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©2024 D. R. STRONG Consulting Engineers Inc. Kennydale Lots Technical Information Report Renton, Washington TECHNICAL INFORMATION REPORT for KENNYDALE LOTS 1116 N 34th St, Renton, Washington 98056 8/09/2024 ____________________________________________________________________________ DRS Project No. 24010 Renton File No. C24002620 Applicant Justin Lagers NW Eastside Builders, LLC 9675 SE 36th Street, Suite 105 Mercer Island, WA 98040 Report Prepared by D. R. STRONG Consulting Engineers, Inc. 620 7th Avenue Kirkland, WA 98033 (425) 827-3063 Report Issue Date August 9, 2024 ©2024 D. R. STRONG Consulting Engineers Inc. Kennydale Lots Technical Information Report Renton, Washington TECHNICAL INFORMATION REPORT KENNYDALE LOTS TABLE OF CONTENTS SECTION I ...................................................................................................................... 4 Project Overview ......................................................................................................... 4 Predeveloped Site Conditions ..................................................................................... 4 Developed Site Conditions .......................................................................................... 4 Natural Drainage System Functions ............................................................................ 5 SECTION II ................................................................................................................... 16 Conditions and Requirements Summary ................................................................... 16 SECTION III .................................................................................................................. 19 Off-Site Analysis ........................................................................................................ 19 Task 1: Define and Map Study Area ...................................................................... 19 Task 2: Resource Review ...................................................................................... 19 Task 3: Field Inspection ......................................................................................... 28 Task 4: Drainage System Description and Problem Descriptions .......................... 28 Task 5: Mitigation of Existing or Potential Problems .............................................. 29 SECTION IV .................................................................................................................. 31 Flow Control, Low Impact Development (LID) and Water Quality Facility Analysis and Design .................................................................................................. 31 Existing Site Hydrology .............................................................................................. 31 Developed Site Area Hydrology ................................................................................. 33 Performance Standards ............................................................................................. 35 Flow Control system .................................................................................................. 35 Water Quality Treatment System ............................................................................... 36 SECTION V ................................................................................................................... 37 Conveyance System Analysis and Design ................................................................ 37 SECTION VI .................................................................................................................. 40 Special Reports and Studies ..................................................................................... 40 SECTION VII ................................................................................................................. 41 Other Permits ............................................................................................................ 41 SECTION VIII ................................................................................................................ 42 CSWPPP Analysis and Design (Part A) .................................................................... 42 SWPPP Plan Design (Part B) .................................................................................... 43 SECTION IX .................................................................................................................. 44 Bond Quantities, Facility Summaries, and Declaration of Covenant .......................... 44 ©2024 D. R. STRONG Consulting Engineers Inc. Kennydale Lots Technical Information Report Renton, Washington SECTION X ................................................................................................................... 45 Operations and Maintenance Manual ........................................................................ 45 APPENDICES ............................................................................................................... 46 Appendix “A” Bond Quantity Worksheet .................................................................... 47 Appendix “B” WWHM Report ..................................................................................... 48 List of Figures Figure 1 TIR Worksheet .................................................................................................. 6 Figure 2 Vicinity Map ..................................................................................................... 11 Figure 3 Drainage Basins, Subbasins, and Site Characteristics ................................... 12 Figure 4 Soils ................................................................................................................ 13 Figure 5 City of Renton Topography Map ..................................................................... 20 Figure 6 City of Renton Coal Mine Hazard Areas Map.................................................. 21 Figure 7 City of Renton Flood Hazards Map ................................................................. 22 Figure 8 City of Renton Streams and Wetlands Map .................................................... 23 Figure 9 City of Renton Landslide Hazards Map ........................................................... 24 Figure 10 City of Renton Seismic Hazard Areas Map ................................................... 25 Figure 11 FEMA Map .................................................................................................... 26 Figure 12 King County iMap Drainage Complaints Map................................................ 27 Figure 13 Offsite Analysis Downstream Map ................................................................ 30 Figure 14 Predeveloped Area Map…………………………………………………………..31 Figure 15 Developed Area Map…………………………………………………………...