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2018 D. R. STRONG Consulting Engineers Inc. MAPLE HIGHLANDS Technical Information Report Renton, Washington TECHNICAL INFORMATION REPORT for MAPLE HIGHLANDS PRELIMINARY PLAT 16210 SE 134th Street, Renton, Washington ____________________________________________________________________________ DRS Project No. 17020 Renton File No. LUA18-000XXX Owner/Applicant Harbour Homes, LLC 400 North 34th Street, Suite 300 Seattle, Washington 98103 Report Prepared by D. R. STRONG Consulting Engineers, Inc. 620 7th Avenue Kirkland, WA 98033 (425) 827-3063 Report Issue Date November 26, 2018 2018 D. R. STRONG Consulting Engineers Inc. MAPLE HIGHLANDS Technical Information Report Renton, Washington TECHNICAL INFORMATION REPORT MAPLE HIGHLANDS PRELIMINARY PLAT TABLE OF CONTENTS SECTION I ...................................................................................................................... 1 Project Overview ......................................................................................................... 1 Predeveloped Site Conditions ..................................................................................... 1 Developed Site Conditions .......................................................................................... 1 SECTION II ................................................................................................................... 13 Conditions and Requirements Summary ................................................................... 13 Conditions of Approval............................................................................................... 15 SECTION III .................................................................................................................. 16 Off-Site Analysis ........................................................................................................ 16 Task 1: Define and Map Study Area ...................................................................... 17 Task 2: Resource Review ...................................................................................... 18 Task 3: Field Inspection ......................................................................................... 27 Task 4: Drainage System Description and Problem Descriptions .......................... 28 Task 5: Mitigation of Existing or Potential Problems .............................................. 29 SECTION IV .................................................................................................................. 37 Flow Control Analysis and W ater Quality Design ...................................................... 37 Existing Site Hydrology .......................................................................................... 37 Developed Site Hydrology ...................................................................................... 39 Performance Standards ............................................................................................. 42 Flow Control System ................................................................................................. 43 Water Quality Treatment System ............................................................................... 44 SECTION V ................................................................................................................... 46 Conveyance System Analysis and Design ................................................................ 46 SECTION VI .................................................................................................................. 47 Special Reports and Studies ..................................................................................... 47 SECTION VII ................................................................................................................. 48 Other Permits, Variances and Adjustments ............................................................... 48 SECTION VIII ................................................................................................................ 49 CSWPPP Analysis and Design (Part A) .................................................................... 49 SWPPP Plan Design (Part B) .................................................................................... 49 SECTION IX .................................................................................................................. 51 Bond Quantities, Facility Summaries, and Declaration of Covenant .......................... 51 Stormwater Facility Summary Sheet ......................................................................... 52 2018 D. R. STRONG Consulting Engineers Inc. MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION X ................................................................................................................... 53 Operations and Maintenance Manual ........................................................................ 