structural engineer should also verify the AC piles are structurally capable of supporting these pile capacities and lengths, in accordance with applicable building code requirements. Pile Downdrag Loads Downdrag loading typically occurs when soil settles around installed piles, either from static soil consolidation or following post-liquefaction settlement (seismic downdrag). The downward movement of the soil relative to the pile causes negative shaft resistance to act on the pile, which will add to the vertical compressive load on the pile. Downdrag loads should be considered a structural load on the pile, in addition to the building/structure loads supported by the pile. Based on the proposed development, static downdrag loading is not expected to occur at this site. However, seismic downdrag will likely occur due to the anticipated soil liquefaction during the design earthquake event. We estimate the seismic downdrag load at this site will be on the order of 18 tons (16- and 18-inch-diameter AC piles) within the northern portion of the site where the upper liquefaction zone may be up to 30 feet deep (Sound Transit garage location). Within the southern portion of the site, where the potential liquefaction zone is expected to be on the order of 15 to 20 feet deep (main residential/garage structure location), we estimate seismic downdrag loads will be on the order of 11 tons for the same pile diameters. We recommend the structural engineer incorporate these additional seismic downdrag loads in their pile design, and verify the combination of the building design load and the downdrag load is less than the allowable pile capacity based on soil bearing. Pan Abode Redevelopment Site | 11 19442-00 May 20, 2021 Lateral AC Pile Loads Lateral loads, which may be imposed on the piles by transient wind and/or earthquake forces, are resisted primarily by the horizontal bearing support of soil against the pile shaft. The resistance to lateral loads depends on the pile length, stiffness in the direction of loading, and degree of fixity at the head, as well as the adjacent soil properties. Deflection of laterally loaded piles is greatest at the head and gradually decreases with depth. The depth along a pile shaft at which deflection becomes insignificant is referred to as the depth of fixity. The lateral pile capacity is typically determined based on the allowable deflection criteria of the structure. The lateral deflection of the pile, in turn, depends primarily on the soil conditions within the upper portion of the pile shaft, and whether it is structurally fixed at the top (e.g., supported by grade beams) or not. Computer software programs (Ensoft LPILE, or similar) are commonly used to estimate the response of piles to lateral loads. For AC piles, the LPILE analysis requires input parameters that depend on the structural behavior of the concrete/grout and reinforcement used (such as the use of a reduced, cracked moment of inertia). Therefore, this is best performed by the structural engineer. For such lateral LPILE analyses, we recommend using the input parameters for a standardized soil profile, provided in Table 3 below. Using these static soil resistance values assumes a decoupled seismic analysis, with soil liquefaction occurring after the initial seismic loading. If a coupled seismic analysis is required, appropriate liquefied soil p-multipliers should be used in the LPILE analyses to model the reduced liquefied strength within the sand layers, as recommended by Washington State Department of Transportation (WSDOT; Brandenberg, 2007). Table 3 – LPILE Soil Parameters Elevation (feet, NAVD88) a Soil Unit Effective Unit Weight (pcf)a Friction Angle (deg) Kunsat (pci) Ksat (pci) North Parking Garage Main Residential Building USCS p-y Model Above 28 Above 30 SM API Sand 125 33 140 - 15 to 28 15 to 30 SM API Sand 65 33 - 80 10 to 15 N/A SM/GM API Sand 70 36 - 90 5 to 10 N/A ML API Sand 60 30 - 50 0 to 5 N/A SP/SM API Sand 70 36 - 200 Below 0 Below 15 SM/GM API Sand 75 42 - 250 Notes: a. Design groundwater level was generally assumed at 2 feet below existing ground surface. Pile Group Effects The estimated pile design values and recommendations provided above for compressive, uplift, and lateral loading conditions refer to single piles unaffected by group interactions. Generally, if piles are spaced at 12 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 least three diameters apart (center-to-center), group effects can be ignored for compressive, uplift, and perpendicularly applied lateral loads. For in-line lateral loads, group effects can be ignored at a pile spacing of eight diameters or more. For piles installed at this spacing or greater, pile group capacities can be considered to be the sum of the individual pile capacities, i.e., no reduction factor is applied to individual pile capacities. For laterally loaded pile groups where the spacing is closer than eight pile diameters, group reduction factors (p-multipliers) should be used in the LPILE analysis to model the effects of group interaction. Table 4, below, presents our recommended p-multipliers for typical pile group spacings (as a function of pile diameter). Table 4 – LPILE Group Reduction Factors (P-Multipliers) Relative Location of Pile P-Multiplier based on Pile Spacing (center to center) 3B b 4B 5B First Rowa 0.8 0.85 0.9 Second Row 0.55 0.7 0.8 Trailing Rows 0.4 0.55 0.7 Notes: a. The first row is the leading pile row pushing against the soil in the direction of the load (furthest away from the load application point). b. B = pile diameter. For piles that must be installed closer than 3 pile diameters, Hart Crowser should be contacted to provide further review and recommendations for closely spaced piles. Pile Cap and Grade Beam Passive Resistance In addition to lateral resistance offered by the piles, properly backfilled footings, grade beams, and stemwalls will also resist lateral movement by means of passive earth pressure. We recommend designing these for an allowable passive soil resistance of 250 pounds per cubic foot (pcf), expressed as an equivalent fluid density (EFD) and acting over the embedded portion of the proposed grade beams (neglecting the upper 1 foot bgs). This passive resistance assumes unsaturated soil conditions and a safety factor of 1.5, and may be increased by one-third for short-term loads such as wind or earthquake. Pile Settlement We estimate that total post-construction settlement of properly designed and installed AC piles will be on the order of 1/2 inch or less. Differential settlement between adjacent pile caps, pile groups, and/or grade beams could approach two-thirds of the actual total settlement. Pan Abode Redevelopment Site | 13 19442-00 May 20, 2021 AC Pile Installation Considerations We recommend the installation of AC piles be observed by a Hart Crowser representative. Our representative would collect and interpret installation data, verify adequate installation methods, confirm actual soil conditions are consistent with those expected, and verify the required pile embedment depths have been achieved. As the completed pile is below the ground surface and cannot be observed during construction, judgment and experience must be used to aid in determining the acceptability of the pile. This also requires use of an AC pile contractor who is familiar with such installation. We recommend close monitoring of installation procedures such as installation sequence, auger withdrawal rate, grouting pressure, and quantity of grout used per pile. Variations from the established pattern, such as low grout pressure, excessive settlement of grout in a completed pile, etc., would make the pile susceptible to rejection. We recommend the following minimum requirements for AC pile installation: The contractor should provide a pressure gauge in the grout line between the pump and the auger, which should indicate a continuous minimum pressure of 100 pounds per square inch (psi) during the entire installation operation. The contractor should provide a means of determining the quantity of grout used per pile, such as a calibrated stroke counter on the grout pump. To provide a continuous grout column with the required AC pile diameter, clockwise auger rotation and a minimum 10-foot grout head above the bottom of the auger should be maintained, uninterrupted, during the entire installation operation. To minimize the risk of grout loss from adjacent piles, the contractor should be required to schedule the installation of piles such that no piles within five pile diameters of each other are drilled within a 24-hour period. Pressure grouting during AC installation typically results in a grout column that is slightly larger than the nominal diameter of the drilled hole. Within the soft fine-grained soil and loose to medium dense sand in the upper 15 to 30 feet bgs, we anticipate grout volumes may be on the order of 1.2 to 1.5 times the nominal pile volume, or more. Grout volumes are likely to be less within the denser bearing soils at depth. Note that obstructions (such as buried pile/foundation elements) may be encountered within previous building footprint areas during drilling, as discussed previously in the Site Preparation section of this report. This may require pile relocation and potential reevaluation and field adjustment of the pile cap design by the structural engineer. Difficult drilling conditions may also be encountered, and should be anticipated, within the medium dense to dense sand layers at depth, which were found to be gravelly in some areas of the site (may also include cobbles and boulders). 14 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 Ground Improvement (GI) Ground improvement (GI) construction techniques, such as rammed aggregate piers (RAP) or stone columns (herein referred to as “aggregate piers”), may be used to improve the weak/liquefiable ground conditions and allow the use of conventional spread foundations and slab-on-grade floors. The GI design and installation are typically completed by a specialty design-build contractor. In this section, we provide our recommended baseline performance guidelines for GI design and bidding purposes. Other GI methods (such as jet ground shear panels) may be used to mitigate liquefaction, but are not explicitly described below. Based on our preliminary review, aggregate pier elements will likely need to extend to depths ranging from approximately 15 to 30 feet below planned building floor slab subgrade level, to limit potential static and seismic settlements to tolerable levels (generally to top of pile bearing layer elevations shown on Figure 2). This may approach the maximum depth possible for the use of GI construction techniques. We, therefore, recommend contacting GI design-build contractors early in the foundation design process to evaluate if the use of aggregate piers is feasible and cost-effective at this site. Aggregate piers are constructed by vibrating or pushing a large mandrel into the ground to the bottom of the improvement zone, and backfilling the resulting hole with rock. In the case of stone columns, free-draining rock is passed through the mandrel and into the column cavity. The mandrel is withdrawn and reinserted in intervals (typically 3 feet) to provide vibratory or pneumatic compactive effort. In the case of RAP, rock is dumped from the surface into the cased or open hole and then compacted in 1- to 2-foot intervals. These aggregate piers provide liquefaction mitigation through soil densification, stress redistribution, and/or improved drainage. As previously discussed, obstructions (such as buried pile/foundation elements) may be present within the existing building footprint areas, and should be considered as part of the GI design and construction planning. Difficult drilling conditions may also be encountered, and should be anticipated, within the medium dense to dense, silty sand/gravel layers (including potential presence of cobbles and boulders). General GI Design Criteria The specialty contractor should optimize the ground improvement design/installation method, depth, and spacing based on a review of the available subsurface information in this report. We recommend the aggregate piers be designed to mitigate liquefaction and ground settlement/consolidation beneath all foundation and floor slab elements. The aggregate pier GI shall extend a distance outside the building perimeter, as deemed necessary by the GI designer (but no less than 10 feet) to protect the building foundation system from the effects of liquefaction. We anticipate the aggregate piers will have a target depth of up to approximately 30 feet below planned building floor slab subgrade level and will be concentrated along footing lines and beneath structural columns, with additional aggregate piers beneath floor slab areas. As the aggregate piers are constructed, they may densify the surrounding soils, provided those soils do not contain excessive amounts of fine-grained materials (i.e., silt or clay). At this site, it shall be assumed that the upper portion of the improvement zone (approximately elevation 25 feet) consist of medium dense Pan Abode Redevelopment Site | 15 19442-00 May 20, 2021 silty sand to silty sand with gravel and trace of organic materials in the near surface materials. A relatively thin (5 to 10 feet thick) layer of silt with sand (ML) shall be assumed present just above the bearing layer in the northern portion of the site (Sound Transit garage location). Laboratory test results indicate this silt layer generally contains 60 percent fines by mass, while the granular soils above may contain up to 25 percent fines. The densification and drainage effects from ground improvement are likely to be limited, and aggregate pier design will likely need to rely primarily on stress redistribution, within the fine-grained soil layers. Vibrations generated during aggregate pier construction can also