…33 ©2024 D. R. STRONG Consulting Engineers Inc. Page 4 Cedars at the Highlands Level One Downstream Analysis Renton, Washington SECTION I PROJECT OVERVIEW The Site (Tax Parcel No. 334210-2665) is located at 1116 N 34TH St, in Renton, Washington 98056. The Project is the proposed frontage improvements for one single- family parcel and the demolition of the existing house on this parcel within King County jurisdiction. The Project is subject to Directed Drainage Review. The Project will meet the drainage requirements of the 2022 City of Renton Surface Water Design Manual (Manual). PREDEVELOPED SITE CONDITIONS The total Site area for Tax Parcel No. 334210-2665 is approximately 10,806 (0.248 acres). The Parcel is zoned R-8, is located in City of Renton, and currently is developed with single family residence and associated walk and driveway. The Site slopes from northeast to southwest with grades of 4-9%. The Site is bordered by a single family residence to the north, west, and east, and N 34th Street to the south. There is 3,784 s.f. of existing impervious area onsite. This area is divided into house and garage roof (1,712 s.f.), exposed deck (34 s.f.), gravel driveway (1,532 s.f.), shed (48 s.f.), and concrete walkway (458 s.f.). The remaining lot area is currenly undeveloped with existing vegetated areas. Currently, stormwater runoff from the Site sheet flows southwesterly towards the drainage system in N 34th St. Access to the home is from N 34th St to the south. DEVELOPED SITE CONDITIONS The Site is originally composed of two parcels which the applicant is planning to establish again once the existing house is demolished. Each parcel has a total area of 5,403 s.f. The Project area will be defined as the existing two parcels that make up the current parcel and required improvements in the frontage along N 34th Street. Therefore, the total project area is approximately 12,303 s.f. (0.282 acres). Per the City of Renton Zoning Code, the maximum impervious surface area for R-8 zone is 65%. Also, there will be a 1.5-feet right-of-way dedication along the frontage. This means, 6,926 s.f. is assumed to be impervious onsite. An additoinal 1,243 s.f. of impervious surface will be added to the frontage. A total of 8,169 s.f. of new plus replaced impervious surface is being added to the Project area. This impervoius area will consist of the building roofs, driveways, and frontage improvements. The remainder of the Project area will consist of residential landscaping and other pervious surfaces. Per Geotechnical Engineering Evaluation the Site is not suitable for infiltration. However, basic dispersion treaches will be utilized to mitigate at least 10% of impervious surface area onsite. Each lot will provide a basic 10-foot gravel-filled dispersion trench that will mitigate 700 s.f. of roof area per lot. This accounts for 13.1% of the total lot area. The Site falls within the Peak Rate Flow Control Standard area matching existing Site conditions. Per Section 1.2.3.1.A., “Exceptions” in the Manual, the projecy is exempt from flow control facility requirements due to the fact that the developed site conditions for the project Site will increase the 100-year peak flow from the existing conditions by ©2024 D. R. STRONG Consulting Engineers Inc. Page 5 Cedars at the Highlands Level One Downstream Analysis Renton, Washington less than 0.15 cfs using 15-minute time steps. See section IV for a more detailed breakdown of how the Site meeting this exception. Total new or replaced Pollution Generating Impervious Surface (PGIS) for the project will be approximately 1,450 s.f. in the form of two new residential driveways and frontage improvements along the Site. Per Section 1.2.8 of the Manual, the project is exempt from providing a water quality facility due to less than 5,000 s.f. of new plus replaced PGIS is being added and less than ¾ of an acre of new PGPS being added. NATURAL DRAINAGE SYSTEM FUNCTIONS A review of the SCS soil map for the area (see Figure 4) indicates the soil type present on site is Indianola loamy sand material, 5 to 15 percent slopes (InC). Per the Manual, this soil type is classified as “Outwash” material. The SCS descriptions follow Figure 4. In evaluating the upstream area, we reviewed the City of Renton GIS Maps as well as performed a field reconnaissance on February 14, 2024 under overcast conditions. There is approximately 31,209 s.f. (0.716 acres) of upstream tributary area to the project area coming from the adjacent parcels to the east. However, all this runoff sheet flows over residential lawns which facilitate dispersion and eventually infiltration. Nevertheless, minimal upstream runoff is expected to sheet flow onsite. The entire Site has a moderate grade sloping to the southwest. The Site is contained within one Threshold Discharge Area (TDA) that contains one Natural Discharge Area (NDA). The NDA for the Site drains as sheet flow across the western and southern property lines into adjacent properties to the west and N 34th St to the south. Runoff flows in a westerly direction through a series of catch basins and pipes along N 33rd Place. The 12-inch storm main along N 34th St. The 12-inch storm main along N 34th St connects to a Type 1 catch basin along the eastside of Burnett Ave N, its runoff flows on a 12-inch pipe in a northerly direction. On Burnett Ave N and N 35th St, the storm main turns westward and connects through a series of Type 1 catch basins and eventually connects to the main along Lake Washington Blvd N, the runoff flows in a southerly direction for approximately 20 feet and reaches a Type 1 catch basin before traveling across Lake Washington Blvd N and finally reaching its outfall on Lake Washington approximately ¼ mile from the Site. ©2024 D. R. STRONG Consulting Engineers Inc. Page 6 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 1 TIR WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner: NW Seattle Builders, LLC Phone: (253) 405-5587 Address: 9675 SE 36th Street, Suite 105 Mercer Island, WA 98040 Project Engineer: Yoshio L. Piediscalzi, P.E. Company: D. R. STRONG Consulting Engineers Inc. Phone: (425) 827-3063 Project Name: Kennydale Lots City Permit#: C24002620 Location: Township: 24 North Range: 05 East Section: 32 Site Address: 1116 N 34th St, Renton, WA 98056 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Landuse Services Subdivision / Short Subdivision / UPD Building Services: M/F / Commercial / SFR Clearing and Grading Right-of-Way Other: DFW HPA Shoreline Mngmt COE 404 Structural DOE Dam Safety Rockery/Vault FEMA Floodplain ESA Section 7 COE Wetlands Other: Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review (circle): Date (include revision dates): August 9, 2024 Date of Final: Site Improvement Plan (Engr. Plans) Type (circle one): Full / Modified / : Small Site Date (include revision dates): Date of Final: Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) None_required_or_provided.____________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ Date of Approval: ☐ Full ☐ Targeted ☐ Simplified ☐ Large Project ☒ Directed ©2024 D. R. STRONG Consulting Engineers Inc. Page 7 Cedars at the Highlands Level One Downstream Analysis Renton, Washington 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: Renton Comprehensive Plan Special District Overlays: N/A Drainage Basin: Cedar River Watershed, East Lake Washington Basin, West Kennydale subbasin Stormwater Requirements: Exempt Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/ Stream: Lake Wetlands Closed Depression Floodplain Other Steep Slope Erosion Hazard Landslide Hazard Coal Mine Hazard Seismic Hazard Habitat Protection Part 10 SOILS Soil Type InC Slopes 5-15% Erosion Potential Low to Moderate High Groundwater Table Sole Source Aquifer other Seeps/Springs Additional Sheets Attached ©2024 D. R. STRONG Consulting Engineers Inc. Page 8 Cedars at the Highlands Level One Downstream Analysis Renton, Washington Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core Requirement #2 – Offsite Analysis _______ Additional Sheet Attached LIMITATION / SITE CONSTRAINT Part 12 TIR SUMMARY SHEET Threshold Discharge Area: Site comprised of one TDA (name or description) Core Requirements (all 9 apply) Discharge of Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: 02/14/2024 Flow Control Standard: Peak Rate Flow Control Standard Areas (incl. facility summary sheet) or Exemption Number: 1 no more than a 0.15-cfs increase On-site BMPS: Conveyance System Spill containment located at: N/A Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: TBD Construction Stormwater Pollution Contact Phone: TBD Prevention After Hours Phone: TBD Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens Lake / Enhanced Basic / Bog (include facility summary sheet) or exemption No. 1 Surface Area Exemption Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N/A Source Control Describe Landuse: Residential (comm. / industrial landuse) Describe any structural controls: N/A Oil Control High-use Site: Yes / No ©2024 D. R. STRONG Consulting Engineers Inc. Page 9 Cedars at the Highlands Level One Downstream Analysis Renton, Washington Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Collection Dewatering Control Dust control Flow Control 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 Operations of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary Flag Limits of sensitive areas and open space Preservation areas Other ©2024 D. R. STRONG Consulting Engineers Inc. Page 10 Cedars at the Highlands Level One Downstream Analysis Renton, Washington Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility On-site BMPs Other Basic Dispersion Trenches Vegetated Flowpath Wetpool Filtration Oil Control Spill Control On-site BMPs Other Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Covenant Native Growth Protection Covenant Tract Other: Cast in Place Vault Retaining Wall Rockery > 4’ High Structural on Steep Slope Other: 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. 