53 APPENDICES ............................................................................................................... 54 Appendix “A” Legal Description ................................................................................. 55 Appendix “B” WWHM................................................................................................. 56 List of Figures Figure 1 TIR Worksheet .................................................................................................. 3 Figure 2 Vicinity Map ....................................................................................................... 8 Figure 3 Drainage Basins, Subbasins, and Site Characteristics ..................................... 9 Figure 4 Soils ................................................................................................................ 10 Figure 5 City of Renton Topography Map ..................................................................... 19 Figure 6 City of Renton Coal Mine Hazard Areas Map ................................................. 20 Figure 7 City of Renton Flood Hazards Map ................................................................. 21 Figure 8 City of Renton Streams and Wetlands Map .................................................... 22 Figure 9 City of Renton Landslide Hazards Map ........................................................... 23 Figure 10 City of Renton Seismic Hazard Areas Map ................................................... 24 Figure 11 FEMA Map .................................................................................................... 25 Figure 12 King County iMap Drainage Complaints Map................................................ 26 Figure 13 Offsite Analysis Downstream Map ................................................................ 30 Figure 14 Offsite Analysis Downstream Table .............................................................. 32 Figure 15 Predeveloped Area Map ............................................................................... 38 Figure 16 Developed Area Map .................................................................................... 40 Figure 17 Detention & Water Quality Facility Details ..................................................... 45 2018 D. R. STRONG Consulting Engineers Inc. Page 1 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION I PROJECT OVERVIEW The Project is the proposed subdivision of the existing parcel into 13 single-family residential lots, per the City of Renton’s (City) subdivision process. The Project is located at 16210 SE 134th Street, Renton, Washington (Site) also known as Tax Parcel Number 145750-0025. The Project will meet the drainage requirements of the 2016 King County Surface Water Design Manual (Manual), as adopted by the City. PREDEVELOPED SITE CONDITIONS The total existing Site area is approximately 182,268 s.f. (4.18 acres). The Site is currently developed with one single family home, gravel driveway, one shed, and landscaping. The eastern property boundary appears to be undisturbed with heavier vegetation. A high point exists at the western property line of the Site creating a shallow grade east maintaining one Threshold Discharge Areas (TDA). Runoff generated by the TDA gradually sheet flows east towards the unopened 164th Avenue SE right of way. The Natural Discarge Area (NDA) of the Site is runoff sheet flow over the east property line. From there runoff enters an existing drainage course and is conveyed southerly to a catch basin. Runoff continues southeasterly as pipe flow, through a series of catch basins and pipes, to a catch basin located in the ditch on the north side of SE 135th Street. Runoff continues southerly as pipe flow to a catch basin on the south side of the same street before it continues southeasterly through private property. The conveyance system could not be accessed past this point, but area topography indicates that it likely discharges in the ravine near the unopened portion of the SE 136th Street right of way just west of 166th Ave SE before reaching the detention facility at Liberty High School. DEVELOPED SITE CONDITIONS The applicant is seeking approval to subdivide 4.18 acres into 13 single–family residential lots (Project), with lot sizes ranging from approximately 9,000 s.f. to 12,425 s.f. All existing improvements located on the Site will be demolished or removed during plat construction. The project is required to meet the City’s Flow Control Duration Standard – Matching Forested Conditions and Basic Water Quality treatment. This standard matches the developed Site flow durations to the flow durations of pre -developed rates for forested (historical) site conditions from 50% of the 2-year peak flow up to the full 50-year peak flow. Also, developed peak discharge rates shall not exceed predeveloped peak discharge rates for the 2-,10-, and 100-year return periods. The Flood Problem Flow Control Standard and Basic Water Quality requirement will be met through the use of a detention wet vault. The proposed impervious surface areas are as follows: half street frontage improvements along 162nd AVE SE and 164th AVE SE, the proposed Road A, the 13 new single-family residences and associated driveways, and Tract A, the sto rm water detention facility, will generate approximately 111,198 s.f. of impervious area (2.553 acres). 