cause deterioration and softening of soft fine-grained soils. The GI designer should consider the potential for (and provide measures to control) this in the design and installation of the piers. The GI design should follow the design techniques/considerations in the Commentary Guidelines for Ground Improvement using Discrete Elements (2016), developed by the Seattle Section Geotechnical Group of the American Society of Civil Engineers (ASCE) and the City of Seattle Department of Construction and Inspections. We recommend the ground improvement system be designed to target the following minimum performance criteria (should be reviewed and modified, if needed, by structural engineer): A minimum allowable bearing pressure of 3,000 pounds per square foot (psf), with an allowable one-third increase for seismic loading; A total static settlement (including construction settlement) of less than 1 inch, with differential settlement over a 50-foot span of less than 1/2 inch (including short-term primary and long-term secondary soil settlement); A seismically induced settlement less than 1.5 inches with differential settlement over a 50-foot span of less than 0.75 inches; A minimum allowable frictional coefficient of 0.35 for sliding resistance along the footing base; A minimum modulus of subgrade reaction (kv) of 125 psi per inch to support concrete slabs-on-grade with up to 200 psf floor loading. An overall density increase of the ground improved zone to change the IBC Site Class from F to D (or better). The GI design shall identify the final site class achieved by the design, and shall verify this new site classification with pre/post-construction cone penetration test (CPT) soundings. GI Design Methodologies and Quality Control Supplementing the general design criteria described above, we recommend the following additional quality control measures for aggregate pier design and installation: The ground improvement design-build contractor should submit design plans and design calculations stamped by a professional engineer licensed in the state of Washington, including the final aggregate pier layout and installation details (i.e., pier depths, diameter, spacing, and pattern). The design 16 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 calculations shall be based on the subsurface conditions and the minimum design criteria described in this report. The aggregate pier design shall use the Rayamajhi et al. (2012) methodology to evaluate the stress redistribution. We recommend Barksdale and Bachus (1983) methodology to evaluate densification effects, or alternative methods supported by data in similar soils and using same installation techniques as proposed. Strain compatibility analysis methods (such as Baez and Martin, 1993) shall not be used. All soils above the top of pile bearing layer elevations shown on Figure 2 shall be considered potentially liquefiable, and shall be evaluated by the GI designer using the Boulanger and Idriss (2014) analysis methodology. The GI design and installation method should consider/address the potential for groundwater seepage during aggregate pier construction. We recommend Hart Crowser be retained to review the final aggregate pier design. The contractor’s ground improvement design should include appropriate field verification testing to evaluate the effectiveness of the ground improvement, and to verify the specified performance criteria have been met. Standard-of-practice verification methods typically include pre- and post-ground improvement CPT soundings to the bottom of the improvement zone, and aggregate pier load testing. The final verification test results should be submitted to Hart Crowser for review and approval. The number of verification tests should be determined by the designer based on the ground improvement area and number of aggregate piers installed, but should not be fewer than two CPT sounding verification locations (with pre- and post-installation CPT at each) and one plate load test for each proposed structure. Alternative confirmation methods proposed by the specialty contractor shall be reviewed and approved by Hart Crowser prior to use. Hart Crowser should be retained to provide field observation of the aggregate pier installation, to verify and document proper installation methods. GI Building Subgrade Preparation The footing and slab design recommendations presented subsequently assume the ground improvement subgrade is undisturbed and prepared according to the ground improvement plan. Any loosening of subgrade materials before concrete is placed could result in settlement exceeding the specified design tolerance. Therefore, it is important to clean all loose or disturbed soil from foundation excavations and remove standing water before placing concrete. A 6- to 12-inch-thick stabilization layer of compacted, select fill (clean sand and gravel or crushed rock) is sometimes specified to protect the prepared, ground improvement subgrade from potential disturbance during construction (especially during the wet season or wet weather/site conditions). Given the presence Pan Abode Redevelopment Site | 17 19442-00 May 20, 2021 of near-surface, relatively fine-grained soil and shallow groundwater conditions, this approach may be advisable at this site. The contractor GI designer should consider and determine the need for a stabilization layer or load transfer platform as part of their design, based on their interpretation of the subsurface information presented in this report and the GI design methods used. Shallow Foundations If the site soils are improved using aggregate piers, conventional shallow spread footings can be used to support the proposed office building. Alternatively, the smaller, single-story buildings may be supported by a reinforced, floating slab-on-grade floor/foundation system (i.e., mat foundation), if the structural engineer deems this approach adequate to meet the seismic life and safety design requirements in the building code. We make the following recommendations for design of footings (or reinforced mat foundation) bearing on a suitable ground-improved subgrade: All footings should bear directly on the rammed aggregate pier elements, or a crushed rock working surface (if used) placed directly on the pier elements. The allowable footing bearing pressure, sliding resistance to lateral loads, and foundation settlement will ultimately be determined by the contractor’s GI design. However, the minimum design criteria noted above may be used for preliminary planning and design purposes. For frost protection, exterior and interior footings should bear a minimum of 18 and 12 inches below exterior grade and finished floor elevation, respectively. New continuous (strip) and isolated footings should be designed with a minimum width of 1.5 and 2.5 feet, respectively. Footings should bear outside (below) an imaginary 1 horizontal to 1 vertical (1H:1V) plane projected upward from the bottom edge of adjacent footings or utility trenches, to avoid surcharging adjacent structures or excavations. Resistance to lateral loads on the shallow footings may be provided by passive earth pressure acting against the sides of the footings. An allowable passive resistance of 250 pcf (EFD) may be used for this design, acting over the embedded portion of the footing and stem wall (neglecting the upper 1 foot). This passive resistance assumes a safety factor of 1.5, and may be increased by one-third for short-term loads such as wind or earthquake. Hart Crowser should be on site to assess and document the suitability of the footing subgrade condition during construction, and to recommend appropriate measures to improve unsuitable subgrade conditions, if needed. 18 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 Concrete Slab-on-Grade Floors Conventional concrete slab-on-grade floors are generally considered feasible on an aggregate pier GI subgrade, provided the subgrade surface is properly prepared according to the ground improvement plan and as recommended in this report. We recommend the following design and subgrade preparation criteria for slab-on-grade floors (or reinforced mat foundation). Place and compact a minimum thickness of 6 inches of pea gravel, washed rock, or other uniformly graded gravel below the floor slab to serve as a leveling course and capillary break, to reduce the risk of potential floor moisture problems. This free-draining capillary break material should contain less than 3 percent by weight passing the U.S. No. 200 mesh sieve, based on the minus 3/4-inch fraction. WSDOT Gravel Backfill for Drains, Section 9 03.12(4), would be a suitable capillary break material. Place a vapor barrier above the capillary break material to minimize moisture penetration through the concrete slab, which can compromise certain finished floor materials. The slab-on-grade subgrade surface below the concrete floor capillary break layer should be prepared according to the ground improvement plan and as recommended in this report. Disturbed soils should be removed and replaced with structural fill as described in this report. The concrete slab design should be based on a vertical modulus of subgrade reaction (KV1) appropriate for the aggregate pier diameter and spacing used in the contractor GI design, and meeting the minimum design criteria recommended above. We recommend a representative of Hart Crowser observe exposed floor subgrade areas during construction to confirm suitable floor support conditions, or to recommend appropriate measures to improve unsuitable slab subgrade conditions, if needed. Building Drainage Considerations We generally recommend slab-on-grade buildings be provided with a perimeter drain system, as a relatively inexpensive measure to minimize the risk of future slab or below-grade wall moisture problems from possible perched groundwater conditions or other potential moisture intrusion. The perimeter drain system should consist of a minimum 4-inch-diameter perforated PVC pipe, enveloped by 6 inches of drainage material on all sides. The drainage material should consist of a free-draining, well-graded sand and gravel, such as WSDOT Gravel Backfill for Walls - Section 9-03.12(4), with the additional criteria of containing less than 3 percent fines based on minus 3/4-inch fraction. All drainage pipes should be installed near the footing base level and should be sloped to drain away from the footings and hydraulically connected to a suitable discharge outlet point. Cleanouts should be installed for maintenance purposes. Roof and surface water runoff should not discharge into the perimeter drain system. Rather, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Pan Abode Redevelopment Site | 19 19442-00 May 20, 2021 Final site grades should slope downward away from the building so that runoff water will flow to suitable collection points rather than ponding near the building. Ideally, the area surrounding the building should be capped with concrete, asphalt, or low-permeability (silty) soil to reduce surface water infiltration near the building. Asphalt Pavement Design and Subgrade Preparation A conventional asphaltic concrete pavement (ACP) design section typically consists of a hot mixed asphalt (HMA) layer over a crushed surfacing base course (CSBC), supported by a granular subbase course or properly prepared native/structural fill. Asphalt treated base course (ATB) may also be used in lieu of CSCB, to provide a more durable, temporary construction traffic surface, especially during wet weather conditions. An additional advantage of using ATB is to help identify weak subgrade areas (through visible cracking), prior to placement of the final asphalt surfacing layer. Assuming well-compacted, granular native soil or structural fill subgrade conditions, we typically recommend the standard asphalt pavement design sections shown in Table 5 for light-duty traffic (car parking), moderate-duty traffic (parking entryways and driveways), and heavy-duty traffic (HS-20 truck access driveways). Table 5 – Typical Asphalt Pavement Design Sections Pavement Course Layer Thickness (inches) Light-Duty Traffic Moderate-Duty Traffic Heavy-Duty Traffic Asphaltic concrete (AC) 2 3 4 Crushed surfacing base course (CSBC) 4 5 6 Asphalt treated base (ATB) Option a 3 3 4 Notes: a. In lieu of CSBC. The asphalt concrete pavement design sections listed in Table 5 (for a typical 20-year design life) assume a California bearing ratio value on the order of 10 to 15 percent, which is generally appropriate for densely compacted, granular soils. This assumes a firm and unyielding subgrade soil condition, prepared and proof rolled in accordance with the recommendations of our geotechnical report. Traffic conditions are assumed to consist of passenger cars in light-duty parking areas, cars to moderate truck traffic in moderate-duty parking entryways and driveways, and typical commercial HS-20 trucks in heavy-duty access driveways. The pavement thickness design sections listed in Table 5 are based on Traffic Index (TI) values ranging from about 4.0 (light duty section) to 6.0 (heavy duty section). WSDOT HMA Class 1/2 inch is typically suitable for the ACP course in car parking and private driveway areas. Crushed surfacing top course or base course should meet WSDOT Standard Specification 9-03.9(3). Recycled or pulverized concrete should generally not be used as CSBC for pavements. 