8/14/2024 Signed/Date ©2024 D. R. STRONG Consulting Engineers Inc. Page 11 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 2 VICINITY MAP SITE ©2024 D. R. STRONG Consulting Engineers Inc. Page 12 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS 0 GRAPHIC SCALE 302010 1 INCH = 20 FT. ©2024 D. R. STRONG Consulting Engineers Inc. Page 13 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 4 SOILS ©2024 D. R. STRONG Consulting Engineers Inc. Page 14 Cedars at the Highlands Level One Downstream Analysis Renton, Washington King County Area, Washington InC – Indianola loamy sand, 5 to 15 percent slopes Map Unit Setting • National map unit symbol: 2t635 • Elevation: 0 to 980 feet • Mean annual precipitation: 30 to 81 inches • Mean annual air temperature: 48 to 50 degrees F • Frost-free period: 170 to 210 days • Farmland classification: Prime farmland if irrigated Map Unit Composition • Indianola and similar soils: 85 percent • Minor components: 15 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Indianola Setting • Landform: Eskers, kames, terraces • Landform position (three-dimensional): Riser • Down-slope shape: Linear • Across-slope shape: Linear • Parent material: Sandy glacial outwash Typical profile • Oi - 0 to 1 inches: slightly decomposed plant material • A - 1 to 6 inches: loamy sand • Bw1 - 6 to 17 inches: loamy sand • Bw2 - 17 to 27 inches: sand • BC - 27 to 37 inches: sand • C - 37 to 60 inches: sand Properties and qualities • Slope: 5 to 15 percent • Depth to restrictive feature: more than 80 inches • Drainage class: Somewhat excessively drained • Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 99.90 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Available water supply, 0 to 60 inches: Low (about 3.9 inches) Interpretive groups • Land capability classification (irrigated): 4e • Land capability classification (nonirrigated): 4s • Hydrologic Soil Group: A • Ecological site: F002XA004WA – Puget Lowlands Forest • Forage suitability group; Droughty Soils (G002XN402WA), Droughty Soils (G002XS401WA) • Other vegetative classification: Droughty Soils (G002XN402WA), Droughty Soils (G002XS401WA) • Hydric soil rating: No ©2024 D. R. STRONG Consulting Engineers Inc. Page 15 Cedars at the Highlands Level One Downstream Analysis Renton, Washington Minor Components Alderwood • Percent of map unit: 8 percent • Landform: Ridges, hills • Landform position (two-dimensional): Shoulder • Landform position (three-dimensional): Nose slope, talf • Down-slope shape: Linear, convex • Across-slope shape: Convex • Hydric soil rating: No Everett • Percent of map unit: 5 percent • Landform: Kames, eskers, moraines • Landform position (two-dimensional): Shoulder, footslope • Landform position (three-dimensional): Base slope, crest • Down-slope shape: Convex • Across-slope shape: Convex • Hydric soil rating: No Norma • Percent of map unit: 2 percent • Landform: Depressions, drainageways • Landform position (three-dimensional): Dip • Down-slope shape: Concave, linear • Across-slope shape: Concave • Hydric soil rating: Yes ©2024 D. R. STRONG Consulting Engineers Inc. Page 16 Cedars at the Highlands Level One Downstream Analysis Renton, Washington SECTION II CONDITIONS AND REQUIREMENTS SUMMARY The Project must comply with the following Core and Special Requirements: • C.R. #1 – Discharge at the Natural Location: Existing drainage patterns discharge from the Project Site towards N 34th Street. The existing downstream drainage patterns for the Site will be preserved. • C.R. #2 – Offsite Analysis: Analysis is included in Section III. The Analysis describes the Site’s runoff patterns in detail. • C.R. #3 – Flow Control: The Project is located in a Peak Rate Flow Control Standrad Area matching existing site conditions 2, 10 and 100-year peak rate runoff. Per exemption 2 in Section 1.2.3.1.A., “Exceptions”, the facility requirement may be “…waived for any threshold discharge area of a redevelopment project in which a) the target surfaces subject to the Peak Rate Flow Control Standard Areas facility requirement will generate no more than a 0.15 cfs increase (when modeled using 15-minute time steps) in the existing site conditions 100-year peak flow (modeled using same time step unit (e.g. 15-minute) used to calculate the developed flow). b) The increase runoff from the target surfaces will not significantly impact a critical area, severe flooding problem, or severe erosion problem” This difference between existing site and developed site conditions is less than the maximum 0.15 cfs using 15 minute time steps. Therefore, the project is exempt from flow control facility requirements. The results of the WWHM modeling for the predeveloped and developed site conditions can be found in Section IV. • C.R. #4 – Conveyance System: New pipe systems are required to be designed with sufficient capacity to convey and contain (with minimum 6-inches of freeboard) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a “severe flooding problem” or “severe erosion problem” as defined in C.R. #2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, such overflow must be contained within an onsite drainage easement, tract, covenant or public right-of-way. The propsoed conveyance system was analyzed using the rational method, and is capable of conveying the 100-year peak storm without overtopping any strucutres or channels. • C.R. #5 – Erosion and Sediment Control: The Project will provide the thirteen minimum ESC measures. A temporary erosion and sedimentation control plan been included with this submittal. • C.R. #6 – Maintenance and Operations: Maintenance of the proposed storm drainage facilities will be the responsibility of the City. An Operation and Maintenance Manual is included in Section X. ©2024 D. R. STRONG Consulting Engineers Inc. Page 17 Cedars at the Highlands Level One Downstream Analysis Renton, Washington • C.R. #7 – Financial Guarantees: Prior to commencing construction, the Applicant must post a drainage facilities restoration and site stabilization financial guarantee. For any constructed or modified drainage facilities to be maintained and operated by the City, the Applicant must: 1) Post a drainage defect and maintenance financial guarantee for a period of two years, and 2) Maintain the drainage facilities during the two-year period following posting of the drainage defect and maintenance financial guarantee. • C.R. #8 – Water Quality: Total pollution generating impervious surface (P.G.I.S.) will be less than 5,000 s.f. and less than ¾ acre of new pollution generated pervious surfaces (P.G.P.S.) will be added, therefore a formal water quality treatment facility is not required per Section 1.2.8 of the Manual. • C.R. #9 – Flow Control BMPs: The Site is considered a Small Lot since it is less than 22,000 S.F. A BMP infeasibility criteria breakdown in the order specified by the 2022 Manual is as follows: Flow Control BMP Evalutation: o Full Dispersion: Full dispersion is not feasible on this Site due to lack of the native vegetated path on the project Site. o Full Infiltration: Per the Geotechnical