2018 D. R. STRONG Consulting Engineers Inc. Page 2 MAPLE HIGHLANDS Technical Information Report Renton, Washington Per Section 1.2.9.2.1 Small Lot BMP Requirements of the CORSWDM (Manual), projects are required to mitigate for impervious surfaces by use of Flow Control Best Management Practices (BMP’s). The Project’s lots fall within the requirements for small lots, as all lots are under 22,000 square feet. This requires all lots under 11,000 square feet to apply flow control BMPs to mitigate impervious areas equal to 10% of the total lot area. Only Lot 1 is required to mitigate impervious area equal to 20% of their total lot area due to lot areas greater than 11,000 square feet. The soils investigation summarized by the project geotechnical report are confined to the upper layers (up to 12 feet deep) of Site soils. The report indicates the presence of glacial till and glaciomarine deposits not conducive to infiltration. It is the recommendation of the geotechnical engineer to investigate alternative means of stormwater management. With limited native growth areas and negligible infiltration rates, the Project is proposing to utilize a combination of reduced impervious surface credits and basic dispersion to meet the small lot BMP requirements. (See Section IV). 2018 D. R. STRONG Consulting Engineers Inc. Page 3 MAPLE HIGHLANDS Technical Information Report 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: Harbour Homes, LLC Phone: (206) 315-8130 Address: 400 North 34th St, Suite 300 Seattle, WA 98103 Project Engineer: Maher A. Joudi, P.E. Company: D. R. STRONG Consulting Engineers Inc. Phone: (425) 827-3063 Project Name: Maple Highlands City Permit#: LUA18-000XXX Location: Township: 23 North Range: 05 East Section: 014 Site Address: 16210 SE 134th Street Renton, WA 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 Full / Targeted / (circle): Large Site Date (include revision September 11, 2018 dates): Date of Final: Site Improvement Plan (Engr. Plans) Type (circle one): Full / Modified / : Small Site Date (include revision September 11, 2018 dates): Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) _____________________________________________________________________________________ _____________________________________________________________________________________ ____________________________________________________________________________________ Date of Approval: 2018 D. R. STRONG Consulting Engineers Inc. Page 4 MAPLE HIGHLANDS Technical Information Report Renton, Washington Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: TBD Completion Date Describe: Monitor discharge location during construction. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Newcastle Special District Overlays: N/A Drainage Basin: Lower Cedar River and May Creek Stormwater Requirements: Flow Control Duration Standard – Matching Forested Conditions and Basic WQ treatment 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 AgC Slopes 8-15% Erosion Potential Low to Moderate High Groundwater Table Sole Source Aquifer other Seeps/Springs Additional Sheets Attached 2018 D. R. STRONG Consulting Engineers Inc. Page 5 MAPLE HIGHLANDS Technical Information Report Renton, Washington Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core Requirement #2 – Offsite Analysis SEPA 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 8 apply) Discharge of Natural Location Yes Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: 06/02/18 Flow Control Level: 1 / 2 / 3 or Exemption Number (incl. facility summary sheet Small Site BMPS: Reduced Impervious Surface Credit and Basic Dispersion Conveyance System Spill containment located at: TBD Erosion and Sediment Control ESC Site Supervisor: T/B/D Contact Phone: T/B/D After Hours Phone: T/B/D 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. 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: (comm. / industrial landuse) Describe any structural controls: Oil Control High-use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No 2018 D. R. STRONG Consulting Engineers Inc. Page 6 MAPLE HIGHLANDS Technical Information Report Renton, Washington with whom? Other Drainage Structures Describe: Runoff will be collected and conveyed to the storm drainage facility located in Tract A. 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 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 Facilities Flag Limits of SAO and open space Preservation areas Other Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility Flow Control BMPs Other Vault Biofiltration Wetpool Media Filtration Oil Control Spill Control Flow Control BMPs Other Wet-vault 2018 D. R. STRONG Consulting Engineers Inc. Page 7 MAPLE HIGHLANDS Technical Information Report Renton, Washington 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. 