20 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 Pavement Subgrade Preparation Following site stripping, excavation, and backfilling, the exposed near-surface soil within all pavement subgrade areas should be compacted to at least 95 percent of the maximum dry density as determined by the modified Proctor test method (ASTM D1557), if warranted by soil moisture conditions. The subgrade should then be proof rolled with a loaded dump truck or heavy compactor to verify a firm and unyielding subgrade condition. Any localized zones of yielding subgrade disclosed during this proof rolling operation should be overexcavated to a maximum depth of 12 inches and replaced with a suitable structural fill material (granular subbase course). Alternately, a field evaluation of subgrade conditions may indicate a suitable geofabric may be used to stabilize the soft subgrade and minimize silt migration into the pavement section. Any structural fill within the upper 2 feet of the subgrade level should be compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D1557); fill material below this 2-foot depth should be compacted to at least 90 percent. We recommend a Hart Crowser representative verify the condition of the subgrade, structural fill, granular subbase, and crushed rock base course before each successive layer is placed. Stormwater Infiltration Considerations Because of the relatively shallow groundwater table (2 to 5 feet bgs), we do not recommend on-site stormwater infiltration at this site. Structural Fill We recommend using structural fill beneath footings, slabs-on-grade, and pavement sections as well as backfill behind subsurface walls and above utility installations. The suitability of soil used for structural fill depends primarily on its grain-size distribution and moisture content when placed. As the fines content (soil fraction passing the U.S. No. 200 sieve) increases, soil becomes more sensitive to small changes in moisture. Soil containing more than approximately 5 percent fines (by weight) cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill, provided it is placed on a firm and relatively unyielding subgrade surface. However, for fill placement during wet-weather site work, we recommend using clean fill, which refers to soil that has a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 sieve. Clean fill should meet the requirements specified in the Imported Structural Fill subsection below. We make the following general recommendations regarding structural fill placement and compaction: Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small, hand-operated compaction equipment is used to compact structural fill such as within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be Pan Abode Redevelopment Site | 21 19442-00 May 20, 2021 limited to two-thirds of the loose lift thickness, to allow full compaction of the soil surrounding the large particles. Generally, compact structural fill to a minimum of 90 percent of the modified Proctor maximum dry density, as determined by the ASTM D 1557 test procedure. However, below footings, building slabs, and within the upper 2 feet below pavement sections, fill should be compacted to a minimum of 95 percent. Hand compaction equipment should be used within 2 feet of subsurface walls, to avoid overstressing the wall. Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. Perform a representative number of in-place density tests, to verify adequate compaction. In addition, each structural fill lift and the subgrade area below it, should be verified by a representative of Hart Crowser. Place structural fill only on dense and relatively unyielding subgrade, as described in the Site Preparation and Grading section. If subgrade areas are wet, clean material with a gravel content (material coarser than a U.S. No. 4 sieve) of at least 30 to 35 percent may be needed to bridge moisture-sensitive subsoils. In certain cases, clean crushed rock or quarry spalls may be required to stabilize weak or wet subgrade soil. Use of On-Site Soil as Structural Fill The predominantly granular portion of the historical fill and upper native soil (silty sand/gravel) will likely be suitable for reuse as structural fill, provided it is properly moisture conditioned to near optimum conditions during compaction. However, some of the near-surface native soils are fine-grained (sandy/clayey silt), are highly moisture sensitive, and not considered suitable for reuse as structural fill. We recommend the excavated soil intended for reuse as structural fill be stockpiled separately and reviewed by the on-site geotechnical engineer or geologist for suitability. Such stockpiles should be protected with plastic sheeting to prevent them from becoming overly wet during rainy weather. Note that the silty fill soil is not considered suitable for use as free-draining material. Imported Structural Fill If required, imported structural fill should be well-graded sand with a low fines content, free of organic and unsuitable materials. Generally, imported structural fill for most applications should meet the requirements in WSDOT Gravel Borrow, Section 9-03.14(1), with the added requirement the fines content should not exceed 5 percent. 22 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 Temporary Open Cuts All temporary soil cuts for site excavations that are more than 4-feet deep should be adequately shored or sloped back to prevent sloughing and collapse in accordance with Washington Department of Occupational Safety and Health (DOSH) guidelines. Generally, the DOSH regulations consider granular soils (i.e., sand, silty sand, and sandy silt) to be Soil Type C, requiring a cut slope inclination of 1.5H:1V, or flatter. Very stiff to hard cohesive soils (i.e., sandy/clayey silt or lean clay), with an unconfined compressive strength greater than 0.5 tons per square foot may generally be considered Soil Type B, which requires a cut slope inclination of 1H:1V or less steep. Dense to very dense (compact) glacial till may generally be considered Soil Type A, which may cut at a slope inclination of 3/4H:1V according to the DOSH regulations. However, appropriate temporary slope inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the contractor to ensure that all excavations are properly sloped or braced for worker protection, in accordance with DOSH guidelines. Based on our explorations, most of the near-surface site soil should be considered DOSH Soil Type C. The cut slope inclination of the overall slope cannot be steeper than that allowed for the weakest soil type within the excavation depth. If groundwater seepage is encountered within the excavation slopes, the cut slope inclination may have to be flatter than 1.5H:1V. We make the following additional recommendations for temporary excavation slopes: Protect the slope from erosion with plastic sheeting for the duration of the excavation to reduce the risk of surface erosion and raveling. Limit the maximum duration of the open excavation to the shortest time period possible. Place no surcharge loads (equipment, materials, etc.) within 10 feet of the top of the slope. If temporary sloping is not feasible because of site spatial or other constraints, the excavation should be supported by a shoring system in accordance with DOSH guidelines. RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES Recommendations discussed in this report should be reviewed and modified as needed during the final design stages of the project. We also recommend incorporating geotechnical construction observation into the construction plans. The following sections present our recommended post-report geotechnical engineering services specific to this project. Post-Report Design Services We recommend Hart Crowser review geotechnical aspects of the final design plans and specifications to confirm our recommendations were properly understood and implemented. We can be available to discuss these issues with the design team as the design develops and as needed. Specifically, we recommend the following additional, post-report design services: Pan Abode Redevelopment Site | 23 19442-00 May 20, 2021 Provide geotechnical engineering support to the civil/structural engineer during preparation of project plans and specifications; and Prepare geotechnical review letters, as needed, in response to geotechnical plan review comments by the reviewing municipal agency or as part of the permitting process. Construction Observation Services The future performance and integrity of the structural elements of the project will depend largely on proper construction procedures. Monitoring and testing by experienced geotechnical personnel should therefore be considered an integral part of the construction process. The purpose of our observations is to verify compliance with design concepts and recommendations, and to allow design changes or evaluation of appropriate construction methods in case subsurface conditions differ from those anticipated prior to the start of construction. Consequently, we recommend retaining Hart Crowser to provide the following construction support services: Review geotechnical-related construction submittals from the contractor to verify compliance with the construction plans and the recommendations of this report; Attend a pre-construction conference with the contractor to discuss important geotechnical-related construction issues; Observe installation of AC piles to confirm adequate construction procedures and embedment depth into bearing soil; Observe installation of aggregate piers to confirm adequate construction procedures, spacing, and embedment depth within the GI reinforcement zone; Observe all exposed footing, slab-on-grade floor, and pavement subgrades after completion of GI or stripping/excavation to confirm appropriate subgrade preparation methods and that suitable native soil conditions have been reached, where applicable; Observe installation of all subsurface drainage systems and free-draining backfill; Monitor the placement of and test the compaction of all structural fill to verify conformance with specifications; and Assist with any other geotechnical considerations that may arise during construction. \\haleyaldrich.com\share\sea_projects\Notebooks\1944200_Pan_Abode_Geo_Env\Deliverables\DRAFT Update to Geotech Report \Geotech Report Update - Pan Abode Redevelopment.docx Document Path: L:\Notebooks\1944200_Pan_Abode_Geo_Env\GIS\1944200-AA (VMap).mxd Date: 4/19/2019 User Name: ericlindquist 0 2,000 4,0001,000 Feet Project Location Seattle WASHINGTON Oregon Idaho Canada Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand),NGCC, © OpenStreetMap contributors, and the GIS User Community N Note: Feature locations are approximate. Pan Abode Redevelopment Site Renton, Washington Vicinity Map 19442-00 4/19 Figure1 B-1 B-2 B-5 B-4 B-3 HC-B1 (-5) (0) (5) (10) (15) (15) (0) (8) (12) (18)(16) (15) (16) HC-B2 N 0 100 200 Scale in Feet Figure 19442-00 05/21 Renton, Washington Pan Abode Redevelopment Site 2 Site and Exploration Plan (Development Option A) Fi l e : \ \ h a l e y a l d r i c h . c o m \ s h a r e \ s e a _ p r o j e c t s \ N o t e b o o k s \ 1 9 4 4 2 0 0 _ P a n _ A b o d e _ G e o _ E n v \ C A D \ 1 9 4 4 2 0 0 - 0 0 1 ( S P l a n ) . d w g L a y o u t : 8 . 5 x 1 1 - V D a t e : 0 5 - 2 0 - 2 0 2 1 A u t h o r : e l i n d q u i s t Sources: Base map prepared from PDF drawing "Overall Site Plan" dated 5/10/2021 provided by Hensley Lamkin Rachel, Inc. Aerial image provided by Bing. HC-B1 B-1 Legend Approximate Top of Pile Bearing Layer Elevation (NAVD 88) Boring (Hart Crowser 2019) Boring with Monitoring Well (Hart Crowser 2019) Boring (Hart Crowser 1985) Property Boundary (0) HC-B2 Undocumented Monitoring Well 19442-00 May 20, 2021 APPENDIX A Field Exploration Methods and Analysis 19442-00 May 20, 2021 APPENDIX A Field Exploration Methods and Analysis This appendix documents the processes Hart Crowser used to determine the nature of the soil and groundwater conditions in the project site. Explorations and Their Locations Subsurface explorations for this project were two mud-rotary borings. The exploration logs in this appendix show our interpretation of the drilling, sampling, and testing data. The boring logs indicate specific depths where the soils change, although the actual change may be gradual between samples. In the field, we classified the samples taken from the boring explorations according to the methods on Figure A-1, Key to Exploration Logs; the legend on this figure explains the symbols and abbreviations used in the logs and tables. Figure 2 shows the location of the explorations, found by hand-taping or pacing from existing physical features, supplemented by collecting GPS location coordinates with a smartphone. The ground surface elevations at these locations were interpreted from elevations shown on available site maps. The location and elevation of the explorations is only as accurate as allowed by the measurement method used. Mud-Rotary Borings The two mud-rotary borings (HC-B1 and HC-B2) were drilled on March 11, 2019, to a maximum depth of approximately 41.0 feet bgs. The borings were completed by Holt Services under subcontract to Hart Crowser, using a mud-rotary truck drill rig. A geotechnical engineer or geologist from Hart Crowser continuously observed the drilling. Detailed field logs were prepared for each boring. Using the SPT, we obtained samples at depth intervals of 2.5 to 5 feet. The boring logs are presented on Figures A-2 through A-3 in this appendix. These logs describe the vertical sequence of soils and materials encountered, based primarily on the SPT sampling and supported by our subsequent laboratory examination and testing. SPT Procedures The SPT is an approximate measure of soil density and consistency. To be useful, the results must be used with engineering judgment in conjunction with other tests. The SPT (as described in ASTM D 1586) was used to obtain disturbed samples. This test employs a standard 2-inch outside-diameter split-spoon sampler. A 140-pound hammer free-falling 30 inches drives the sampler into the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches only is the standard penetration resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. Soil samples are recovered from the split-barrel sampler, field classified, placed into watertight jars, and taken to Hart Crowser’s laboratory for further testing, as described in Appendix B. A-2 | Pan Abode