Report, full infiltration is not feasible for the project Site. o Limited Infiltration: Per the Geotechnical Report, limited infiltration is not feasible for the project Site. o Bioretention: Per the Geotechnical Report, limited infiltration is not feasible for the project Site. o Permeable Pavement: Per the Geotechnical Report, limited infiltration is not feasible for the project Site. o Basic Dispersion: Basic dispersion is feasible and will be implemented to mitigated at least 10% of impervious areas (700 s.f. of roof area per lot) onsite. o Reduced Impervious Surface Credit: The project meets the BMP requirment with the selected BMPs above. o Native Growth Retention Credit: The project meets the BMP requirment with the selected BMPs above. o Soil Amendment: it is proposed to be utilized for all distubed pervious areas onsite. o Perforated Pipe Connection: Perforated pipe connections is feasible and will be implemented in the building permit. Final design of flow control BMPs will be provided at the time of the building permit submittals. Runoff generated by the proposed residences on the original two parcels will discharge to the existing conveyance system within N 34th St. ©2024 D. R. STRONG Consulting Engineers Inc. Page 18 Cedars at the Highlands Level One Downstream Analysis Renton, Washington • S.R. #1 – Other Adopted Area-Specific Requirements: Not applicable for this Project. • S.R. #2 – Flood hazard Area Delineation: Not applicable for this Project. • S.R. #3 – Flood Protection Facilities: Not applicable for this Project. • S.R. #4 – Source Controls: Not applicable for this Project since the Project does not propose new or improved commercial, industrial, or multifamily development. • S.R. #5 – Oil Control: Not applicable for this Project. • S.R. #6 – Aquifer Protection Areas: The Site is located within Aquifer Protection Zone 2. This means facilities that allow runoff to have direct contact with soil as well as open channel conveyance systems may require a liner. The Project will meet this requirement when proposing any drainage improvements to the Site. ©2024 D. R. STRONG Consulting Engineers Inc. Page 19 Cedars at the Highlands Level One Downstream Analysis Renton, Washington SECTION III OFF-SITE ANALYSIS LEVEL ONE DOWNSTREAM ANALYSIS TASK 1: DEFINE AND MAP STUDY AREA This Offsite Analysis was prepared in accordance with Core Requirement #2, Section 1.2.2 of the 2022 City of Renton Surface Water Design Manual (Manual). The Project Site is located at 1116 N 34th Street, Renton, Washington and has the Parcel number 334210-2665. See Figures 5 through 12 for maps of the study area. TASK 2: RESOURCE REVIEW • Adopted Basin Plans: None are applicable to this Site. • Finalized Drainage Studies: Alpine Nursery TIR, Cedar Highlands TIR, Saddlebrook TIR. • Basin Reconnaissance Summary Reports: Cedar River Current and Future Conditions Report (April 1993). • Comprehensive Plans: Renton’s Comprehensive Plan, adopted on June 22, 2015, effective July 1, 2015. • Floodplain/Floodway (FEMA) Map: No floodplains exist on site, See Figure 11. • Other Offsite Analysis Reports: None • Sensitive Areas Map Folios, City of Renton GIS: See Figures 6-10. The City’s GIS, on Figure 8, shows the Site to be on a Zone 2 Wellhead Protection Area and on Figure 9 shows the Site to be within 500 feet of moderate and high landslide hazard area. The rest of the Figures does not show the Site be on or near a critical area. • DNRP Drainage Complaints and Studies: Per King County Water and Land Resources Division, there are two complaints within the downstream paths, within approximately one mile from the Site within the last 10 years. See Figure 12. • USDA King County Soils Survey: See Figure 4 • King County Wetlands Inventory: No wetlands were identified via King County Wetland Inventory. See Figure 8. • Migrating River Studies: None are applicable to this Site. • King County Designated Water Quality Problems: Per the Washington State Water Quality Assessment 303(d)/305(b) Integrated Report current as of 2012, there are no water quality problems within 1 mile downstream of the Site. ©2024 D. R. STRONG Consulting Engineers Inc. Page 20 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 5 CITY OF RENTON TOPOGRAPHY MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 21 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 6 CITY OF RENTON COAL MINE HAZARD AREAS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 22 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 7 CITY OF RENTON FLOOD HAZARDS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 23 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 8 CITY OF RENTON STREAMS AND WETLANDS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 24 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 9 CITY OF RENTON LANDSLIDE HAZARDS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 25 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 10 CITY OF RENTON SEISMIC HAZARD AREAS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 26 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 11 FEMA MAP Site (Approximate) ©2024 D. R. STRONG Consulting Engineers Inc. Page 27 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 12 KING COUNTY IMAP DRAINAGE COMPLAINTS MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 28 Cedars at the Highlands Level One Downstream Analysis Renton, Washington TASK 3: FIELD INSPECTION UPSTREAM TRIBUTARY AREA There is approximatley 31,091 s.f. (0.71 acres) of upstream tributary area to the project area coming from the adjacent parcels to the east. However, all this runoff sheet flows over residential lawns which facilitate dispersion and eventually infiltration. Nevertheless, minimal upstream runoff is expected to sheet flow onsite. GENERAL ONSITE AND OFFSITE DRAINAGE DESCRIPTIONS The entire Site has a moderate grade sloping to the southwest. The Site is contained within one Threshold Discharge Area (TDA) that contains one Natural Discharge Area (NDA). The NDA for the Site drains as sheet flow across the western and southern property lines into adjacent properties to the west and N 34th St to the south. Runoff flows in a westerly direction through a series of catch basins and pipes along N 33rd Place. The 12-inch storm main along N 34th St. The 12-inch storm main along N 34th St connects to a Type 1 catch basin along the eastside of Burnett Ave N, its runoff flows on a 12-inch pipe in a northerly direction. On Burnett Ave N and N 35th St, the storm main turns westward and connects through a series of Type 1 catch basins and eventually connects to the main along Lake Washington Blvd N, the runoff flows in a southerly direction for approximately 20 feet and reaches a Type 1 catch basin before traveling across Lake Washington Blvd N and finally reaching its outfall on Lake Washington approximately ¼ mile from the Site. TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS DRAINAGE SYSTEM DESCRIPTION The downstream analysis is further illustrated and detailed in the Downstream Map Figure 13. The drainage area is located within the East Lake Washington – Renton Drainage Basin. The drainage area was evaluated by reviewing available resources described in Task 2, and by conducting a field reconnaissance on February 14, 2024 under overcast conditions. DOWNSTREAM PATH The runoff from the Site and its adjacent parcels sheet flows to N 34th St and is conveyed in a westerly direction through a series of catch basins and pipes along N 34th St. The 12-inch storm main along N 34th St connects to a Type 1 catch basin along the eastside of Burnett Ave N, its runoff flows on a 12-inch pipe in a northerly direction. On Burnett Ave N and N 35th St, the storm main turns westward and connects through a series of Type 1 catch basins and eventually connects to the main along Lake Washington Blvd N, the runoff flows in a southerly direction for approximately 20 feet and reaches a Type 1 catch basin before traveling across Lake Washington Blvd N