11.26.18 Signed/Date 2018 D. R. STRONG Consulting Engineers Inc. Page 8 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 2 VICINITY MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 9 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS 0 GRAPHIC SCALE 906030 1 INCH = 60 FT. 2018 D. R. STRONG Consulting Engineers Inc. Page 10 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 4 SOILS 2018 D. R. STRONG Consulting Engineers Inc. Page 11 MAPLE HIGHLANDS Technical Information Report Renton, Washington King County Area, Washington AgC—Alderwood gravelly sandy loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2t626 Elevation: 50 to 800 feet Mean annual precipitation: 20 to 60 inches Mean annual air temperature: 46 to 52 degrees F Frost-free period: 160 to 240 days Farmland classification: Prime farmland if irrigated Map Unit Composition Alderwood and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Ridges, hills Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Nose slope, talf Down-slope shape: Linear, convex Across-slope shape: Convex Parent material: Glacial drift and/or glacial outwash over dense glaciomarine deposits Typical profile A - 0 to 7 inches: gravelly sandy loam Bw1 - 7 to 21 inches: very gravelly sandy loam Bw2 - 21 to 30 inches: very gravelly sandy loam Bg - 30 to 35 inches: very gravelly sandy loam 2Cd1 - 35 to 43 inches: very gravelly sandy loam 2Cd2 - 43 to 59 inches: very gravelly sandy loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: 20 to 39 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: B Forage suitability group: Limited Depth Soils (G002XN302WA), Limited Depth Soils (G002XS301WA), Limited Depth Soils (G002XF303WA) Hydric soil rating: No Minor Components Everett Percent of map unit: 5 percent Landform: Kames, eskers, moraines 2018 D. R. STRONG Consulting Engineers Inc. Page 12 MAPLE HIGHLANDS Technical Information Report Renton, Washington Landform position (two-dimensional): Shoulder, footslope Landform position (three-dimensional): Crest, base slope Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Indianola Percent of map unit: 5 percent Landform: Eskers, kames, terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Shalcar Percent of map unit: 3 percent Landform: Depressions Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 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 2018 D. R. STRONG Consulting Engineers Inc. Page 13 MAPLE HIGHLANDS Technical Information Report 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 discharges the Site at one location, maintaining one TDA. The topography indicates that all stormwater runoff leaves the Site as sheet flow across the east property line. 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 Facilities: The Project is required to adhere to Level 2 Flow Control Standards. One detention/wetvault will provide flow control as required for the new and replaced impervious and pervious surfaces . The Site is required to “match developed discharge durations to existing conditions durations for the range of predeveloped discharge rates from 50% of the two -year peak flow up to the full 50-year peak flow. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the 10 year return periods ,” (City of Renton 2017 Surface Water Design Manual Amendment, Sec. 1.2.3.1). A detention vault will accommodate this requirement. C.R. #4 – Conveyance System: New pipe systems are required to be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing condition s 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. This analysis will be performed at time of construction plan preparation. C.R. #5 – Construction Stormwater Pollution Prevention: The Project will provide the thirteen minimum ESC measures. A temporary erosion and sedimentation control plan will be prepared at the time construction plan preparation. 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 will be included in Section X at the time of construction plan preparation. C.R. #7 – Financial Guarantees and Liability: Prior to commencing construction, the Applicant must post a drainage facilities restoration and site stabili zation 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 dra inage facilities 2018 D. R. STRONG Consulting Engineers Inc. Page 14 MAPLE HIGHLANDS Technical Information Report Renton, Washington during the two-year period following posting of the drainage defect and maintenance financial guarantee. C.R. #8 – Water Quality Facilities: The Project is required to provide basic water quality treatment. A wetvault will accommodate this requirement. C.R. #9 – On-Site BMPs: The Project is required to provide on-site BMPs to mitigate the impacts of storm and surface water runoff. On -site BMPs will be selected and applied according to the basic requirements, procedures, and provisions detailed in the 2017 Renton SWDM. S.R. #1 – Other Adopted Area-Specific Requirements: Not applicable for this Project. S.R. #2 – Floodplain/Floodway Delineation: Not applicable for this Project. S.R. #3 – Flood Protection Facilities: Not applicable for this Project. S.R. #4 – Source Control: Not applicable for this Project. S.R. #5 – Oil Control: Not applicable for this Project. S.R. #6 – Aquifer Protection Area: Site not located within zones 1 and 2, therefore not applicable for this Project. 