Redevelopment Site 19442-00 May 20, 2021 When very dense materials preclude driving the total 18-inch sample, the penetration resistance is entered on the logs as follows: Penetration less than 6 inches. The log indicates the total number of blows over the number of inches of penetration. Penetration greater than 6 inches. The blow count noted on the log is the sum of the total number of blows completed after the first 6 inches of penetration. This sum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches is not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and 50 (the maximum number of blows counted within a 6-inch increment for SPT) for 3 inches would be recorded as 80/9. Figure A-1Project: Location: Project No.: Pan Abode Redevelopment Renton, WA 19442-00 Key to Exploration Logs Sheet 1 of 1 Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic SoilOL/OH CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean ClayCL Clays Organics Highly Organic (>50% organic material) (based on Atterberg Limits) Silty Clay Silty Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy Silty Clay Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some Minor Constituents <5 5 - 15 <5 5 - 10 15 - 25 30 - 45 Liquid Limit (LL) Water Content (WC) Plastic Limit (PL)Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table Cuttings 0 5 11 31 Very loose Loose Medium dense Dense Very dense to to to to to >30 to to to to >50 4 10 30 50 Very soft Soft Medium stiff Stiff Very stiff Hard 0 2 5 9 16 1 4 8 15 30 Well Symbols Sample Description Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. N(Blows/Foot)SILT or CLAY Consistency SAND or GRAVEL Relative Density N(Blows/Foot) Slough Estimated Percentage Well Tip or Slotted Screen Clean Gravels Gravels Sands with few Fines Sands Sands with Fines (>12% fines) 1.5" I.D. Split Spoon Core Run Groundwater Indicators Soil Test Symbols Sonic Core Thin-walled SamplerModified California Sampler Grab Sample Symbols Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual-manual identification methods were used as a guide. Where laboratory testing confirmed visual-manual identifications, then ASTM D 2487 was used to classify the soils. Gravels with Fines Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt (5-12% fines) (>12% fines) Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Graph GW-GM Symbols GW GW-GC GC SW SP SW-SM SW-SC SP-SM SP-SC SM SC ML MH (<5% fines) Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Typical Descriptions Well-Graded Gravel; Well-Graded Gravel with Sand Poorly Graded Gravel; Poorly Graded Gravel with Sand Clayey Gravel; Clayey Gravel with Sand %F AL CA CAUC CAUE CBR CIDC CIUC CK0DC CK0DSS CK0UC CK0UE CRSCN DSS DT GS HYD ILCN K0CN kc kf MD OC OT P PID PP SG TRS TV UC UUC VS WC Percent Passing No. 200 Sieve Atterberg Limits (%) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Sand Pack Monument Surface Seal Bentonite Seal Well Casing Well-Graded Sand; Well-Graded Sand with Gravel Poorly Graded Sand; Poorly Graded Sand with Gravel Silty Sand; Silty Sand with Gravel Silty Gravel; Silty Gravel with Sand PT CL-ML Clayey Sand; Clayey Sand with Gravel Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils More than 50% of Material Passing No. 200 Sieve Silts Well-Graded Gravel with Silt; Well-Graded Gravel with Silt and Sand Well-Graded Gravel with Clay; Well-Graded Gravel with Clay and Sand Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Sand and Sandy Soils More than 50% of Coarse Fraction Passing No. 4 Sieve Gravel and Gravelly Soils More than 50% of Coarse Fraction Retained on No. 4 Sieve Coarse Grained Soils More than 50% of Material Retained on No. 200 Sieve GP GP-GM GP-GC GM Major Divisions Well-Graded Sand with Silt Well-Graded Sand with Silt and Gravel (<5% fines) Well-Graded Sand with Clay; Well-Graded Sand with Clay and Gravel Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel (5-12% fines) USCS USCS Soil Classification Chart (ASTM D 2487) Peat - Decomposing Vegetation - Fibrous to Amorphous Texture 3.25" O.D. Split Spoon Signal Cable Vibrating Wire Piezometer (VP) KE Y T O E X P L O G S ( S O I L O N L Y ) - J : \ G I N T \ H C _ L I B R A R Y . G L B - 3 / 2 6 / 1 9 1 3 : 2 9 - L : \ N O T E B O O K S \ 1 9 4 4 2 0 0 _ P A N _ A B O D E _ GE O _ E N V \ F I E L D D A T A \ P E R M _ G I N T F I L E S \ 1 9 4 4 2 0 0 - B L . G P J - k z l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 S-1 PID, WC, No odor, no sheen S-2 PID, WC, No odor, no sheen S-3 GS, PID, WC, No odor, no sheen S-4 PID, No odor, no sheen S-5 PID, No odor, no sheen S-6A PID, No odor, no sheen S-6B S-7 GS, PID, WC, No odor, no sheen S-8 PID, No odor, no sheen S-9 PID, No odor, no sheen S-10 PID, No odor, no sheen 1 8 i n . 1 8 i n . 1 8 i n . 1 i n . 7 i n . 0 i n . 1 8 i n . 1 2 i n . 3 i n . 6 i n . 1211 065 787 121 111217 321 12107 241414 50 3050 2 inches of asphalt concrete pavement. [FILL] SILTY SAND to SILTY SAND WITH GRAVEL (SM), medium dense to very loose, wet, gray-brown to gray, medium to coarse grained sand and subangular gravel. SILTY GRAVEL WITH SAND (GM), medium dense, gray, wet, coarse sand, subangular gravel and sand. SILT WITH SAND (ML), soft, gray, moist. SILTY SAND WITH GRAVEL to POORLY GRADED SAND WITH GRAVEL (SM/SP), medium dense, wet to moist, medium grained sand and angular gravel. SILTY GRAVEL WITH SAND (GM), very dense, gray, moist, medium grained sand, angular gravel. Bottom of Borehole at 41.0 feet. Sample Data HC-B1 Boring Log Date Started:3/11/19 Logged by:N. Jones Drilling Method:Mud Rotary Hammer Type:Auto-hammer Total Depth:41 feet Rig Model/Type:Mobile B-59 / Truck-mounted drill rig Drilling Contractor/Crew:Holt Services, Inc. / Kevin 10 20 30 40 Hammer Drop Height (inches):30Hammer Weight (pounds):140 WC (%) Hole Diameter:5.875 inches Measured Hammer Efficiency (%): NAVertical Datum:NAVD 88 Horizontal Datum:WGS 84 Ground Surface Elevation: 30.3 feet Depth to Groundwater:Not Identified Location and ground surface elevations are approximate.Comments: Location:Lat: 47.531260 Long: -122.199350 Checked by:T. Remund Date Completed:3/11/19 Casing Diameter:NA Sheet 1 of 1 Figure A-2Project: Location: Project No.: Pan Abode Redevelopment Renton, WA 19442-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. De p t h ( f e e t ) Ele v a t i o n ( f e e t ) De p t h ( f e e t ) Le n g t h ( i n c h e s ) PID Gr a p h i c L o g Number TestsRe c o v e r y Ty p e Bl o w C o u n t SPT N Value Material Description Fines Content (%) HC B O R I N G L O G - J : \ G I N T \ H C _ L I B R A R Y . G L B - 4 / 1 9 / 1 9 1 1 :5 0 - L : \ N O T E B O O K S \ 1 9 4 4 2 0 0 _ P A N _ A B O D E _ G E O _ E N V \ F I E L D DA T A \ P E R M _ G I N T F I L E S \ 1 9 4 4 2 0 0 - B L . G P J - k z l 18 18 18 18 18 18 18 18 4 12 0 5 10 15 20 25 30 35 40 30 25 20 15 10 5 0 -5 -1 0 0 5 10 15 20 25 30 35 40 13 11 15 3 29 3 17 28 50/1st 4" 50/5.5" 10 23 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 S-1 GS, PID, WC, No odor, no sheen S-2 PID, No odor, no sheen S-3 PID, No odor, no sheen S-4 PID, No odor, no sheen S-5 PID, No odor, no sheen S-6 GS, PID, WC, No odor, no sheen S-7 PID, No odor, no sheen S-8 S-9 6 i n . 6 i n . 8 i n . 1 0 i n . 1 8 i n . 1 8 i n . 1 3 i n . 1 8 i n . 9 i n . 424 121 101211 7109 677 224 201623 212425 2750 3 inches of asphalt concrete pavement. SILTY SAND WITH GRAVEL (SM), loose to very loose, wet, brown, medium grained sand with subrounded gravel. SILTY SAND WITH GRAVEL to SILTY GRAVEL WITH SAND (SM/GM), medium dense, wet, gray, coarse grained sand with subangular gravel and sand. SANDY SILT (ML), medium stiff, gray, wet, fine grained sand. SILTY SAND WITH GRAVEL to POORLY GRADED SAND WITH GRAVEL (SM/SP), dense, wet, gray, medium grained sand and angular gravel. Becomes less silty; increased gravel content. SILTY GRAVEL WITH SAND (GM), very dense, gray, moist, angular gravel. Bottom of Borehole at 36.0 feet. ATD 3/ 2 5 / 2 0 1 9 Sample Data HC-B2 Boring Log Date Started:3/11/19 Logged by:N. Jones Drilling Method:Mud Rotary Hammer Type:Auto-hammer Total Depth:36 feet Rig Model/Type:Mobile B-59 / Truck-mounted drill rig Drilling Contractor/Crew:Holt Services, Inc. / Kevin 10 20 30 40 Hammer Drop Height (inches):30Hammer Weight (pounds):140 WC (%) Hole Diameter:5.875 inches Measured Hammer Efficiency (%): NAVertical Datum:NAVD 88 Horizontal Datum:WGS 84 Ground Surface Elevation: 32.5 feet Depth to Groundwater:2.25 feet Well Tag ID: BLK-951 Location and ground surface elevations are approximate. Comments: Location:Lat: 47.530770 Long: -122.198710 Checked by:T. Remund Date Completed:3/11/19 Casing Diameter: Sheet 1 of 1 Figure A-3Project: Location: Project No.: Pan Abode Redevelopment Renton, WA 19442-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time. De p t h ( f e e t ) Ele v a t i o n ( f e e t ) De p t h ( f e e t ) Le n g t h ( i n c h e s ) PID Gr a p h i c L o g Number TestsRe c o v e r y Ty p e Bl o w C o u n t SPT N Value Material Description Fines Content (%) HC B O R I N G L O G - J : \ G I N T \ H C _ L I B R A R Y . G L B - 4 / 1 9 / 1 9 1 1 :5 0 - L : \ N O T E B O O K S \ 1 9 4 4 2 0 0 _ P A N _ A B O D E _ G E O _ E N V \ F I E L D DA T A \ P E R M _ G I N T F I L E S \ 1 9 4 4 2 0 0 - B L . G P J - k z l Wa t e r L e v e l We l l C o n s t r u c t i o n 18 18 18 18 18 18 18 18 11 0 5 10 15 20 25 30 35 40 30 25 20 15 10 5 0 -5 -1 0 0 5 10 15 20 25 30 35 40 6 3 23 19 14 6 39 49 50/5" 16 62 19442-00 May 20, 2021 APPENDIX B Soil Laboratory Testing 19442-00 May 20, 2021 APPENDIX B Soil Laboratory Testing Laboratory tests were performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Disturbed samples from the boring SPT split spoons were tested. The tests performed and the procedures followed are outlined below. A summary of the test results is included on Table B-1. Soil Classification Soil samples from the explorations were visually classified in the field and then taken to our laboratory, where the classifications were verified in a relatively controlled laboratory environment. The classifications of selected samples were checked by laboratory tests such as Atterberg limits determinations and grain size analyses. Visual classifications were made in general accordance with ASTM Test Method D 2488, as presented on Figure A-1 in Appendix A. ASTM Test Method D 2487 was used to classify soils based on laboratory test results. Water Content Determination Water content was determined on a representative number of samples recovered in the explorations, in general accordance with ASTM Test Method D 2216, as soon as possible following their arrival in our laboratory. In addition, water content is routinely determined for samples subjected to other testing. The results of the water content tests are summarized in Table B-1 and plotted at the respective sample depths on the exploration logs in Appendix A. Grain Size Analysis Grain size analysis tests were performed to determine the quantitative distribution of particle sizes within representative samples. The tests were performed in general accordance with ASTM Test Method D 6913 and D 1140. The “percent fines” portion of the test results are indicated on the exploration logs in Appendix A, and the full test results are plotted as percent finer by weight vs grain size on Figure B-2. Percent Fines Fines content tests were performed on selected samples to determine the percentage of particles finer than the U.S. No. 200 sieve (silt and clay). The tests were performed in general accordance with ASTM Test Method D 1140. The percent fines test results are summarized in Table B-1 and indicated on the exploration logs included in Appendix A. HC-B1 S-1 2.5 29.5 HC-B1 S-2 5.0 29.2 HC-B1 S-3 7.5 38.0 51.8 10.1 13.0 SP-SM POORLY GRADED SAND WITH SILT AND GRAVEL HC-B1 S-4 10.0 HC-B1 S-5 15.0 HC-B1 S-6A 20.0 HC-B1 S-6B 21.5 HC-B1 S-7 25.0 4.7 72.2 23.1 17.4 SM SILTY SAND HC-B1 S-8 30.0 HC-B1 S-9 35.0 HC-B1 S-10 40.0 HC-B2 S-1 2.5 48.9 35.2 15.9 20.6 GM SILTY GRAVEL WITH SAND HC-B2 S-2 5.0 HC-B2 S-3 7.5 HC-B2 S-4 10.0 HC-B2 S-5 15.0 HC-B2 S-6 20.0 1.0 37.4 61.6 23.1 CL SANDY LEAN CLAY HC-B2 S-7 25.0 HC-B2 S-8 30.0 HC-B2 S-9 35.0 TABLE B-1: SUMMARY OF LABORATORY RESULTS USCSGroup Symbol Soil DescriptionLiquidLimitPlasticLimit WaterContent (%) Borehole DepthSampleID % Fines% Sand% Gravel PROJECT LOCATION Renton, WAPROJECT NUMBER 1944200 PROJECT NAME Pan Abode Redevelopment SE L E C T S U M M A R Y W I T H D E S C M O D 0 1 - G I N T S T D U S L A B . G D T - 3 / 2 7 / 1 9 1 6 : 4 9 - L : \ N O T E B O O K S \ 1 9 4 4 2 0 0 _ P A N _ A B O D E _ G E O _ E N V \ F I E L D D A T A \ P E R M _ G I N T F I L E S \ 1 9 4 4 2 0 0 - B L . G P J 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 #2 0 0 #1 4 0 #1 0 0 #6 0 #3 0 #4 0 #2 0 #1 0 #4 PE R C E N T F I N E R 3 2 1- 1 / 2 3/ 4 1/ 2 3/ 8 6 1 Particle-Size Analysis % Sand D30LL PI D85 D60 D50 4.002 0.281 16.916 1.515 0.219 2.472 0.330 0.112 0.191 0.152 0.37 D15 D10 Cc Cu 54.45 GRAIN SIZE - mm % Silt % Clay 38.0 4.7 48.9 1.0 % Gravel 0.0 0.0 0.0 0.0 % Cobbles Remarks: 13 17 21 23 USCSMC% 51.8 72.2 35.2 37.4 11.170 0.729 26.229 0.179 10.1 23.1 15.9 61.6 SP-SM SM GM ML/CL U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER Sheet 1 of 1 Figure B-2 Source: HC-B1 Source: HC-B1 Source: HC-B2 Source: HC-B2 Sample No.: S-3 Sample No.: S-7 Sample No.: S-1 Sample No.: S-6 Depth: 7.5 to 9.0 Depth: 25.0 to 26.5 Depth: 2.5 to 4.0 Depth: 20.0 to 21.5 Location and Description Composited with S-2 Classification based on grain size results and visual manual method. Project: Location: Project No.: Pan Abode Redevelopment Renton, WA 19442-00 POORLY GRADED SAND WITH SILT AND GRAVEL SILTY SAND SILTY GRAVEL WITH SAND SANDY SILT TO SANDY LEAN CLAY coarseCOBBLESGRAVEL finemediumfinecoarse SAND SILT OR CLAY HC G R A I N S I Z E - J : \ G I N T \ H C _ L I B R A R Y . G L B - 4 / 1 9 / 1 9 1 4 : 4 7 - L : \ N O T E B O O K S \ 1 9 4 4 2 0 0 _ P A N _ A B O D E _ G E O _ E N V \ F I E L D D A T A \ P