and finally reaching its outfall on Lake Washington approximately ¼ mile from the Site. ©2024 D. R. STRONG Consulting Engineers Inc. Page 29 Cedars at the Highlands Level One Downstream Analysis Renton, Washington TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS A review of the King County Water and Land Resources Division – Drainage Services Section Documented Drainage Complaints within one mile of the downstream flow paths revealed no complaints in the last ten years. See Figure 12. ©2024 D. R. STRONG Consulting Engineers Inc. Page 30 Cedars at the Highlands Level One Downstream Analysis Renton, Washington FIGURE 13 OFFSITE ANALYSIS DOWNSTREAM MAP Site ©2024 D. R. STRONG Consulting Engineers Inc. Page 31 Kennydale Lots Technical Information Report Renton, Washington SECTION IV FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY WWHM was used to model the peak runoff from the Site. Per Table 3.2.2.a of the Manual the soil type is modeled as “Outwash” for the Indianola loamy sand SCS classification as shown in Figure 4. Soils. The Site is modeled per existing conditions and the area breakdown is shown below. Results of the WWHM analysis are included in this section Input: Output: ©2024 D. R. STRONG Consulting Engineers Inc. Page 32 Kennydale Lots Technical Information Report Renton, Washington FIGURE 14 PREDEVELOPMENT AREA MAP COPYRIGHT , D.R. STRONG CONSULTING ENGINEERS INC.c GRAPHIC SCALE 0 10 20 40 1 INCH = 20 FT. ©2024 D. R. STRONG Consulting Engineers Inc. Page 33 Kennydale Lots Technical Information Report Renton, Washington DEVELOPED SITE AREA HYDROLOGY WWHM was used to model the developed peak runoff from the Site. The soil types are unchanged from the pre-developed conditions. Results of the WWHM analysis are included in this section. The impervious areas for the developed condition were calculated per the project site zoning (65% of the lot area) with estimated driveway location and size. All pervious areas were modeled as moderately sloped lawn. Input: Output: ©2024 D. R. STRONG Consulting Engineers Inc. Page 34 Kennydale Lots Technical Information Report Renton, Washington FIGURE 15 DEVELOPED AREA MAP COPYRIGHT , D.R. STRONG CONSULTING ENGINEERS INC.c GRAPHIC SCALE 0 10 20 40 1 INCH = 20 FT. ©2024 D. R. STRONG Consulting Engineers Inc. Page 35 Kennydale Lots Technical Information Report Renton, Washington PERFORMANCE STANDARDS The project site is located within an Incorporated Area as designated by King County, but will adhere to Peak Rate Flow Control Standard matching existing conditions 2, 10 and 100-year peak rate runoff according to the location of the site on the City of Renton’s flow control application map. Per Section 1.2.3.1.A., “Exceptions” in the Manual, the project is exempt from flow control facility requirements due to the fact that the developed site conditions for the project Site will increase the 100-year peak flow from the predeveloped condition by less than 0.15 cfs using 15-minute time steps. The Project meets the Manual’s requirements for the surface area exemption from water quality control. Per Section 1.2.8 of the Manual, the Project is exempt from providing a water quality facility due to less than 5,000 s.f. of new plus replaced PGIS being added and less than ¾ of an acre of new PGIS being added. FLOW CONTROL SYSTEM The Site is exempt from the Peak Rate Flow Control Standard. Per Section 1.2.3.1.A., “Exceptions”, the facility requirement may be “…waived for any threshold discharge area of a redevelopment project in which a) the target surfaces subject to the Peak Rate Flow Control Standard Areas facility requirement will generate no more than a 0.15 cfs increase (when modeled using 15-minute time steps) in the existing site conditions 100- year peak flow (modeled using same time step unit (e.g. 15-minute) used to calculate the developed flow). b) The increase runoff from the target surfaces will not significantly impact a critical area, severe flooding problem, or severe erosion problem.” WWHM was used to model both the predeveloped and developed conditions utilizing 15-minute time steps. The results in comparison can be seen below. Modeling Results – Comparison: As seen per the WWHM modeling, the difference in 100-year peak flows is less than 0.15 cfs (0.1772 - 0.1491 = 0.0281 cfs). No BMP facility sizing credits were taken into account for these models. The Site will implement basic dispersion trenches to dipserse roof runoff for an area of 700 s.f. for each house roof. Thus, a 10 feet trench will be proposed on each parcel in the back yards. Since the runoff is not generated from PGIS, a liner is not required to meet the Aquifer Project Areas reqiurements for zone 2. However, it may be provided anyway for the trench design purposes. ©2024 D. R. STRONG Consulting Engineers Inc. Page 36 Kennydale Lots Technical Information Report Renton, Washington WATER QUALITY TREATMENT SYSTEM Total new or replaced Pollution Generating Impervious Surface (PGIS) for the project will be approximately 1,450 S.F. in the form of one new residential driveway and frontage improvements of N 34th St along the southern property line. Per Section 1.2.8 of the Manual, the project is exempt from providing a water quality facility due to the fact that less than 5,000 S.F. of new plus replaced PGIS is being added and less than ¾ of an acre of new PGPS is being added. ©2024 D. R. STRONG Consulting Engineers Inc. Page 37 Kennydale Lots Technical Information Report Renton, Washington SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per Core Requirement #4 of the Manual, the conveyance system must be analyzed and designed for the existing tributary and developed onsite runoff. Pipe systems shall be designed to convey the 25-year storm with a minimum of 6-inches of freeboard between the design water surface and structure grate. Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a “severe flooding problem” or “severe erosion problem” as defined in C.R. #2. The Rational Method was used to calculate the Q100 for each pipe node. A conveyance system consisting primarily of pipes and catch basins has been designed for the Project. Runoff will be collected by the three catch basins. Proposed pipes are 12-inch diameter LCPE material while exsisting pipes are 12-inch diameter LCPE and concrete material. FlowMaster and Rational Method Calculations are included in this section. There is approximately 300 feet of half street frontage (north 25-feet of N 34th Street) as well as 5 parcels that would be collected and conveyed through the proposed conveyance system. The total area is approximately 0.853 acres. Even with assuming full buildout of the upstream area, the 100-year flow would be 1.89 cfs. 12-inch pipe with a minimum slope of 0.5% would have a capacity of 2.73 cfs. The proposed conveyance system has adequate capacity to convey the upstream bypass as well as the proposed project improvements. (See Rational Method and FlowMaster results below) Upstream Road Area ©2024 D. R. STRONG Consulting Engineers Inc. Page 38 Kennydale Lots Technical Information Report Renton, Washington Upstream Lot Area ©2024 D. R. STRONG Consulting Engineers Inc. Page 39 Kennydale Lots Technical Information Report Renton, Washington Rational Method for Upstream Area Including Project Site FlowMaster Results for 12-inch DI Pipe ©2024 D. R. STRONG Consulting Engineers Inc. Page 40 Kennydale Lots Technical Information Report Renton, Washington SECTION VI SPECIAL REPORTS AND STUDIES The following report and studies have been provided with this submittal. Geotechnical Evaluation: Earth Solutions NW LLC, Dated March 4, 2024 ©2024 D. R. STRONG Consulting Engineers Inc. Page 41 Kennydale Lots Technical Information Report Renton, Washington SECTION VII OTHER PERMITS None at this time. ©2024 D. R. STRONG Consulting Engineers Inc. Page 42 Kennydale Lots Technical Information Report Renton, Washington SECTION VIII CSWPPP ANALYSIS AND DESIGN (PART A) The Erosion and Sedimentation Control Design will meet the 13 minimum King County requirements: 1. Clearing Limits: Areas to remain undisturbed shall be delineated with a high visibility plastic fence prior to any site clearing or grading. 