2018 D. R. STRONG Consulting Engineers Inc. Page 15 MAPLE HIGHLANDS Technical Information Report Renton, Washington CONDITIONS OF APPROVAL Maple Highlands LUA18-000XXX TBD 2018 D. R. STRONG Consulting Engineers Inc. Page 16 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION III OFF-SITE ANALYSIS An offsite Level Two Downstream Analysis was prepared by D.R. STRONG Consulting Engineers Inc. and is included in this section. 2018 D. R. STRONG Consulting Engineers Inc. Page 17 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington LEVEL TWO DOWNSTREAM ANALYSIS DISCLAIMER: This report was prepared at the request of HARBOUR HOMES, LLC. for the 4.23 acre parcel known as a portion of the SOUTHWEST Quarter of Section 09, Township 24 North, Range 5 East, W.M., in King County, Tax Parcel Number 145750-0025 (Site). D. R. STRONG Consulting Engineers Inc. (DRS) has prepared this report for the exclusive use of DRS, the owner, and their agents, for specific application to the development project as described herein. Use or reliance on this report, or any of its contents for any revisions of this project, or any other project, or by others not described above, is forbidden without the expressed permission by DRS. TASK 1: DEFINE AND M AP STUDY AREA This Offsite Analysis was prepared in accordance with Core Requirement #2, Section 1.2.2 of the 2017 King County Surface Water Design Manual and City Amendments as adopted by the City of Renton (Manual). The Site is located at 16210 SE 134th Avenue, Renton, Washington. The Project is the subdivision of one parcel into 13 single-family lots. See Figures 1, 2, 3, and 5 for maps of the study area. 2018 D. R. STRONG Consulting Engineers Inc. Page 18 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington TASK 2: RESOURCE REVIEW Adopted Basin Plans: King County Department of Permitting and Environmental Review (DPER) and Department of Natural Resources and Parks (DNRP) Lower Cedar River Basin Plan Summary Finalized Drainage Studies: No available applicable drainage studies at this time. 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 10. Other Offsite Analysis Reports: Skyhorse Short Plat Sensitive Areas Map Folios: See Figures 6-9. DNRP Drainage Complaints and Studies: Per King County Water and Land Resources Division, there were no complaints within the downstream paths, within approximately one mile from the Site within the last 10 years. See figure 11. USDA King County Soils Survey: See Figure 4 Wetlands Inventory: Vol. 2 East (1990) – No wetlands identified along the downstream paths in the KC Wetlands Inventory. The City of Renton Mapping Applications indicates there are also no wetlands along the downstream path. See Figure 8. Migrating River Studies: The Site is not loca ted near the channel migration zones of Cedar River, Tolt River, Raging River, Snoqualmie River, or Green River. 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. 2018 D. R. STRONG Consulting Engineers Inc. Page 19 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 5 CITY OF RENTON TOPOGRAPHY MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 20 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 6 CITY OF RENTON COAL MINE HAZARD AREAS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 21 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 7 CITY OF RENTON FLOOD HAZARDS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 22 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 8 CITY OF RENTON STREAMS AND WETLANDS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 23 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 9 CITY OF RENTON LANDSLIDE HAZARDS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 24 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 10 CITY OF RENTON SEISMIC HAZARD AREAS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 25 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 11 FEMA MAP Site (Approximate) 2018 D. R. STRONG Consulting Engineers Inc. Page 26 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 12 KING COUNTY IMAP DRAINAGE COMPLAINTS MAP Site 2018 D. R. STRONG Consulting Engineers Inc. Page 27 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington TASK 3: FIELD INSPECTION UPSTREAM TRIBUTARY AREA Upon evaluation of the upstream area through examining COR topographic map (see Figure 5) and by conducting field reconnaissance on July 2, 2018, the upstream tributary area