E R M _ G I N T F I L E S \ 1 9 4 4 2 0 0 - B L . G P J - h c l a b 19442-00 May 20, 2021 APPENDIX C Historical Explorations Appendix D Water Quality Modeling Documentation and Details ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 200210008 Project Simulation Performed on: 12/21/2023 3:37 PM Report Generation Date: 12/21/2023 3:39 PM ————————————————————————————————— Input File Name: 19030 WQ North.fld Project Name: Kennydale WQ North Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 14 Precipitation Station : 96003605 Puget East 36 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961036 Puget East 36 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 3 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 3.092 3.092 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 3.092 3.092 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : North ---------- -------Area (Acres) -------- Impervious 3.092 ---------------------------------------------- Subbasin Total 3.092 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : North ---------- -------Area (Acres) -------- Till Grass 0.529 Impervious 2.563 ---------------------------------------------- Subbasin Total 3.092 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: BIOPOD Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: BIOPOD ********** Link Outflow 1 Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 0.962 5-Year 1.263 10-Year 1.513 25-Year 1.878 50-Year 2.385 100-Year 2.893 200-Year 3.069 500-Year 3.300 ***********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: North 0.000 _____________________________________ Total: 0.000 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: North 60.909 Link: BIOPOD 0.000 _____________________________________ Total: 60.909 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.386 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: BIOPOD ********** 2-Year Discharge Rate : 0.962 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.34 cfs Off-line Design Discharge Rate (91% Exceedance): 0.19 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 1093.91 Inflow Volume Including PPT-Evap (ac-ft): 1093.91 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): 1093.91 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: North Scenario Postdeveloped Compliance Link: BIOPOD *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.095 2-Year 0.962 5-Year 1.457 5-Year 1.263 10-Year 1.721 10-Year 1.513 25-Year 2.064 25-Year 1.878 50-Year 2.649 50-Year 2.385 100-Year 3.156 100-Year 2.893 200-Year 3.392 200-Year 3.069 500-Year 3.707 500-Year 3.300 ** 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%): -44.8% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -43.8% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 1.1% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -16.3% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -16.3% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 200210008 Project Simulation Performed on: 12/21/2023 3:34 PM Report Generation Date: 12/21/2023 3:35 PM ————————————————————————————————— Input File Name: 19030 WQ South.fld Project Name: Kennydale WQ South Analysis Title: Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 14 Precipitation Station : 96003605 Puget East 36 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961036 Puget East 36 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 3 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 3.505 3.505 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 3.505 3.505 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : South ---------- -------Area (Acres) -------- Impervious 3.505 ---------------------------------------------- Subbasin Total 3.505 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : South ---------- -------Area (Acres) -------- Till Grass 0.610 Impervious 2.895 ---------------------------------------------- Subbasin Total 3.505 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: BIOPOD Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: BIOPOD ********** Link Outflow 1 Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 1.088 5-Year 1.430 10-Year 1.710 25-Year 2.125 50-Year 2.700 100-Year 3.275 200-Year 3.473 500-Year 3.733 ***********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: South 0.000 _____________________________________ Total: 0.000 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: South 70.236 Link: BIOPOD 0.000 _____________________________________ Total: 70.236 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.445 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: BIOPOD ********** 2-Year Discharge Rate : 1.088 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.38 cfs Off-line Design Discharge Rate (91% Exceedance): 0.21 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 1237.58 Inflow Volume Including PPT-Evap (ac-ft): 1237.58 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): 1237.58 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: South Scenario Postdeveloped Compliance Link: BIOPOD *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.241 2-Year 1.088 5-Year 1.652 5-Year 1.430 10-Year 1.951 10-Year 1.710 25-Year 2.340 25-Year 2.125 50-Year 3.003 50-Year 2.700 100-Year 3.577 100-Year 3.275 200-Year 3.846 200-Year 3.473 500-Year 4.202 500-Year 3.733 ** 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%): -45.7% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -44.3% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 1.1% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -16.6% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -16.6% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- A PLAN VIEW 1'-0" TOP 25'-6" WALL OD 26'-6" SLAB OD 11'-6" WALL OD 12'-6" FOOTING RIM: 33.46'-34.24' 24'-0" WALL ID 10'-0" WALL ID 2" SLOT TYPICAL 10" BASE SECTION A-ASECTION D-D 10'-1"8" IE: 28.75' D RIM: 33.46'-34.24' SECTION B-B A D SAU DFI 1325 - 0 5 1 0 USA XXXX INLET, Ø16" OPENING FOR Ø12" SD, IE: 28.75'. 6X Ø4" SLOTTED PVC UNDERDRAIN PIPE. INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY OTHERS. 6X Ø4" SLOTTED PVC UNDERDRAIN PIPE.INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY OTHERS. 2X 6"x24" INLET WINDOW, IE: 29.05'. 3X Ø4.00" SLOTTED PVC UNDERDRAIN PIPE. 6.00" DRAIN ROCK. 18.00" StormMixf MEDIA 2.00" MULCH. Ø6" PVC OUTLET ORIFICE CAP INTO OUTLET CHAMBER. FIDSAU XXXX USA DFI 1154 0010 FIDSAU XXXX USA DFI 1154 0010 B 2X ACCESS CAP FOR OPTIONAL DRAIN-DOWN DEVICE 2'-6"10'-1"8" B 2X 6"x24" INLET WINDOW, IE: 29.05'. COBBLES FOR ENERGY DISSIPATION 2X Ø24" ACCESS COVERS. FIELD GROUT AS NEEDED TO MEET GRADE, BY OTHERS. INLET, Ø16" OPENING FOR Ø12" SD. OUTLET, Ø16" OPENING FOR Ø12" SD. BAFFLE WALL, EL: 30.88'. BAFFLE WALL, EL: 30.88'. ACCESS CAP FOR OPTIONAL DRAIN-DOWN DEVICE 5'-2" EL: 29.71' IE: 26.88' SAU DFI 1325 - 0 5 1 0 USA XXXX VARIES 9" TYPICAL WALL THICKNESS 4'-0" BYPASS WEIR, EL: 29.71'. OUTLET, Ø16" OPENING FOR Ø12" SD, NEARSIDE. EL: 26.05' 2X Ø36" ACCESS COVERS. FIELD GROUT AS NEEDED TO MEET GRADE, BY OTHERS. INLET, Ø16" OPENING FOR Ø12" SD, FARSIDE. VARIES RIM: 33.46'-34.24' 2.83' [34.00"] 10'-0" TOP SLAB #1 6'-6" TOP SLAB #2 10'-0" TOP SLAB #1 9'-0" BOTTOM SLAB #1 9'-0" BOTTOM SLAB #1 8'-6" BOTTOM SLAB #2 VARIES ADJUST TO GRADE BYPASS WEIR, EL: 29.71'. TREATED OUTLET ORIFICE CAP INTO OUTLET CHAMBER. VARIES 2X 6"x24" INLET WINDOW, IE: 29.05'. COBBLES FOR ENERGY DISSIPATION 20° OUTLET, Ø16" OPENING FOR Ø12" SD, IE: 26.88'. PIPE ANGLE, BY OTHERS. TOS: 33.05' REV DESCRIPTION BY DATE Bioretention/ Biofiltration SHEET NAME REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SAP PLANT # REV DATE - PRELIMINARY - NOT FOR CONSTRUCTION Core Design Inc. BioPod™ Biofilter Underground 10'x24' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, ORWITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2026 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER PROJECT NAME 4/7/26 AUBURN PPS JDP JDP 1021 - - 22-701516-BPU-1024IB-PV_ North BioPod 1 Kennydale Gateway - Renton, WA 1 OF 3 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20-44 W/ IMPACT. B.DESIGN FILL: 1' MAXIMUM. C.ASSUMED WATER TABLE = 5' BELOW GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 45 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 5,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.MESH REINFORCEMENT: ASTM A-1064, S1.2, GRADE 80. 5.CEMENT: ASTM C-150 SPECIFICATION. 6.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 7.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 8.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 9.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 10.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 11.MEDIA, DRAIN ROCK, MULCH, AND INTERNAL COMPONENTS SHIPPED SEPARATELY. INSTALLER RESPONSIBLE FOR PLACEMENT OF THESE MATERIALS IN THE STRUCTURE. 12.OLDCASTLE REPRESENTATIVE TO BE ON SITE TO OVERSEE INSTALLATION. 13.CONTRACTOR TO ENSURE UNIT IS PROTECTED FROM CONSTRUCTION DEBRIS/RUNOFF AFTER INSTALLATION. 14.CONTRACTOR RESPONSIBLE FOR SUPPLYING CRANE TO OFF-LOAD AND SET PANELS; SUPPLY PERSONNEL AND TOOLS NEEDED FOR INSTALLATION; INSTALL GASKET AT TOP, BOTTOM AND BETWEEN ALL WALLS; GROUT ALL SEAMS & WALL CONNECTIONS PRIOR TO BACKFILLING (GROUT TO BE NON-SHRINK, 5000 PSI MINIMUM BEFORE BACKFILLING). 15.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPABILITY. 16.ADAPTORS/ANGLES AND EXTERNAL PIPING BY OTHERS. 17.MAXIMUM PICK WEIGHT: TOP SLAB #1 = 17,000 LBS. Unit ID: North BioPod 1 BPU-1024IB-PV WADOE GULD WQ Flow Rate 0.658 cfs WQ Flow Rate (100-Yr) 3.3 cfs Max Peak Flow 20 cfs PIPE ANGLES IMMEDIATELY OUTSIDE STRUCTURE, BY OTHERS. 10" 9" VAULT WALL PLACE WALL IN CENTER OF KEYWAY VAULT BASE CONSEAL GASKET 2 ROWS PLACE IN 3" x 38" RECESSES CONSEAL GASKET 2 ROWS PLACE IN 3" x 38" RECESSES 3" x 38" RECESSES3" x 38" RECESSES 10" KEYWAY DETAIL CONSEAL GASKET LOCATIONS VAULT WALL LOCATION WALL CONNECTION POCKET GALVANIZED CHANNEL WASHER 1"Ø x 312" COIL BOLT WALL CONNECTION DETAIL BOLT CONNECTIONS ARE USED TO COMPRESS CONSEAL GASKET AND HOLD WALLS DURING ASSEMBLY; BOLT CONNECTIONS ARE NOT STRUCTURAL 1"Ø FLAT WASHER (2" O.D.) SEE 10" KEYWAY DETAIL GASKET (2 ROWS) (AT EDGES OF END WALLS) GASKET (2 ROWS) (IN END WALL KEYWAY) WRAP GASKET ONTO BASE 6" GASKET (2 ROWS) (IN BASE KEYWAY) GASKET SHOULD BE CONTINUOUS AROUND CORNERS BUTT JOINT AT SPLICE (DO NOT OVERLAP) GASKET (2 ROWS) (IN BASE KEYWAY) BUTT JOINT AT SPLICE (DO NOT OVERLAP) GASKET INSTALLATION DETAIL GASKET (2 ROWS) (AT EDGES OF SIDE WALLS) 212" 534" FILL RECESS WITH GROUT TOP / BASE SEAM DETAIL SEAM GROUT DETAIL VAULT BASE VAULT TOP GROUT ALL VAULT SEAMS VAULT WALL VAULT WALL GROUT ALL VAULT SEAMS MARK QTY DESCRIPTION ITEM # BILL OF MATERIALS GENERAL NOTES 1. CUSTOMER TO: VERIFY ALL VAULT FEATURES SUPPLY CRANE TO OFF-LOAD AND SET PANELS SUPPLY PERSONNEL AND TOOLS NEEDED FOR INSTALLATION INSTALL GASKET AT TOP, BOTTOM AND BETWEEN ALL WALLS GROUT ALL SEAMS & WALL CONNECTIONS PRIOR TO BACKFILLING (GROUT TO BE NON-SHRINK, 5,000psi MINIMUM BEFORE BACKFILLING) SUPPLY, INSTALL & GROUT-IN ALL PIPING & SAMPLING TEES 2. OLDCASTLE PRECAST TO: PROVIDE PRECAST PANELS PROVIDE CONSEAL GASKET & WALL CONNECTION HARDWARE 3. TOP SECTION NOT REMOVABLE AFTER VAULT IS BACKFILLED COIL BOLT 1" X 3 1/2" HWH - ZB 51007408 CHANNEL WASHER - GALV.51007028 1" HARD WASHER HDG (2" O.D.)51007508 CONSEAL 1 1/4" x 14.5' (CS-102)513002030 REV DESCRIPTION BY DATE SHEET NAME REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SAP PLANT # REV DATE Core Design Inc. BioPod™ Biofilter Underground 10'x24' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, ORWITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2026 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER PROJECT NAME 4/7/26 AUBURN PPS JDP JDP 1021 - - Kennydale Gateway - Renton, WA 2 OF 3INSTALLATION DETAILS 4-POINT FLAT PICK DETAIL SLING ANGLE MUST BE AT LEAST 60° CRANE HOOK CABLE (4) PLACES 4-TON 'BURKE' RING CLUTCH 'BURKE' LIFT ANCHOR PRECAST PANEL DUNNAGE (2) PLACES SLING ANGLE 2-POINT EDGE PICK DETAIL SLING ANGLE MUST BE AT LEAST 60° CRANE HOOK CABLE (2) PLACES 4-TON 'BURKE' RING CLUTCH 'BURKE' LIFT ANCHOR PRECAST PANEL DUNNAGE (2) PLACES DIREC T I O N O F R O T A T I O N SLING A N G L E 4-POINT EDGE PICK DETAIL SLING ANGLE MUST BE AT LEAST 60° DIREC T I O N O F R O T A T I O N CRANE HOOK CABLE (4) PLACES 4-TON 'BURKE' RING CLUTCH 'BURKE' LIFT ANCHOR PRECAST PANEL DUNNAGE (2) PLACES ROLLING BLOCK (2) PLACES SLING A N G L E 8-POINT FLAT PICK DETAIL SLING ANGLE MUST BE AT LEAST 60° CRANE HOOK CABLE (8) PLACES ROLLING BLOCK (4) PLACES 4-TON 'BURKE' RING CLUTCH 'BURKE' LIFT ANCHOR SLING ANGLE DUNNAGE (2) PLACES SPREADER BAR PRECAST PANEL 11'-0" REV DESCRIPTION BY DATE SHEET NAME REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SAP PLANT # REV DATE Core Design Inc. BioPod™ Biofilter Underground 10'x24' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, ORWITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2026 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER PROJECT NAME 4/7/26 AUBURN PPS JDP JDP 1021 - - Kennydale Gateway - Renton, WA 3 OF 3LIFT DETAILS 25'-6" WALL OD 26'-6" SLAB OD 24'-0" WALL ID9" TYPICAL WALL THICKNESS SECTION A-A (MEDIA NOT SHOWN FOR CLARITY)SECTION D-D (OUTLET PIPE NOT SHOWN FOR CLARITY) 11'-8" SECTION B-B 5X 6"x24" INLET WINDOW, IE: 29.54' 3X Ø6" SLOTTED PVC UNDERDRAIN PIPE. INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY THE CONTRACTOR. 3X Ø6" SLOTTED PVC UNDERDRAIN PIPE. 12" DRAIN ROCK. 18" StormMixf MEDIA 2" MULCH. 