2. Cover Measures: Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temporary or permanent measures. 3. Perimeter Protection: Silt fences will be provided downslope of all disturbed areas. 4. Traffic Area Stabilization: A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. Sediment Retention: A sediment trap will act as a sediment pond for sediment retention. However, since the site is relatively small, a sediment trap will not be used. 6. Surface Water Collection: Normally, surface water from disturbed areas will sheet flow to the temporary sediment trap, or be collected by interceptor swales and conveyed to the sediment trap. However, since the site is relatively small, a sediment trap will not be used. 7. Dewatering Control: Not applicable for this site. 8. Dust Control: Dust control shall be provided by spraying exposed soils with water until wet. This is required when exposed soils are dry to the point that wind transport is possible, which would impact roadways, drainage ways, surface waters, or neighboring residences. 9. Flow Control: Runoff will discharge to the natural discharge location for the Site, through a series of catch basins with inlet protection being installed. 10. Control Pollutants: All pollutants, including waste materials and demolitions debris that occur on-site, shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, and non-inert wastes present on the Site (see chapter 173-304 WAS for the definition of inert waste). On-site fueling tanks shall include secondary containment. 11. Protect Existing and Proposed Flow Control BMPs: All existing, temporary, and permanent flow control BMPs shall be protected from disturbance during construction. There are no existing BMPs to remain on site. 12. Maintain BMPs: All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state 13. Manage the Project: The construction project is being phased to the maximum extent practicable to prevent soil erosion, and to the maximum extent possible, the transport of sediment from the site during construction. The SWPPP shall be retained on-site at all times. Make any changes or additions necessary per the city ©2024 D. R. STRONG Consulting Engineers Inc. Page 43 Kennydale Lots Technical Information Report Renton, Washington inspector or CSWPP supervisor to ensure accordance with all 13 King County requirements. SWPPP PLAN DESIGN (PART B) Construction activities that could contribute pollutants to surface and storm water include the following, with applicable BMP’s listed for each item: 1. Storage and use of chemicals: Utilize source control, and soil erosion and sedimentation control practices, such as using only recommended amounts of chemical materials applied in the proper manner; neutralizing concrete wash water, and disposing of excess concrete material only in areas prepared for concrete placement, or return to batch plant; disposing of wash-up waters from water-based paints in sanitary sewer; disposing of wastes from oil-based paints, solvents, thinners, and mineral spirits only through a licensed waste management firm, or treatment, storage, and disposal (TSD) facility. 2. Material delivery and storage: Locate temporary storage areas away from vehicular traffic, near the construction entrance, and away from storm drains. Material Safety Data Sheets (MSDS) should be supplied for all materials stored, and chemicals kept in their original labeled containers. Maintenance, fueling, and repair of heavy equipment and vehicles shall be conducted using spill prevention and control measures. Contaminated surfaces shall be cleaned immediately following any spill incident. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other potentially hazardous materials. 3. Sawcutting: Slurry and cuttings shall be vacuumed during the activity to prevent migration offsite and must not remain on permanent concrete or asphalt paving overnight. Collected slurry and cuttings shall be disposed of in a manner that does not violate ground water or surface water quality standards. 4. Demolition: Protect stormwater drainage system from sediment-laden runoff and loose particles. To the extent possible, use dikes, berms, or other methods to protect overland discharge paths from runoff. Street gutter, sidewalks, driveways, and other paved surfaces in the immediate area of demolition must be swept daily to collect and properly dispose of loose debris and garbage. Spray the minimum amount of water to help control windblown fine particles such as concrete, dust, and paint chips. Avoid excessive spraying so that runoff from the site does not occur, yet dust control is achieved. Oils must never be used for dust control. ©2024 D. R. STRONG Consulting Engineers Inc. Page 44 Kennydale Lots Technical Information Report Renton, Washington SECTION IX BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 1. Bond Quantity Worksheet – is located in Appendix A 2. Facility Summary – No facilities proposed. 3. Declaration of Covenant will be provided with each individual building permit. ©2024 D. R. STRONG Consulting Engineers Inc. Page 45 Kennydale Lots Technical Information Report Renton, Washington SECTION X OPERATIONS AND MAINTENANCE MANUAL Is incldued in this section. ©2024 D. R. STRONG Consulting Engineers Inc. Page 46 Kennydale Lots Technical Information Report Renton, Washington APPENDICES ©2024 D. R. STRONG Consulting Engineers Inc. Page 47 Kennydale Lots Technical Information Report Renton, Washington APPENDIX “A” BOND QUANTITY WORKSHEET 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 •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. 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 Page 1 of 15 Ref 8-H Bond Quantity Worksheet INSTRUCTIONS Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 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: SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION CITY OF RENTON CITY OF RENTON 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 Lots Mercer Island, WA 98040 3342102665 NW Eastside Builders, LLC ##-######253-405-5587 8/9/2024 Prepared by: FOR APPROVALProject Phase 1 yoshio.piediscalzi@drstrong.com Yoshio L. Piediscalzi 53232 DR STRONG Onculting Engineers 620 7th Avenue, Kirkland, WA 09033 (425) 827-3063 1116 and 1118 N 34th St, Renton WA, 98056 9675 SE 36th Street, Ste 105 Approx. Burenett Ave N & N 34th Street C24002620 Abbreviated Legal Description: LOTS 33 AND 34 IN BLOCK 19 OF HILLMAN'S LAKE WASHINGTON GARDEN OF EDEN ADDITION TO SEATTLE NO. 1, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, ON PAGE 63, RECORDS OF KING COUNTY; TOGETHER WITH THE SOUTH 1/2 OF VACATED ALLEY ADJOINING ON Page 2 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 10.1%2 All prices include labor, equipment, materials, overhead, profit, and taxes. City of Renton Sales Tax is: 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 13,189.98$ Total Estimated Construction Costs E A + B + C + D 74,355.29$ Estimated Civil Construction Permit - Construction Costs2 Stormwater (Drainage)C 20,481.90$ 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 27,691.61$ Water A 12,991.80$ Wastewater (Sanitary Sewer)B Page 3 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 Catch Basin Protection ESC-3 145.00$ Each 5 725.00 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 Fence, Temporary (NGPE)ESC-8 1.75$ LF 178 311.50 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 518 466.20 Interceptor Swale / Dike ESC-12 1.15$ LF 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 Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.60$ SY 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 1 2,050.00 Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,675.00$ Each Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,525.00$ Each 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 Water