for the Site is considered negligible. The area generally slopes from west to east at moderates grades. Runoff from the property directly west appears to head south to SE 134th Street while a small portion flows in northeast direction past the Site. Runoff from the unopened right of way (162nd Ave SE) may head towards the Site, however, this area will be improved and runoff captured and conveyed east. GENERAL ONSITE AND OFFSITE DRAINAGE DESCRIPTIONS The Site is contained within one Threshold Discharge Area (TDA). Runoff from the Site is captured in a drainage course and associated catch basin just east of the eastern property line and conveyed southeast to the conveyance system in SE 135 th Street. Runoff continues in a southerly direction before reaching the detention pond at Liberty High School. The downstream analysis was concluded at this location (1,350 lf). 2018 D. R. STRONG Consulting Engineers Inc. Page 28 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS DRAINAGE SYSTEM DESCRIPTION The downstream analysis is further illustrated and detailed in the Dow nstream Map Figure 12 and Downstream Table Figure 13. The drainage area is located within the Lower Cedar River and May Creek drainage basin. The drainage area was evaluated by reviewing available resources described in Task 2, and by conducting a field reconnaissance on July 2, 2018 under sunny conditions. EXISTING DOWNSTREAM PATH Runoff leaves the Site as sheet flow across the eastern property line into an existing drainage course. Runoff is conveyed southerly to a catch basin at the south end of the drainage course. Runoff continues southeasterly as pipe flow, through a series of catch basins and pipes, to a catch basin located in the ditch on the north side of SE 135th Street in front of 16414 SE 135th Street (522’). Runoff continues southerly as pipe flow to a catch basin on the south side of the same street before continues southeasterly through private property (552’). The conveyance could not be accessed past this point given the private property but area topography indicates that it likely discharges in the ravine near the unopened portion of the SE 136th Street right of way just west of 166th Ave SE before reaching the detention facility at Liberty High School (1,345’). CAPACITY ANALYSIS Based on field observation, a preliminary quantitative analysis was performed. There are several reaches of the existing downstream path that consist of twe lve inch pipe at two percent slope. Twelve inch pipes at a slope of two percent have sufficient capacity for approximately 5.5 cfs. Given the existing land covers of the tributary areas and proposed development, this capacity is not sufficient for this d evelopment. Additionally, several reaches cross private property with no easements for future maintenance. Anticipated backwater and ponding of the system would be classified as a Type 1 conveyance nuisance problem due to the reasons stated above. See T ask 5 for mitigation. DRAINAGE COMPLAINTS 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 within the last ten years (1995 was most recent). 2018 D. R. STRONG Consulting Engineers Inc. Page 29 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS In order to mitigate for the deficient capacity in the existing system, the Project proposes to install a new conveyance system in 164th Ave SE and rebuild a portion of the Windsor Circle downstream discharge conveyance system. See Proposed Downstream Path below. A wetvault will provide flow control and basic water quality requirements for the entire Site. During construction, standard sediment and erosion control methods will be utilized. This will include the use of a stabilized construction entrance, perimeter silt fencing, and other necessary measures to minimize soil erosion during construction. PROPOSED DOWNSTREAM PATH Given the historic path details and the private n ature of the properties downstream of the site, an accessible path for runoff was determined. The project proposes to install a conveyance system within the half right of way at the eastern boundary of the site to convey runoff due south through the 164 th Ave SE right of way. The proposed conveyance system will be extended through 164th Ave SE past SE 135th Street (380’) and continue south through 164 th Ave SE to SE 136th Street at the corner of the Windsor Circle drainage facility (709’). CB #12 and CB#13 of the Windsor Circle conveyance system (COR As Built R-361909) and associated piping will be replaced at a lower elevation and continue to discharge to the existing channel (904’, point G1 of Existing Downstream Path, See Figure 14). Runoff continues in its existing path from this point on. 2018 D. R. STRONG Consulting Engineers Inc. Page 30 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 13 OFFSITE ANALYSIS DOWNSTREAM MAP Existing Downstream Path 2018 D. R. STRONG Consulting Engineers Inc. Page 31 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington Proposed Downstream Path 