8"11'-8" INTERIOR BAFFLE WALL, EL: 31.87' BYPASS WEIR A PLAN VIEW TOP SLAB NOT SHOWN IN THIS VIEW. 13'-6" WALL OD 14'-6" FOOTING 12'-0" WALL ID D A 5X COBBLES FOR ENERGY DISSIPATION. B B 13'-3" TOP SLAB #2 13'-3" TOP SLAB #1 VARIES ADJUST TO GRADE D A A-1463 TAMSA48CL35B TO M 0 8 ADEI E N 0 T 1 USA U D & & 7ED A U D & 9S 2 D R Y DRYL F UNOL F IN 1- LO 6 FUN 4 S A YR D D MA R 8 S 9 R WM A -85- A A-1463 TAMSA48CL35B TO M 0 8 ADEI E N 0 T 1 USA U D & & 7ED A U D & 9S 2 D R Y DRYL F UNOL F IN 1- LO 6 FUN 4 S A YR D D MA R 8 S 9 R WM A -85-Ø12" DOGHOUSE OPENING FOR Ø10" PVC Ø8" ORIFICE CAP 9'-0" MEDIA AREA 8" 2'-4" 4'-0"6" 2X 1'-2" BYPASS WEIR, EL: 30.20' 3.33' [40.00"] EL: 30.20'VARIES RIM: 33.70'-34.76' IE: 26.87' OUTLET, Ø16" OPENING FOR Ø12" SD. INLET, Ø16" OPENING FOR Ø12" SD. 5X 6"x24" INLET WINDOW, IE: 29.54' IE: 28.30' VARIES RIM: 33.70'-34.76' 2X Ø36" ACCESS COVERS. FIELD GROUT AS NEEDED TO MEET GRADE, BY OTHERS. 2X Ø24" TRAFFIC RATED CAST IRON COVERS. FIELD GROUT AS NEEDED TO MEET GRADE, BY OTHERS. 1'-0" TOP RIM: 33.70'-34.76' 7'-3" 10" BASE 5'-5"VARIES EL: 26.04'INTERIOR WALL, EL: 31.87', INTERIOR BAFFLE WALL, EL: 31.87'. INTERIOR BAFFLE WALL, EL: 31.87' 5X COBBLES FOR ENERGY DISSIPATION. 5X 6"x24" INLET WINDOW, IE: 29.54' BYPASS WEIR, EL: 30.20' 10"x98" OPENING FOR 3X Ø6" UNDERDRAIN, IE: 26.87'. 10"x98" OPENING FOR 3X Ø6" UNDERDRAIN.10"x98" OPENING FOR 3X Ø6" UNDERDRAIN, IE: 26.87'. 2X DRAIN DOWN DEVICE, SK-0962 2X DRAIN DOWN DEVICE, SK-0962 2X DRAIN DOWN DEVICE, SK-0962 INLET, Ø16" OPENING FOR Ø12" SD, IE: 28.30' 12.95° PIPE ANGLE, BY OTHERS. 23.74° OUTLET, Ø16" OPENING FOR Ø12" SD, IE: 26.87' PIPE ANGLE, BY OTHERS. Ø18" DOGHOUSE OPENING IN BAFFLE WALL. FIDSAU XXXX USA DFI 1154 0010 FIDSAU XXXX USA DFI 1154 0010 INLET, Ø16" OPENING FOR Ø12" SD, NEARSIDE. INTERIOR BAFFLE WALL, EL: 31.87' Ø18" DOGHOUSE OPENINGIN BAFFLE WALL. SHEET NAME REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SAP PLANT # REV DATE - PRELIMINARY - NOT FOR CONSTRUCTION Core Design Inc. BioPod™ Biofilter Underground 12'x24' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2026 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER PROJECT NAME 4/14/26 1021PPSJDPJDPAUBURN - - 22-701516-BPU-1224IB-PV_South BioPod 2 Kennydale Gateway - Renton, WA 1 OF 3Bioretention/ Biofiltration NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20-44 (WITH IMPACT) B.DESIGN SOIL COVER: 5'-0" MAXIMUM C.ASSUMED WATER TABLE: BELOW BASE OF PRECAST (ENGINEER-OF-RECORD TO CONFIRM SITE WATER TABLE ELEVATION) D.LATERAL EARTH PRESSURE: 60 PCF (DRAINED) E.LATERAL LIVE LOAD SURCHARGE: 80 PSF (APPLIED TO 8'-0" BELOW GRADE) F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28-DAY MINIMUM COMPRESSIVE STRENGTH: 5,000 PSI MINIMUM. 3.REINFORCING: REBAR, ASTM A615/A706, GRADE 60 4.MESH REINFORCEMENT: ASTM A1064, S1.2, GRADE 80 5.CEMENT: ASTM C150 6.REQUIRED ALLOWABLE SOIL BEARING CAPACITY: 2,500 PSF 7.REFERENCE STANDARD: A.ASTM C890 B.ASTM C913 C.ACI 318-14 8.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. ENGINEER-OF-RECORD SHALL VERIFY THAT NOTED PARAMETERS MEET OR EXCEED PROJECT REQUIREMENTS. IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW. 9.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3,000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. 10.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS, AND ELEVATIONS OF OPENINGS . 11.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 12.ADAPTORS/ANGLES AND EXTERNAL PIPING BY OTHERS. 13.SECTION HEIGHTS, SLAB/WALL THICKNESSES, AND KEYWAYS ARE SUBJECT TO CHANGE AS REQUIRED FOR SITE REQUIREMENTS AND/OR DUE TO PRODUCT AVAILABILITY AND PRODUCTION FACILITY CONSTRAINTS. 14.MAXIMUM PICK WEIGHTS: TOP SLAB #1 = 27,900 LBS 15.INTERNALS SHALL CONSIST OF UNDERDRAIN PIPE, ROCK, STORMMIX™ MEDIA, MULCH, DIVIDER WALLS, BAFFLE WALLS, BYPASS WEIR AND OPTIONAL DRAIN DOWN. 16.SYSTEM SHIPPED EMPTY. INTERNALS INSTALLED BY CONTRACTOR. 17.CONTRACTOR RESPONSIBLE FOR OFF-LOAD AND INSTALLATION. OLDCASTLE REPRESENTATIVE TO BE ON SITE TO OVERSEE THE INSTALLATION OF ALL INTERNAL COMPONENTS. 18.CUSTOMER TO INSTALL GASKET AT TOP, BOTTOM AND BETWEEN ALL WALLS, AND GROUT ALL SEAMS & WALL CONNECTIONS PRIOR TO BACKFILLING (GROUT TO BE NON-SHRINK, 5,000 PSI MINIMUM BEFORE BACKFILLING). UNIT ID: SOUTH BioPod 2 BPU-1224IB-PV WQ Flow Rate 0.74 cfs Max Peak Flow 17.3 cfs PIPE ANGLES IMMEDIATLY OUTSIDE OF THE STRUCTURE, BY OTHERS. WWHM2012 PROJECT REPORT 19030 North WQ 4/10/2026 9:52:02 AM Page 2 General Model Information WWHM2012 Project Name:19030 North WQ Site Name:Kennydale Site Address:4350 Lake Washington BLVD N City:Renton Report Date:4/10/2026 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2025/05/13 Version:4.3.2 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 19030 North WQ 4/10/2026 9:52:02 AM Page 3 Landuse Basin Data Predeveloped Land Use Predeveloped Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.223 Pervious Total 0.223 Impervious Land Use acre Impervious Total 0 Basin Total 0.223 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 19030 North WQ 4/10/2026 9:52:02 AM Page 4 Mitigated Land Use Developed Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.223 Impervious Total 0.223 Basin Total 0.223 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface oretention-1 Surface oretention-1 19030 North WQ 4/10/2026 9:52:02 AM Page 5 Routing Elements Predeveloped Routing 19030 North WQ 4/10/2026 9:52:02 AM Page 6 Mitigated Routing Bioretention-1 Bottom Length: 18.00 ft. Bottom Width: 10.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.5 Orifice Diameter (in.):1 Offset (in.):6 Flow Through Underdrain (ac-ft.):34.194 Total Outflow (ac-ft.):35.835 Percent Through Underdrain:95.42 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0118 0.0000 0.0000 0.0000 0.0275 0.0117 0.0001 0.0000 0.0000 0.0549 0.0115 0.0001 0.0000 0.0000 0.0824 0.0113 0.0002 0.0000 0.0000 0.1099 0.0112 0.0002 0.0000 0.0000 0.1374 0.0110 0.0003 0.0000 0.0000 0.1648 0.0108 0.0003 0.0000 0.0000 0.1923 0.0107 0.0004 0.0000 0.0000 0.2198 0.0105 0.0005 0.0000 0.0000 0.2473 0.0103 0.0005 0.0000 0.0000 0.2747 0.0102 0.0006 0.0000 0.0000 0.3022 0.0100 0.0007 0.0000 0.0000 0.3297 0.0098 0.0007 0.0000 0.0000 0.3571 0.0097 0.0008 0.0000 0.0000 0.3846 0.0095 0.0009 0.0000 0.0000 0.4121 0.0094 0.0009 0.0000 0.0000 0.4396 0.0092 0.0010 0.0000 0.0000 0.4670 0.0091 0.0011 0.0000 0.0000 0.4945 0.0089 0.0012 0.0000 0.0000 0.5220 0.0088 0.0012 0.0009 0.0000 0.5495 0.0086 0.0013 0.0010 0.0000 0.5769 0.0085 0.0014 0.0012 0.0000 0.6044 0.0083 0.0015 0.0013 0.0000 0.6319 0.0082 0.0016 0.0015 0.0000 0.6593 0.0080 0.0017 0.0016 0.0000 0.6868 0.0079 0.0018 0.0018 0.0000 0.7143 0.0077 0.0018 0.0020 0.0000 0.7418 0.0076 0.0019 0.0022 0.0000 19030 North WQ 4/10/2026 9:52:02 AM Page 7 0.7692 0.0074 0.0020 0.0024 0.0000 0.7967 0.0073 0.0021 0.0026 0.0000 0.8242 0.0072 0.0022 0.0028 0.0000 0.8516 0.0070 0.0023 0.0031 0.0000 0.8791 0.0069 0.0024 0.0033 0.0000 0.9066 0.0068 0.0025 0.0036 0.0000 0.9341 0.0066 0.0026 0.0038 0.0000 0.9615 0.0065 0.0027 0.0041 0.0000 0.9890 0.0064 0.0029 0.0044 0.0000 1.0165 0.0062 0.0030 0.0047 0.0000 1.0440 0.0061 0.0031 0.0051 0.0000 1.0714 0.0060 0.0032 0.0054 0.0000 1.0989 0.0059 0.0033 0.0057 0.0000 1.1264 0.0057 0.0034 0.0061 0.0000 1.1538 0.0056 0.0035 0.0065 0.0000 1.1813 0.0055 0.0037 0.0069 0.0000 1.2088 0.0054 0.0038 0.0073 0.0000 1.2363 0.0053 0.0039 0.0077 0.0000 1.2637 0.0051 0.0041 0.0081 0.0000 1.2912 0.0050 0.0042 0.0086 0.0000 1.3187 0.0049 0.0043 0.0090 0.0000 1.3462 0.0048 0.0044 0.0095 0.0000 1.3736 0.0047 0.0046 0.0100 0.0000 1.4011 0.0046 0.0047 0.0105 0.0000 1.4286 0.0045 0.0049 0.0110 0.0000 1.4560 0.0043 0.0050 0.0115 0.0000 1.4835 0.0042 0.0052 0.0120 0.0000 1.5000 0.0041 0.0052 0.0167 0.0000 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.5000 0.0118 0.0052 0.0000 0.0125 0.0000 1.5275 0.0120 0.0056 0.0000 0.0125 0.0000 1.5549 0.0121 0.0059 0.0000 0.0130 0.0000 1.5824 0.0123 0.0062 0.0000 0.0132 0.0000 1.6099 0.0125 0.0066 0.0000 0.0134 0.0000 1.6374 0.0127 0.0069 0.0000 0.0136 0.0000 1.6648 0.0128 0.0073 0.0000 0.0139 0.0000 1.6923 0.0130 0.0076 0.0000 0.0141 0.0000 1.7198 0.0132 0.0080 0.0000 0.0143 0.0000 1.7473 0.0134 0.0084 0.0000 0.0146 0.0000 1.7747 0.0136 0.0087 0.0000 0.0148 0.0000 1.8022 0.0138 0.0091 0.0000 0.0150 0.0000 1.8297 0.0140 0.0095 0.0000 0.0152 0.0000 1.8571 0.0141 0.0099 0.0000 0.0155 0.0000 1.8846 0.0143 0.0103 0.0000 0.0157 0.0000 1.9121 0.0145 0.0107 0.0000 0.0159 0.0000 1.9396 0.0147 0.0111 0.0000 0.0162 0.0000 1.9670 0.0149 0.0115 0.0000 0.0164 0.0000 1.9945 0.0151 0.0119 0.0000 0.0166 0.0000 2.0220 0.0153 0.0123 0.0346 0.0167 0.0000 2.0495 0.0155 0.0127 0.1165 0.0167 0.0000 2.0769 0.0157 0.0131 0.2257 0.0167 0.0000 2.1044 0.0159 0.0136 0.3555 0.0167 0.0000 2.1319 0.0161 0.0140 0.5015 0.0167 0.0000 2.1593 0.0163 0.0145 0.6597 0.0167 0.0000 2.1868 0.0165 0.0149 0.8261 0.0167 0.0000 2.2143 0.0167 0.0154 0.9966 0.0167 0.0000 19030 North WQ 4/10/2026 9:52:02 AM Page 8 2.2418 0.0169 0.0158 1.1671 0.0167 0.0000 2.2692 0.0171 0.0163 1.3333 0.0167 0.0000 2.2967 0.0173 0.0168 1.4914 0.0167 0.0000 2.3242 0.0176 0.0173 1.6378 0.0167 0.0000 2.3516 0.0178 0.0177 1.7695 0.0167 0.0000 2.3791 0.0180 0.0182 1.8845 0.0167 0.0000 2.4066 0.0182 0.0187 1.9818 0.0167 0.0000 2.4341 0.0184 0.0192 2.0620 0.0167 0.0000 2.4615 0.0186 0.0197 2.1274 0.0167 0.0000 2.4890 0.0189 0.0203 2.1826 0.0167 0.0000 2.5000 0.0189 0.0205 2.2635 0.0167 0.0000 19030 North WQ 4/10/2026 9:52:02 AM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.223 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.223 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.006556 5 year 0.010297 10 year 0.012417 25 year 0.014663 50 year 0.016053 100 year 0.017235 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.062518 5 year 0.094519 10 year 0.115113 25 year 0.140087 50 year 0.15786 100 year 0.174914 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.006 0.055 1950 0.008 0.092 1951 0.014 0.071 1952 0.005 0.050 1953 0.004 0.044 1954 0.006 0.033 1955 0.009 0.068 1956 0.007 0.060 1957 0.006 0.091 1958 0.007 0.046 19030 North WQ 4/10/2026 9:52:21 AM Page 10 1959 0.006 0.049 1960 0.010 0.071 1961 0.006 0.038 1962 0.003 0.028 1963 0.005 0.043 1964 0.006 0.046 1965 0.004 0.042 1966 0.004 0.049 1967 0.009 0.099 1968 0.006 0.062 1969 0.005 0.067 1970 0.004 0.063 1971 0.005 0.069 1972 0.011 0.087 1973 0.005 0.042 1974 0.005 0.023 1975 0.007 0.088 1976 0.005 0.055 1977 0.001 0.031 1978 0.005 0.082 1979 0.003 0.032 1980 0.010 0.077 1981 0.004 0.086 1982 0.008 0.127 1983 0.007 0.097 1984 0.004 0.041 1985 0.003 0.083 1986 0.011 0.072 1987 0.010 0.081 1988 0.004 0.036 1989 0.003 0.014 1990 0.021 0.153 1991 0.013 0.127 1992 0.005 0.055 1993 0.005 0.042 1994 0.002 0.014 1995 0.007 0.056 1996 0.015 0.080 1997 0.013 0.060 1998 0.003 0.060 1999 0.012 0.138 2000 0.005 0.066 2001 0.001 0.034 2002 0.006 0.110 2003 0.007 0.037 2004 0.009 0.162 2005 0.007 0.073 2006 0.008 0.059 2007 0.016 0.147 2008 0.020 0.125 2009 0.010 0.087 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0210 0.1621 2 0.0201 0.1532 3 0.0156 0.1474 19030 North WQ 4/10/2026 9:52:21 AM Page 11 4 0.0154 0.1380 5 0.0144 0.1271 6 0.0128 0.1266 7 0.0127 0.1254 8 0.0120 0.1100 9 0.0114 0.0986 10 0.0108 0.0966 11 0.0102 0.0925 12 0.0101 0.0905 13 0.0099 0.0878 14 0.0098 0.0872 15 0.0092 0.0866 16 0.0090 0.0861 17 0.0089 0.0834 18 0.0080 0.0822 19 0.0078 0.0810 20 0.0078 0.0796 21 0.0073 0.0774 22 0.0072 0.0726 23 0.0072 0.0722 24 0.0071 0.0714 25 0.0070 0.0710 26 0.0066 0.0685 27 0.0065 0.0679 28 0.0064 0.0672 29 0.0062 0.0665 30 0.0058 0.0633 31 0.0057 0.0616 32 0.0056 0.0599 33 0.0056 0.0598 34 0.0056 0.0595 35 0.0055 0.0590 36 0.0054 0.0556 37 0.0053 0.0547 38 0.0052 0.0546 39 0.0051 0.0545 40 0.0051 0.0498 41 0.0049 0.0488 42 0.0049 0.0487 43 0.0048 0.0463 44 0.0047 0.0458 45 0.0046 0.0442 46 0.0045 0.0430 47 0.0045 0.0418 48 0.0044 0.0417 49 0.0043 0.0416 50 0.0043 0.0410 51 0.0041 0.0376 52 0.0040 0.0375 53 0.0037 0.0361 54 0.0034 0.0345 55 0.0029 0.0332 56 0.0028 0.0320 57 0.0026 0.0306 58 0.0026 0.0284 59 0.0017 0.0234 60 0.0009 0.0136 61 0.0006 0.0136 19030 North WQ 4/10/2026 9:52:21 AM Page 12 19030 North WQ 4/10/2026 9:52:21 AM Page 13 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0033 17552 164138 935 Fail 0.0034 16164 158641 981 Fail 0.0035 14964 153272 1024 Fail 0.0037 13851 148246 1070 Fail 0.0038 12814 143433 1119 Fail 0.0039 11809 138835 1175 Fail 0.0041 10900 134493 1233 Fail 0.0042 10119 130429 1288 Fail 0.0043 9383 126515 1348 Fail 0.0044 8731 122750 1405 Fail 0.0046 8145 119114 1462 Fail 0.0047 7593 115735 1524 Fail 0.0048 7060 112484 1593 Fail 0.0050 6590 109297 1658 Fail 0.0051 6147 106260 1728 Fail 0.0052 5777 103308 1788 Fail 0.0053 5431 100420 1849 Fail 0.0055 5099 97704 1916 Fail 0.0056 4808 95030 1976 Fail 0.0057 4526 92507 2043 Fail 0.0059 4254 90025 2116 Fail 0.0060 4017 87673 2182 Fail 0.0061 3784 85320 2254 Fail 0.0062 3548 83138 2343 Fail 0.0064 3339 81042 2427 Fail 0.0065 3136 78967 2518 Fail 0.0066 2950 77021 2610 Fail 0.0068 2785 75117 2697 Fail 0.0069 2597 73171 2817 Fail 0.0070 2447 71374 2916 Fail 0.0071 2304 69621 3021 Fail 0.0073 2160 67845 3140 Fail 0.0074 2024 66134 3267 Fail 0.0075 1898 64509 3398 Fail 0.0077 1790 62969 3517 Fail 0.0078 1687 61322 3634 Fail 0.0079 1584 59867 3779 Fail 0.0081 1483 58391 3937 Fail 0.0082 1379 56958 4130 Fail 0.0083 1292 55525 4297 Fail 0.0084 1218 54092 4441 Fail 0.0086 1155 52766 4568 Fail 0.0087 1098 51483 4688 Fail 0.0088 1048 50200 4790 Fail 0.0090 997 48938 4908 Fail 0.0091 930 47697 5128 Fail 0.0092 883 46478 5263 Fail 0.0093 837 45280 5409 Fail 0.0095 789 44104 5589 Fail 0.0096 743 42991 5786 Fail 0.0097 713 41879 5873 Fail 0.0099 668 40788 6105 Fail 0.0100 630 39762 6311 Fail 0.0101 597 38714 6484 Fail 19030 North WQ 4/10/2026 9:52:21 AM Page 14 0.0102 567 37644 6639 Fail 0.0104 540 36639 6785 Fail 0.0105 497 35634 7169 Fail 0.0106 473 34650 7325 Fail 0.0108 434 33687 7761 Fail 0.0109 399 32703 8196 Fail 0.0110 366 31741 8672 Fail 0.0111 349 30907 8855 Fail 0.0113 324 29966 9248 Fail 0.0114 296 29067 9819 Fail 0.0115 273 28169 10318 Fail 0.0117 256 27335 10677 Fail 0.0118 235 26458 11258 Fail 0.0119 217 25560 11778 Fail 0.0121 197 24747 12561 Fail 0.0122 180 24383 13546 Fail 0.0123 158 24020 15202 Fail 0.0124 145 23656 16314 Fail 0.0126 130 23271 17900 Fail 0.0127 119 22822 19178 Fail 0.0128 109 22373 20525 Fail 0.0130 97 21902 22579 Fail 0.0131 91 21376 23490 