truck, dust control ESC-31 SWDM 5.4.7 160.00$ HR Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:3,552.70 SALES TAX @ 10.1%358.82 EROSION/SEDIMENT TOTAL:3,911.52 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 4 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 Backfill & Compaction- trench GI-2 10.25$ CY 89 912.25 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 0.245 2,811.38 Excavation - bulk GI-7 2.30$ CY Excavation - Trench GI-8 5.75$ CY 89 511.75 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 4 551.00 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 Wall, rockery GI-33 17.25$ SF SUBTOTAL THIS PAGE:1,975.00 2,811.38 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 5 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 122 4,209.00 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 122 4,880.00 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 92 1,311.00 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 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 36 1,566.00 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 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 122 2,531.50 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 37 1,914.75 HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 42.50$ SY 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:16,412.25 (B)(C)(D)(E) Page 6 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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-1 200.00$ 2 400.00 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION:400.00 (B)(C)(D)(E) TRAFFIC & LIGHTING No. Signs TR-1 200.00$ Street Light System ( # of Poles)TR-2 3,000.00$ Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING: (B)(C)(D)(E) WRITE-IN-ITEMS SUBTOTAL WRITE-IN ITEMS: STREET AND SITE IMPROVEMENTS SUBTOTAL:18,787.25 2,811.38 SALES TAX @ 10.1%1,897.51 283.95 STREET AND SITE IMPROVEMENTS TOTAL:20,684.76 3,095.32 (B)(C)(D)(E) Page 7 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 2 3,450.00 1 1,725.00 CB Type IL D-5 2,000.00$ Each CB Type II, 48" diameter D-6 3,500.00$ Each for additional depth over 4' D-7 550.00$ FT 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 2 390.00 Cleanout, PVC, 8"D-22 230.00$ Each Culvert, PVC, 4" D-23 11.50$ LF Culvert, PVC, 6" D-24 15.00$ LF Culvert, PVC, 8" D-25 17.00$ LF Culvert, PVC, 12" D-26 26.00$ LF Culvert, PVC, 15" D-27 40.00$ LF Culvert, PVC, 18" D-28 47.00$ LF Culvert, PVC, 24"D-29 65.00$ LF 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:3,450.00 2,115.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) Page 8 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) 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 22 1,518.00 Culvert, LCPE, 8"D-60 83.00$ LF Culvert, LCPE, 12"D-61 96.00$ LF 120 11,520.00 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:11,520.00 1,518.00 (B)(C)(D)(E) Page 9 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) 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 Culvert, DI, 8"D-96 101.00$ LF Culvert, DI, 12"D-97 121.00$ LF Culvert, DI, 15"D-98 148.00$ LF Culvert, DI, 18"D-99 175.00$ LF 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: (B)(C)(D)(E) Page 10 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) 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 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 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS: (B)(C)(D)(E) STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch) Detention Pond SF-1 Each Detention Tank SF-2 Each Detention Vault SF-3 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 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Proprietary Facility SF-15 Each Bioretention Facility SF-16 Each SUBTOTAL STORMWATER FACILITIES: (B)(C)(D)(E) Page 11 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs) WI-1 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: DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:14,970.00 3,633.00 SALES TAX @ 10.1%1,511.97 366.93 DRAINAGE AND STORMWATER FACILITIES TOTAL:16,481.97 3,999.93 (B)(C)(D)(E) Page 12 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 2 6,800.00 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 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 Fire Hydrant Assembly W-12 5,000.00$ Each 1 5,000.00 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 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:11,800.00 SALES TAX @ 10.1%1,191.80 WATER TOTAL:12,991.80 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 13 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 CED Permit #:C24002620 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 2 2,300.00 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 88 9,680.00 Sewer Pipe, PVC, 8 inch Diameter SS-7 120.00$ LF 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 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:11,980.00 SALES TAX @ 10.1%1,209.98 SANITARY SEWER TOTAL:13,189.98 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 14 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 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)33,676.56$ Future Public Improvements Subtotal (c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)20,481.90$ (e) (f) Site Restoration Existing Right-of-Way and Storm Drainage Improvements Maintenance Bond 10,831.69$ Bond Reduction 2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead, profit, and taxes. (425) 827-3063 yoshio.piediscalzi@drstrong.com Kennydale Lots ##-###### 1116 and 1118 N 34th St, Renton WA, 98056 3342102665 FOR APPROVAL C24002620 620 7th Avenue, Kirkland, WA 09033 74,908.27$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 8/9/2024 Yoshio L. Piediscalzi 53232 DR STRONG Onculting Engineers 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) EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 3,911.52$ 33,676.56$ 70,996.75$ 3,911.52$ -$ 20,481.90$ -$ Page 15 of 15 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 8/9/2024 ©2024 D. R. STRONG Consulting Engineers Inc. Page 48 Kennydale Lots Technical Information Report Renton, Washington APPENDIX “B” WWHM REPORT WWHM2012 PROJECT REPORT default[5]2/19/2024 11:11:51 AM Page 2 General Model Information WWHM2012 Project Name:default[5] Site Name: Site Address: City: Report Date:2/19/2024 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 default[5]2/19/2024 11:11:51 AM Page 3 Landuse Basin Data Predeveloped Land Use Predev Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.1959 Pervious Total 0.1959 Impervious Land Use acre ROADS MOD 0.035 ROOF TOPS FLAT 0.041 SIDEWALKS FLAT 0.0105 Impervious Total 0.0865 Basin Total 0.2824 default[5]2/19/2024 11:11:51 AM Page 4 Mitigated Land Use DEV Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.0988 Pervious Total 0.0988 Impervious Land Use acre ROADS MOD 0.035 ROOF TOPS FLAT 0.1381 SIDEWALKS FLAT 0.0105 Impervious Total 0.1836 Basin Total 0.2824 default[5]2/19/2024 11:11:51 AM Page 5 Routing Elements Predeveloped Routing default[5]2/19/2024 11:11:51 AM Page 6 Mitigated Routing default[5]2/19/2024 11:11:51 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1959 Total Impervious Area:0.0865 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0988 Total Impervious Area:0.1836 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.051312 5 year 0.072901 10 year 0.088954 25 year 0.111311 50 year 0.129523 100 year 0.149111 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.079448 5 year 0.103467 10 year 0.120175 25 year 0.142252 50 year 0.159426 100 year 0.177241 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.081 0.111 1950 0.078 0.103 1951 0.048 0.068 1952 0.030 0.052 1953 0.030 0.058 1954 0.041 0.065 1955 0.045 0.073 1956 0.042 0.070 1957 0.057 0.084 1958 0.038 0.064 default[5]2/19/2024 11:12:26 AM Page 8 1959 0.031 0.062 1960 0.051 0.071 1961 0.044 0.069 1962 0.031 0.057 1963 0.047 0.070 1964 0.040 0.063 1965 0.060 0.087 1966 0.034 0.054 1967 0.076 0.097 1968 0.074 0.114 1969 0.054 0.079 1970 0.048 0.075 1971 0.058 0.090 