Fail 0.0132 82 20670 25207 Fail 0.0133 76 19680 25894 Fail 0.0135 69 18548 26881 Fail 0.0136 61 17199 28195 Fail 0.0137 54 4224 7822 Fail 0.0139 48 4207 8764 Fail 0.0140 41 4192 10224 Fail 0.0141 38 4162 10952 Fail 0.0142 33 4139 12542 Fail 0.0144 27 4119 15255 Fail 0.0145 22 4098 18627 Fail 0.0146 21 4077 19414 Fail 0.0148 20 4049 20245 Fail 0.0149 19 4030 21210 Fail 0.0150 17 4008 23576 Fail 0.0151 14 3989 28492 Fail 0.0153 12 3970 33083 Fail 0.0154 9 3946 43844 Fail 0.0155 4 3927 98175 Fail 0.0157 3 3897 129900 Fail 0.0158 3 3876 129200 Fail 0.0159 3 3854 128466 Fail 0.0161 3 3824 127466 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 19030 North WQ 4/10/2026 9:52:21 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 19030 North WQ 4/10/2026 9:52:21 AM Page 16 LID Report 19030 North WQ 4/10/2026 9:52:43 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 19030 North WQ 4/10/2026 9:52:43 AM Page 18 Appendix Predeveloped Schematic 19030 North WQ 4/10/2026 9:52:44 AM Page 19 Mitigated Schematic 19030 North WQ 4/10/2026 9:52:46 AM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 19030 North WQ.wdm MESSU 25 Pre19030 North WQ.MES 27 Pre19030 North WQ.L61 28 Pre19030 North WQ.L62 30 POC19030 North WQ1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Predeveloped MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 19030 North WQ 4/10/2026 9:52:46 AM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 19030 North WQ 4/10/2026 9:52:46 AM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Predeveloped*** PERLND 10 0.223 COPY 501 12 PERLND 10 0.223 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 19030 North WQ 4/10/2026 9:52:46 AM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 19030 North WQ 4/10/2026 9:52:46 AM Page 24 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 19030 North WQ.wdm MESSU 25 Mit19030 North WQ.MES 27 Mit19030 North WQ.L61 28 Mit19030 North WQ.L62 30 POC19030 North WQ1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 GENER 2 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface oretention-1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 END OPCODE PARM # # K *** 2 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR 19030 North WQ 4/10/2026 9:52:46 AM Page 25 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 19030 North WQ 4/10/2026 9:52:46 AM Page 26 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Developed*** IMPLND 1 0.223 RCHRES 1 5 ******Routing****** IMPLND 1 0.223 COPY 1 15 RCHRES 1 1 RCHRES 2 8 RCHRES 2 1 COPY 501 16 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Surface oretenti-006 2 1 1 1 28 0 1 2 Bioretention-1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.01 0.0 0.0 0.0 0.0 19030 North WQ 4/10/2026 9:52:46 AM Page 27 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 243.42 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 56 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.011777 0.000000 0.000000 0.027473 0.011673 0.000053 0.000000 0.054945 0.011500 0.000107 0.000000 0.082418 0.011328 0.000162 0.000000 0.109890 0.011158 0.000218 0.000000 0.137363 0.010989 0.000277 0.000000 0.164835 0.010822 0.000336 0.000000 0.192308 0.010655 0.000397 0.000000 0.219780 0.010490 0.000459 0.000000 0.247253 0.010326 0.000523 0.000000 0.274725 0.010163 0.000588 0.000000 0.302198 0.010002 0.000655 0.000000 0.329670 0.009842 0.000723 0.000000 0.357143 0.009683 0.000793 0.000000 0.384615 0.009525 0.000864 0.000000 0.412088 0.009368 0.000937 0.000000 0.439560 0.009213 0.001012 0.000000 0.467033 0.009059 0.001088 0.000000 0.494505 0.008906 0.001165 0.000000 0.521978 0.008755 0.001245 0.000917 0.549451 0.008605 0.001325 0.001040 0.576923 0.008456 0.001408 0.001173 0.604396 0.008308 0.001492 0.001314 19030 North WQ 4/10/2026 9:52:46 AM Page 28 0.631868 0.008162 0.001578 0.001466 0.659341 0.008016 0.001665 0.001628 0.686813 0.007872 0.001755 0.001800 0.714286 0.007729 0.001846 0.001982 0.741758 0.007588 0.001938 0.002175 0.769231 0.007448 0.002033 0.002379 0.796703 0.007309 0.002129 0.002594 0.824176 0.007171 0.002227 0.002821 0.851648 0.007034 0.002327 0.003059 0.879121 0.006899 0.002428 0.003308 0.906593 0.006765 0.002532 0.003569 0.934066 0.006632 0.002637 0.003842 0.961538 0.006501 0.002744 0.004128 0.989011 0.006371 0.002853 0.004426 1.016484 0.006242 0.002964 0.004736 1.043956 0.006114 0.003077 0.005059 1.071429 0.005987 0.003192 0.005394 1.098901 0.005862 0.003309 0.005743 1.126374 0.005738 0.003427 0.006105 1.153846 0.005615 0.003548 0.006480 1.181319 0.005494 0.003671 0.006869 1.208791 0.005373 0.003795 0.007271 1.236264 0.005254 0.003922 0.007686 1.263736 0.005136 0.004051 0.008116 1.291209 0.005020 0.004181 0.008559 1.318681 0.004904 0.004314 0.009016 1.346154 0.004790 0.004449 0.009487 1.373626 0.004678 0.004586 0.009972 1.401099 0.004566 0.004725 0.010470 1.428571 0.004456 0.004867 0.010982 1.456044 0.004347 0.005010 0.011506 1.483516 0.004239 0.005156 0.012037 1.500000 0.004132 0.005588 0.016667 END FTABLE 2 FTABLE 1 38 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004132 0.000000 0.000000 0.000000 0.027473 0.011952 0.000326 0.000000 0.012500 0.054945 0.012127 0.000657 0.000000 0.012958 0.082418 0.012305 0.000992 0.000000 0.013187 0.109890 0.012483 0.001333 0.000000 0.013416 0.137363 0.012663 0.001678 0.000000 0.013645 0.164835 0.012844 0.002029 0.000000 0.013874 0.192308 0.013026 0.002384 0.000000 0.014103 0.219780 0.013209 0.002744 0.000000 0.014332 0.247253 0.013394 0.003110 0.000000 0.014560 0.274725 0.013580 0.003480 0.000000 0.014789 0.302198 0.013767 0.003856 0.000000 0.015018 0.329670 0.013956 0.004237 0.000000 0.015247 0.357143 0.014145 0.004623 0.000000 0.015476 0.384615 0.014336 0.005014 0.000000 0.015705 0.412088 0.014528 0.005410 0.000000 0.015934 0.439560 0.014722 0.005812 0.000000 0.016163 0.467033 0.014916 0.006219 0.000000 0.016392 0.494505 0.015112 0.006632 0.000000 0.016621 0.521978 0.015309 0.007050 0.034569 0.016667 0.549451 0.015508 0.007473 0.116539 0.016667 0.576923 0.015707 0.007902 0.225672 0.016667 0.604396 0.015908 0.008336 0.355486 0.016667 0.631868 0.016110 0.008776 0.501498 0.016667 0.659341 0.016314 0.009221 0.659695 0.016667 0.686813 0.016518 0.009672 0.826090 0.016667 0.714286 0.016724 0.010129 0.996598 0.016667 0.741758 0.016931 0.010591 1.167052 0.016667 0.769231 0.017140 0.011059 1.333311 0.016667 0.796703 0.017349 0.011533 1.491422 0.016667 0.824176 0.017560 0.012012 1.637810 0.016667 0.851648 0.017772 0.012498 1.769522 0.016667 19030 North WQ 4/10/2026 9:52:46 AM Page 29 0.879121 0.017986 0.012989 1.884482 0.016667 0.906593 0.018200 0.013486 1.981777 0.016667 0.934066 0.018416 0.013989 2.061968 0.016667 0.961538 0.018633 0.014498 2.127417 0.016667 0.989011 0.018852 0.015013 2.182633 0.016667 1.000000 0.018939 0.015220 2.263538 0.016667 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1002 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 19030 North WQ 4/10/2026 9:52:46 AM Page 30 Predeveloped HSPF Message File 19030 North WQ 4/10/2026 9:52:46 AM Page 31 Mitigated HSPF Message File 19030 North WQ 4/10/2026 9:52:46 AM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2026; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Building 1 Site Name: Pan Abode Site Address: 4350 Lake Washington Blvd City : Renton Report Date: 3/10/2025 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/06/05 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Predeveloped Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat .631 Pervious Total 0.631 Impervious Land Use Acres Impervious Total 0 Basin Total 0.631 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Developed Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS FLAT 0.631 Impervious Total 0.631 Basin Total 0.631 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ANALYSIS RESULTS ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.631 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.631 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.018552 5 year 0.029137 10 year 0.035135 25 year 0.04149 50 year 0.045422 100 year 0.048767 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.240578 5 year 0.303878 10 year 0.346886 25 year 0.402673 50 year 0.445372 100 year 0.489107 ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0776 acre-feet On-line facility target flow: 0.1025 cfs. Adjusted for 15 min: 0.1025 cfs. Off-line facility target flow: 0.0579 cfs. Adjusted for 15 min: 0.0579 cfs. ___________________________________________________________________ This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions, Inc. disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the possibility of such damages. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Building 2 Site Name: Pan Abode Site Address: 4350 Lake Washington Blvd City : Renton Report Date: 3/10/2025 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/06/05 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Predeveloped Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat .447 Pervious Total 0.447 Impervious Land Use Acres Impervious Total 0 Basin Total 0.447 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Developed Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS FLAT 0.447 Impervious Total 0.447 Basin Total 0.447 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ANALYSIS RESULTS ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.447 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.447 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013142 5 year 0.02064 10 year 0.02489 25 year 0.029391 50 year 0.032177 100 year 0.034546 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.170425 5 year 0.215267 10 year 0.245734 25 year 0.285254 50 year 0.315501 100 year 0.346483 ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0549 acre-feet On-line facility target flow: 0.0726 cfs. Adjusted for 15 min: 0.0726 cfs. Off-line facility target flow: 0.041 cfs. Adjusted for 15 min: 0.041 cfs. ___________________________________________________________________ This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions, Inc. disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the possibility of such damages. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Building 3 Site Name: Pan Abode Site Address: 4350 Lake Washington Blvd City : Renton Report Date: 3/10/2025 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/06/05 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Predeveloped Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat .529 Pervious Total 0.529 Impervious Land Use Acres Impervious Total 0 Basin Total 0.529 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Developed Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS FLAT 0.529 Impervious Total 0.529 Basin Total 0.529 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ANALYSIS RESULTS ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.529 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.529 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.015553 5 year 0.024427 10 year 0.029455 25 year 0.034783 50 year 0.03808 100 year 0.040884 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.201689 5 year 0.254757 10 year 0.290812 25 year 0.337582 50 year 0.373378 100 year 0.410044 ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.065 acre-feet On-line facility target flow: 0.0859 cfs. Adjusted for 15 min: 0.0859 cfs. Off-line facility target flow: 0.0485 cfs. Adjusted for 15 min: 0.0485 cfs. ___________________________________________________________________ This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions, Inc. disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the possibility of such damages. STRUCTURE PROPERTIES STRUCTURE ID BLDG 1 MODEL SIZE 660-CPS TREATMENT FLOW RATE (CFS)- PEAK FLOW RATE (CFS)- ELEVATION VIEWLEFT END VIEW PLAN VIEW OIL WEIRSEDIMENT WEIR 5'-0" OD 4'-0" ID 7'-0" OD 6'-0" ID 7'-7 1/4" 4'-0" WATER DEPTH4'-5 1/2"4'-5 1/2" 7'-7 1/4" 3'-0" 1'-7 1/2"1'-4 1/2" COALESCING MEDIA (1 ROW) 8" PVC INLET PIPE W/ SAMPLING TEE, BY OTHERS UV CO NO. 2-332-P GALVANIZED HATCH DIAMOND PLATED, HINGED, & LOCKABLE SUITABLE FOR USE IN OFF-STREET LOCATIONS ONLY. 6"6" 6" 6" 5 1/2" 6'-0" BASE 6" TOP SLAB RIM: 35.60' OUTLET IE: 28.00' INLET IE: 28.00' COVERS NOT SHOWN IN THIS VIEW FOR CLARITY 8" PVC OUTLET PIPE W/ SAMPLING TEE, BY OTHERS 1/4" GAP CONTRACTOR RESPONSIBLE FOR ADJUSTING TOP TO FINISH GRADE. 5'-1" RISER Bioretention/ Biofiltration CO N C E P T U A L D R A W I N G SA N B E L L TH I S D O C U M E N T I S T H E P R O P E R T Y O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . I T I S C O N F I D E N T I A L , S U B M I T T E D F O R R E F E R E N C E P U R P O S E S O N L Y A N D S H A L L N O T B E U S E D I N A N Y W A Y I N J U R I O U S T O T H E I N T E R E S T S O F , O R W I T H O U T T H E W R I T T E N PE R M I S S I O N O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . C O P Y R I G H T © 20 2 6 O L D C A S T L E I N F R A S T R U C T U R E , I N C . A L L R I G H T S R E S E R V E D . KE N N Y D A L E G A T E W A Y RE N T O N , W A DA T E : PR O J E C T # : SA P P L A N T # : DR A W N : CH E C K E D : MF G : PP S AF D AU B U R N 04 / 1 4 /20 2 6 26 - 1 5 8 9 0 4 6 10 2 1 CU S T O M E R : SHEET Ph : 8 8 8 . 9 6 5 . 3 2 2 7 | w w w . o l d c a s t l e i n f r a s t r u c t u r e . c o m / s t o r m w a t e r RE V DE S C R I P T I O N DA T E - - CO A L E S C I N G P L A T E O I L WA T E R S E P A R A T O R 66 0 - C P S SY S T E M I D : BL D G 1 1 OF 1 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20 LOADING. B.STANDARD DESIGN FILL: 0' MAXIMUM. C.ASSUMED WATER TABLE: AT GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 45 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 7,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.CEMENT: ASTM C-150 SPECIFICATION. 5.REQUIRED ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF. 6.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 7.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 C.ACI 318-14 8.INTERNALS SHALL CONSIST OF COALESCING PLATE(S), INLET AND OUTLET PIPE ASSEMBLIES BY OTHERS. 7.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPACITY. 8.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 9.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 10.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 11.MAXIMUM PICK WEIGHT: TBD. STRUCTURE PROPERTIES STRUCTURE ID BLDG 2 MODEL SIZE 660-CPS TREATMENT FLOW RATE (CFS)- PEAK FLOW RATE (CFS)- ELEVATION VIEWLEFT END VIEW PLAN VIEW OIL WEIRSEDIMENT WEIR 5'-0" OD 4'-0" ID 7'-0" OD 6'-0" ID 8'-3 1/2" 4'-0" WATER DEPTH4'-5 1/2"4'-5 1/2" 8'-3 1/2" 3'-0" 1'-7 1/2"1'-4 1/2" COALESCING MEDIA (1 ROW) 8" PVC INLET PIPE W/ SAMPLING TEE, BY OTHERS UV CO NO. 2-332-P GALVANIZED HATCH DIAMOND PLATED, HINGED, & LOCKABLE SUITABLE FOR USE IN OFF-STREET LOCATIONS ONLY. 6"6" 6" 6" 5 1/2" 6'-0" BASE 6" TOP SLAB RIM: 35.80' OUTLET IE: 27.50' INLET IE: 27.50' COVERS NOT SHOWN IN THIS VIEW FOR CLARITY 8" PVC OUTLET PIPE W/ SAMPLING TEE, BY OTHERS 1/2" GAP CONTRACTOR RESPONSIBLE FOR ADJUSTING TOP TO FINISH GRADE. 5'-9" RISER Bioretention/ Biofiltration CO N C E P T U A L D R A W I N G SA N B E L L TH I S D O C U M E N T I S T H E P R O P E R T Y O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . I T I S C O N F I D E N T I A L , S U B M I T T E D F O R R E F E R E N C E P U R P O S E S O N L Y A N D S H A L L N O T B E U S E D I N A N Y W A Y I N J U R I O U S T O T H E I N T E R E S T S O F , O R W I T H O U T T H E W R I T T E N PE R M I S S I O N O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . C O P Y R I G H T © 20 2 6 O L D C A S T L E I N F R A S T R U C T U R E , I N C . A L L R I G H T S R E S E R V E D . KE N N Y D A L E G A T E W A Y RE N T O N , W A DA T E : PR O J E C T # : SA P P L A N T # : DR A W N : CH E C K E D : MF G : PP S AF D AU B U R N 04 / 1 4 /20 2 6 26 - 1 5 8 9 0 4 6 10 2 1 CU S T O M E R : SHEET Ph : 8 8 8 . 9 6 5 . 3 2 2 7 | w w w . o l d c a s t l e i n f r a s t r u c t u r e . c o m / s t o r m w a t e r RE V DE S C R I P T I O N DA T E - - CO A L E S C I N G P L A T E O I L WA T E R S E P A R A T O R 66 0 - C P S SY S T E M I D : BL D G 2 1 OF 1 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20 LOADING. B.STANDARD DESIGN FILL: 0' MAXIMUM. C.ASSUMED WATER TABLE: AT GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 45 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 7,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.CEMENT: ASTM C-150 SPECIFICATION. 5.REQUIRED ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF. 6.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 7.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 C.ACI 318-14 8.INTERNALS SHALL CONSIST OF COALESCING PLATE(S), INLET AND OUTLET PIPE ASSEMBLIES BY OTHERS. 7.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPACITY. 8.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 9.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 10.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 11.MAXIMUM PICK WEIGHT: TBD. STRUCTURE PROPERTIES STRUCTURE ID BLDG 3 MODEL SIZE 660-CPS TREATMENT FLOW RATE (CFS)- PEAK FLOW RATE (CFS)- ELEVATION VIEWLEFT END VIEW PLAN VIEW OIL WEIRSEDIMENT WEIR 5'-0" OD 4'-0" ID 7'-0" OD 6'-0" ID 8'-3 1/2" 4'-0" WATER DEPTH4'-5 1/2"4'-5 1/2" 8'-3 1/2" 3'-0" 1'-7 1/2"1'-4 1/2" COALESCING MEDIA (1 ROW) 8" PVC INLET PIPE W/ SAMPLING TEE, BY OTHERS UV CO NO. 2-332-P GALVANIZED HATCH DIAMOND PLATED, HINGED, & LOCKABLE SUITABLE FOR USE IN OFF-STREET LOCATIONS ONLY. 6"6" 6" 6" 5 1/2" 6'-0" BASE 6" TOP SLAB RIM: 35.80' OUTLET IE: 27.50' INLET IE: 27.50' COVERS NOT SHOWN IN THIS VIEW FOR CLARITY 8" PVC OUTLET PIPE W/ SAMPLING TEE, BY OTHERS 1/2" GAP CONTRACTOR RESPONSIBLE FOR ADJUSTING TOP TO FINISH GRADE. 5'-9" RISER Bioretention/ Biofiltration CO N C E P T U A L D R A W I N G SA N B E L L TH I S D O C U M E N T I S T H E P R O P E R T Y O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . I T I S C O N F I D E N T I A L , S U B M I T T E D F O R R E F E R E N C E P U R P O S E S O N L Y A N D S H A L L N O T B E U S E D I N A N Y W A Y I N J U R I O U S T O T H E I N T E R E S T S O F , O R W I T H O U T T H E W R I T T E N PE R M I S S I O N O F O L D C A S T L E I N F R A S T R U C T U R E , I N C . C O P Y R I G H T © 20 2 6 O L D C A S T L E I N F R A S T R U C T U R E , I N C . A L L R I G H T S R E S E R V E D . KE N N Y D A L E G A T E W A Y RE N T O N , W A DA T E : PR O J E C T # : SA P P L A N T # : DR A W N : CH E C K E D : MF G : PP S AF D AU B U R N 04 / 1 4 /20 2 6 26 - 1 5 8 9 0 4 6 10 2 1 CU S T O M E R : SHEET Ph : 8 8 8 . 9 6 5 . 3 2 2 7 | w w w . o l d c a s t l e i n f r a s t r u c t u r e . c o m / s t o r m w a t e r RE V DE S C R I P T I O N DA T E - - CO A L E S C I N G P L A T E O I L WA T E R S E P A R A T O R 66 0 - C P S SY S T E M I D : BL D G 3 1 OF 1 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20 LOADING. B.STANDARD DESIGN FILL: 0' MAXIMUM. C.ASSUMED WATER TABLE: AT GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 45 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 7,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.CEMENT: ASTM C-150 SPECIFICATION. 5.REQUIRED ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF. 6.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 7.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 C.ACI 318-14 8.INTERNALS SHALL CONSIST OF COALESCING PLATE(S), INLET AND OUTLET PIPE ASSEMBLIES BY OTHERS. 7.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPACITY. 8.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 9.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 10.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 11.MAXIMUM PICK WEIGHT: TBD. Appendix E Flow Control Exemption Modeling WWHM2012 PROJECT REPORT 19030 FC Exemption 10/30/2023 11:23:12 AM Page 2 General Model Information WWHM2012 Project Name:19030 FC Exemption Site Name: Site Address: City: Report Date:10/30/2023 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 19030 FC Exemption 10/30/2023 11:23:12 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 2.24 Pervious Total 2.24 Impervious Land Use acre ROADS FLAT 5.52 Impervious Total 5.52 Basin Total 7.76 19030 FC Exemption 10/30/2023 11:23:12 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 2.03 Pervious Total 2.03 Impervious Land Use acre ROADS FLAT 5.73 Impervious Total 5.73 Basin Total 7.76 19030 FC Exemption 10/30/2023 11:23:12 AM Page 5 Routing Elements Predeveloped Routing 19030 FC Exemption 10/30/2023 11:23:12 AM Page 6 Mitigated Routing 19030 FC Exemption 10/30/2023 11:23:12 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.24 Total Impervious Area:5.52 Mitigated Landuse Totals for POC #1 Total Pervious Area:2.03 Total Impervious Area:5.73 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.247945 5 year 2.893957 10 year 3.339352 25 year 3.923776 50 year 4.375615 100 year 4.842103 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 2.314288 5 year 2.971033 10 year 3.422855 25 year 4.014707 50 year 4.471612 100 year 4.94278 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 3.051 3.124 1950 2.997 3.104 1951 1.899 1.945 1952 1.539 1.595 1953 1.664 1.723 1954 1.832 1.886 1955 2.043 2.107 1956 2.020 2.082 1957 2.380 2.442 1958 1.827 1.886 19030 FC Exemption 10/30/2023 11:23:40 AM Page 8 1959 1.784 1.852 1960 1.967 2.013 1961 2.007 2.063 1962 1.660 1.717 1963 1.943 1.997 1964 1.819 1.874 1965 2.475 2.537 1966 1.571 1.621 1967 2.736 2.818 1968 3.117 3.210 1969 2.249 2.306 1970 2.100 2.162 1971 2.507 2.580 1972 2.772 2.831 1973 1.463 1.518 1974 2.333 2.395 1975 2.460 2.553 1976 1.804 1.853 1977 1.794 1.862 1978 2.230 2.302 1979 3.038 3.148 1980 3.137 3.197 1981 2.328 2.400 1982 3.381 3.472 1983 2.605 2.693 1984 1.697 1.748 1985 2.334 2.404 1986 1.962 2.028 1987 3.006 3.111 1988 1.781 1.848 1989 2.227 2.312 1990 4.593 4.656 1991 3.522 3.587 1992 1.682 1.732 1993 1.414 1.462 1994 1.486 1.542 1995 2.051 2.116 1996 2.345 2.399 1997 2.233 2.289 1998 2.116 2.187 1999 4.625 4.742 2000 2.244 2.308 2001 2.329 2.412 2002 3.003 3.073 2003 2.334 2.389 2004 4.293 4.406 2005 1.971 2.022 2006 1.771 1.813 2007 4.096 4.150 2008 3.458 3.522 2009 2.726 2.829 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 4.6249 4.7421 2 4.5925 4.6563 3 4.2933 4.4062 19030 FC Exemption 10/30/2023 11:23:40 AM Page 9 4 4.0961 4.1496 5 3.5221 3.5867 6 3.4578 3.5216 7 3.3806 3.4724 8 3.1370 3.2105 9 3.1175 3.1972 10 3.0508 3.1482 11 3.0381 3.1240 12 3.0062 3.1111 13 3.0033 3.1045 14 2.9973 3.0732 15 2.7724 2.8307 16 2.7359 2.8293 17 2.7264 2.8183 18 2.6048 2.6933 19 2.5067 2.5799 20 2.4748 2.5528 21 2.4595 2.5368 22 2.3800 2.4424 23 2.3453 2.4115 24 2.3343 2.4042 25 2.3338 2.4000 26 2.3329 2.3989 27 2.3286 2.3953 28 2.3284 2.3885 29 2.2490 2.3115 30 2.2438 2.3076 31 2.2327 2.3059 32 2.2299 2.3025 33 2.2269 2.2890 34 2.1157 2.1866 35 2.1000 2.1615 36 2.0508 2.1156 37 2.0430 2.1072 38 2.0197 2.0820 39 2.0070 2.0627 40 1.9708 2.0284 41 1.9667 2.0215 42 1.9616 2.0129 43 1.9432 1.9971 44 1.8989 1.9453 45 1.8321 1.8863 46 1.8272 1.8859 47 1.8192 1.8735 48 1.8042 1.8616 49 1.7939 1.8529 50 1.7843 1.8520 51 1.7806 1.8483 52 1.7713 1.8133 53 1.6975 1.7482 54 1.6818 1.7320 55 1.6638 1.7234 56 1.6599 1.7168 57 1.5712 1.6205 58 1.5395 1.5948 59 1.4859 1.5424 60 1.4628 1.5183 61 1.4143 1.4617 19030 FC Exemption 10/30/2023 11:23:40 AM Page 10 19030 FC Exemption 10/30/2023 11:23:40 AM Page 11 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 1.1240 1694 1891 111 Fail 1.1568 1540 1703 110 Fail 1.1897 1384 1557 112 Fail 1.2225 1240 1400 112 Fail 1.2554 1111 1261 113 Fail 1.2882 1016 1132 111 Fail 1.3210 934 1036 110 Fail 1.3539 856 960 112 Fail 1.3867 770 881 114 Fail 1.4196 708 788 111 Fail 1.4524 658 724 110 Fail 1.4853 602 672 111 Fail 1.5181 560 624 111 Fail 1.5510 522 578 110 Fail 1.5838 481 536 111 Fail 1.6166 443 501 113 Fail 1.6495 404 458 113 Fail 1.6823 377 420 111 Fail 1.7152 357 394 110 Fail 1.7480 337 366 108 Fail 1.7809 312 352 112 Fail 1.8137 289 329 113 Fail 1.8466 267 298 111 Fail 1.8794 249 281 112 Fail 1.9122 233 258 110 Fail 1.9451 215 240 111 Fail 1.9779 198 229 115 Fail 2.0108 191 211 110 Fail 2.0436 179 195 108 Fail 2.0765 165 189 114 Fail 2.1093 154 176 114 Fail 2.1422 144 160 111 Fail 2.1750 134 154 114 Fail 2.2079 129 143 110 Fail 2.2407 119 134 112 Fail 2.2735 111 127 114 Fail 2.3064 105 118 112 Fail 2.3392 96 111 115 Fail 2.3721 92 107 116 Fail 2.4049 86 98 113 Fail 2.4378 82 92 112 Fail 2.4706 79 85 107 Pass 2.5035 77 82 106 Pass 2.5363 76 80 105 Pass 2.5691 73 77 105 Pass 2.6020 67 76 113 Fail 2.6348 66 73 110 Pass 2.6677 62 67 108 Pass 2.7005 57 66 115 Fail 2.7334 54 62 114 Fail 2.7662 51 57 111 Fail 2.7991 48 55 114 Fail 2.8319 46 51 110 Pass 2.8648 42 48 114 Fail 19030 FC Exemption 10/30/2023 11:23:40 AM Page 12 2.8976 41 46 112 Fail 2.9304 39 43 110 Pass 2.9633 37 41 110 Pass 2.9961 35 40 114 Fail 3.0290 30 38 126 Fail 3.0618 26 35 134 Fail 3.0947 26 32 123 Fail 3.1275 23 27 117 Fail 3.1604 22 26 118 Fail 3.1932 20 25 125 Fail 3.2260 19 22 115 Fail 3.2589 17 20 117 Fail 3.2917 17 19 111 Fail 3.3246 15 18 120 Fail 3.3574 14 16 114 Fail 3.3903 13 16 123 Fail 3.4231 12 15 125 Fail 3.4560 12 14 116 Fail 3.4888 9 12 133 Fail 3.5216 9 11 122 Fail 3.5545 8 9 112 Fail 3.5873 8 8 100 Pass 3.6202 8 8 100 Pass 3.6530 8 8 100 Pass 3.6859 8 8 100 Pass 3.7187 8 8 100 Pass 3.7516 8 8 100 Pass 3.7844 8 8 100 Pass 3.8173 7 8 114 Fail 3.8501 7 8 114 Fail 3.8829 7 8 114 Fail 3.9158 7 7 100 Pass 3.9486 7 7 100 Pass 3.9815 7 7 100 Pass 4.0143 7 7 100 Pass 4.0472 7 7 100 Pass 4.0800 6 7 116 Fail 4.1129 4 7 175 Fail 4.1457 4 7 175 Fail 4.1785 4 5 125 Fail 4.2114 4 4 100 Pass 4.2442 3 4 133 Fail 4.2771 3 4 133 Fail 4.3099 2 4 200 Fail 4.3428 2 3 150 Fail 4.3756 2 3 150 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 19030 FC Exemption 10/30/2023 11:23:40 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 19030 FC Exemption 10/30/2023 11:23:40 AM Page 14 LID Report 19030 FC Exemption 10/30/2023 11:23:48 AM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 19030 FC Exemption 10/30/2023 11:23:48 AM Page 16 Appendix Predeveloped Schematic 19030 FC Exemption 10/30/2023 11:23:49 AM Page 17 Mitigated Schematic 19030 FC Exemption 10/30/2023 11:23:50 AM Page 18 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 19030 FC Exemption.wdm MESSU 25 Pre19030 FC Exemption.MES 27 Pre19030 FC Exemption.L61 28 Pre19030 FC Exemption.L62 30 POC19030 FC Exemption1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 19030 FC Exemption 10/30/2023 11:23:50 AM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 19030 FC Exemption 10/30/2023 11:23:50 AM Page 20 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 2.24 COPY 501 12 PERLND 16 2.24 COPY 501 13 IMPLND 1 5.52 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 19030 FC Exemption 10/30/2023 11:23:50 AM Page 21 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 19030 FC Exemption 10/30/2023 11:23:50 AM Page 22 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 19030 FC Exemption.wdm MESSU 25 Mit19030 FC Exemption.MES 27 Mit19030 FC Exemption.L61 28 Mit19030 FC Exemption.L62 30 POC19030 FC Exemption1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 19030 FC Exemption 10/30/2023 11:23:50 AM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 19030 FC Exemption 10/30/2023 11:23:50 AM Page 24 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 2.03 COPY 501 12 PERLND 16 2.03 COPY 501 13 IMPLND 1 5.73 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 19030 FC Exemption 10/30/2023 11:23:50 AM Page 25 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 19030 FC Exemption 10/30/2023 11:23:50 AM Page 26 Predeveloped HSPF Message File 19030 FC Exemption 10/30/2023 11:23:50 AM Page 27 Mitigated HSPF Message File 19030 FC Exemption 10/30/2023 11:23:50 AM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2023; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com