1972 0.073 0.098 1973 0.028 0.051 1974 0.059 0.085 1975 0.059 0.085 1976 0.044 0.066 1977 0.041 0.063 1978 0.051 0.079 1979 0.056 0.106 1980 0.096 0.117 1981 0.049 0.081 1982 0.087 0.120 1983 0.051 0.090 1984 0.036 0.059 1985 0.049 0.080 1986 0.047 0.069 1987 0.055 0.103 1988 0.029 0.060 1989 0.042 0.081 1990 0.141 0.166 1991 0.103 0.129 1992 0.038 0.058 1993 0.029 0.051 1994 0.026 0.052 1995 0.043 0.072 1996 0.071 0.088 1997 0.055 0.079 1998 0.047 0.073 1999 0.120 0.169 2000 0.052 0.079 2001 0.044 0.082 2002 0.075 0.105 2003 0.067 0.089 2004 0.109 0.157 2005 0.046 0.069 2006 0.045 0.063 2007 0.130 0.150 2008 0.098 0.125 2009 0.061 0.094 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1407 0.1688 2 0.1295 0.1665 3 0.1201 0.1569 default[5]2/19/2024 11:12:26 AM Page 9 4 0.1093 0.1502 5 0.1027 0.1292 6 0.0981 0.1249 7 0.0960 0.1198 8 0.0867 0.1174 9 0.0813 0.1139 10 0.0778 0.1113 11 0.0764 0.1060 12 0.0749 0.1055 13 0.0737 0.1029 14 0.0731 0.1028 15 0.0713 0.0983 16 0.0674 0.0970 17 0.0607 0.0942 18 0.0602 0.0900 19 0.0595 0.0898 20 0.0588 0.0892 21 0.0582 0.0881 22 0.0574 0.0872 23 0.0556 0.0853 24 0.0551 0.0850 25 0.0550 0.0843 26 0.0544 0.0820 27 0.0519 0.0810 28 0.0513 0.0810 29 0.0512 0.0804 30 0.0512 0.0795 31 0.0492 0.0793 32 0.0489 0.0793 33 0.0477 0.0791 34 0.0475 0.0746 35 0.0472 0.0734 36 0.0469 0.0731 37 0.0466 0.0716 38 0.0461 0.0713 39 0.0449 0.0701 40 0.0448 0.0697 41 0.0444 0.0692 42 0.0442 0.0687 43 0.0442 0.0686 44 0.0429 0.0676 45 0.0422 0.0655 46 0.0418 0.0650 47 0.0414 0.0641 48 0.0413 0.0631 49 0.0398 0.0627 50 0.0384 0.0627 51 0.0377 0.0621 52 0.0357 0.0603 53 0.0335 0.0585 54 0.0312 0.0584 55 0.0308 0.0576 56 0.0302 0.0571 57 0.0299 0.0538 58 0.0290 0.0518 59 0.0285 0.0516 60 0.0276 0.0507 61 0.0257 0.0505 default[5]2/19/2024 11:12:26 AM Page 10 default[5]2/19/2024 11:12:26 AM Page 11 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0257 1154 6010 520 Fail 0.0267 1001 5369 536 Fail 0.0278 884 4817 544 Fail 0.0288 780 4306 552 Fail 0.0299 694 3859 556 Fail 0.0309 622 3459 556 Fail 0.0320 553 3123 564 Fail 0.0330 503 2804 557 Fail 0.0340 461 2535 549 Fail 0.0351 414 2321 560 Fail 0.0361 378 2111 558 Fail 0.0372 349 1896 543 Fail 0.0382 321 1725 537 Fail 0.0393 305 1586 520 Fail 0.0403 278 1447 520 Fail 0.0414 251 1318 525 Fail 0.0424 235 1195 508 Fail 0.0435 211 1096 519 Fail 0.0445 193 1007 521 Fail 0.0456 182 927 509 Fail 0.0466 169 856 506 Fail 0.0477 160 786 491 Fail 0.0487 140 731 522 Fail 0.0498 134 668 498 Fail 0.0508 125 614 491 Fail 0.0519 115 569 494 Fail 0.0529 110 534 485 Fail 0.0540 103 493 478 Fail 0.0550 97 463 477 Fail 0.0561 93 434 466 Fail 0.0571 90 406 451 Fail 0.0582 87 383 440 Fail 0.0592 82 360 439 Fail 0.0603 75 349 465 Fail 0.0613 73 327 447 Fail 0.0624 67 306 456 Fail 0.0634 61 285 467 Fail 0.0645 58 266 458 Fail 0.0655 55 247 449 Fail 0.0666 50 227 454 Fail 0.0676 49 215 438 Fail 0.0687 49 206 420 Fail 0.0697 46 194 421 Fail 0.0708 43 175 406 Fail 0.0718 41 170 414 Fail 0.0729 39 164 420 Fail 0.0739 36 156 433 Fail 0.0750 35 143 408 Fail 0.0760 31 134 432 Fail 0.0771 28 127 453 Fail 0.0781 27 124 459 Fail 0.0792 27 121 448 Fail 0.0802 25 113 452 Fail 0.0813 24 105 437 Fail default[5]2/19/2024 11:12:26 AM Page 12 0.0823 22 98 445 Fail 0.0834 21 96 457 Fail 0.0844 21 89 423 Fail 0.0855 20 83 415 Fail 0.0865 20 83 415 Fail 0.0876 18 80 444 Fail 0.0886 18 78 433 Fail 0.0897 17 75 441 Fail 0.0907 17 69 405 Fail 0.0918 16 64 400 Fail 0.0928 15 64 426 Fail 0.0939 14 61 435 Fail 0.0949 14 58 414 Fail 0.0959 14 57 407 Fail 0.0970 12 55 458 Fail 0.0980 12 48 400 Fail 0.0991 10 43 430 Fail 0.1001 10 43 430 Fail 0.1012 9 41 455 Fail 0.1022 9 38 422 Fail 0.1033 8 36 450 Fail 0.1043 8 34 425 Fail 0.1054 8 33 412 Fail 0.1064 6 30 500 Fail 0.1075 5 29 580 Fail 0.1085 5 28 560 Fail 0.1096 4 27 675 Fail 0.1106 4 26 650 Fail 0.1117 3 23 766 Fail 0.1127 3 22 733 Fail 0.1138 3 21 700 Fail 0.1148 3 20 666 Fail 0.1159 3 19 633 Fail 0.1169 3 19 633 Fail 0.1180 3 18 600 Fail 0.1190 3 16 533 Fail 0.1201 3 15 500 Fail 0.1211 2 14 700 Fail 0.1222 2 14 700 Fail 0.1232 2 14 700 Fail 0.1243 2 14 700 Fail 0.1253 2 12 600 Fail 0.1264 2 12 600 Fail 0.1274 2 12 600 Fail 0.1285 2 11 550 Fail 0.1295 2 9 450 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. default[5]2/19/2024 11:12:26 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. default[5]2/19/2024 11:12:26 AM Page 14 LID Report default[5]2/19/2024 11:12:37 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. default[5]2/19/2024 11:12:37 AM Page 16 Appendix Predeveloped Schematic default[5]2/19/2024 11:12:37 AM Page 17 Mitigated Schematic default[5]2/19/2024 11:12:38 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 default[5].wdm MESSU 25 Predefault[5].MES 27 Predefault[5].L61 28 Predefault[5].L62 30 POCdefault[5]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 17 IMPLND 2 IMPLND 4 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Predev 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 *** 17 C, Lawn, Mod 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 *** 17 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 ********* default[5]2/19/2024 11:12:38 AM Page 19 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 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 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 17 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 17 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 *** 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 4 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 4 1 9 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 2 0 0 0 0 0 4 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 default[5]2/19/2024 11:12:38 AM Page 20 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 4 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Predev*** PERLND 17 0.1959 COPY 501 12 PERLND 17 0.1959 COPY 501 13 IMPLND 2 0.035 COPY 501 15 IMPLND 4 0.041 COPY 501 15 IMPLND 8 0.0105 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 *** default[5]2/19/2024 11:12:38 AM Page 21 # - # 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 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 default[5]2/19/2024 11:12:38 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 default[5].wdm MESSU 25 Mitdefault[5].MES 27 Mitdefault[5].L61 28 Mitdefault[5].L62 30 POCdefault[5]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 17 IMPLND 2 IMPLND 4 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 DEV 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 *** 17 C, Lawn, Mod 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 *** 17 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 ********* default[5]2/19/2024 11:12:38 AM Page 23 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 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 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 17 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 17 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 *** 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 4 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 4 1 9 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 2 0 0 0 0 0 4 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 default[5]2/19/2024 11:12:38 AM Page 24 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 4 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEV*** PERLND 17 0.0988 COPY 501 12 PERLND 17 0.0988 COPY 501 13 IMPLND 2 0.035 COPY 501 15 IMPLND 4 0.1381 COPY 501 15 IMPLND 8 0.0105 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 *** default[5]2/19/2024 11:12:38 AM Page 25 # - # 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 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 default[5]2/19/2024 11:12:38 AM Page 26 Predeveloped HSPF Message File default[5]2/19/2024 11:12:38 AM Page 27 Mitigated HSPF Message File default[5]2/19/2024 11:12:38 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. 2005-2024; 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