2018 D. R. STRONG Consulting Engineers Inc. Page 32 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington FIGURE 14 OFFSITE ANALYSIS DOWNSTREAM TABLE EXISTING DOWNSTREAM PATH Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance From site Discharge Existing Problems Potential Problems Observations of field inspector resource reviewer, or resident See map Type: sheet flow, swale, Stream, channel, pipe, Pond; Size: diameter Surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % 1/4 mile = 1,320 feet Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts. A1 Natural discharge area Runoff exits at the NDA along the eastern property line of the Site. 0’ None Observed None Anticipated No concentrated flow observed A1-B1 Southerly Channel Flow Runoff enters a manmade channel and heads south W=2’, D= 1’, Side Slopes=3:1 1.0% Localized Ponding Exacerbating the existing ponding No concentrated flow observed B1 Type 1 CB At southern terminus of drainage channel 146’ None Observed None Anticipated No flow observed B1-C1 Southeasterly Pipe Flow 12” CP, not observed at B1 as it is on private property; terminus at C1 observed 1.7% Exists on private property with no easement Exists on private property with no easement Not observed due to private property C1 Type 1 CB On Parcel No. 1323059023 ±182’ None Observed None Anticipated Not visited; private property C1-D1 Southeasterly Pipe Flow 8” ADS (per Skyhorse Downstream Analysis) 2.0% None Observed None Anticipated Not visited, private property D1 Type 1 CB On Parcel No. 1323059023 ±250’ None Observed None Anticipated Not visited, private property D1-E1 Southeasterly Pipe Flow 12” CP (per Skyhorse Downstream Analysis) 2.0% None Observed None Anticipated Not visited, private property E1 Type 1 CB North side of 135th ±522’ None Observed None Anticipated No flow observed E1-F1 Southerly pipe flow 12” CP 1.5% None Observed None Anticipated No flow observed F1 Type 1 CB South side of 135th ±552’ None Observed None Anticipated No flow observed 2018 D. R. STRONG Consulting Engineers Inc. Page 33 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington PROPOSED DOWNSTREAM PATH F1-G1 Southerly Pipe Flow 12” CP 2.0% Exists on Private Property with no easement Exists on Private Property with no easement No flow observed G1-H1 Southerly Channel Flow Earth and Gravel Lined Channel W=2’, D= 1’, Side Slopes=10:1 1.0% No well defined flow path No flow observed H1-J1 Southerly Channel Flow Channelized flow through forested area W=5’, D= 1’, Side Slopes=2:1 3.0% No signs of erosion J1-K1 Southerly Pipe Flow 30” CP Culvert 3.0% ±1,095 K1-L1 Southerly Channel Flow Channelized flow through shallow ditch W=5’, D= 2’, Side Slopes=2:1 2.0% ±1,155 Forested Area L1-M1 Southeasterly Pipe Flow 30” CMP 2.0% ±1,345’ M1 Liberty High School Detention Facility Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance From site Discharge Existing Problems Potential Problems Observations of field inspector resource reviewer, or resident See map Type: sheet flow, swale, Stream, channel, pipe, Pond; Size: diameter Surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % 1/4 mile = 1,320 feet Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts. A2 Connection Point with existing system Intersection of SE 136th Street and 164th Ave SE. Replace existing Type 1 CB with Type 2 – 48” CB and connect new 12” LCPE on the east side of the road. 0’ None Observed None Anticipated No existing flows observed. A2-B2 Easterly Pipe Flow 12” LCPE 9.0% None Observed None Anticipated No flow observed B2 Type 2-48” CB Replace existing Type 1 CB with Type 2-48” CB 100’ None Observed None Anticipated No flow observed B2-C2 Easterly Pipe Flow 12” LCPE 13.3% Outlets into SE 136th Street unopened Right- of-Way None anticipated No flow observed. 2018 D. R. STRONG Consulting Engineers Inc. Page 34 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington C2 – Existing 12” LCPE Outlet H1-J1 C2 12” LCPE Outlet Outlet of 12” LCPE to Stream Channel where it converges with the Existing Downstream Path (G1) ±202’ None Observed None Anticipated No flow observed 2018 D. R. STRONG Consulting Engineers Inc. Page 35 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington H1-J1 L1-M1 2018 D. R. STRONG Consulting Engineers Inc. Page 36 MAPLE HIGHLANDS Level One Downstream Analysis Renton, Washington M1 2018 D. R. STRONG Consulting Engineers Inc. Page 37 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION IV FLOW CONTROL ANALYSIS AND WATER QUALITY DESIGN EXISTING SITE HYDROLOGY Western Washington Hydrology Model (WWHM) 2012 was used to model runoff from the Site. The Site falls within the City’s Flow Control Duration Standard – Matching Forested Conditions area. The Site was modeled as predeveloped forested condtions for target surfaces (see Figure 15). Per Table 3.2.2.A of the 2017 CORSWDM the Soil group for Alderwood is modeled as “Till.” Inputs for the pre-developed basin in the WWHM analysis are included in this section. 2018 D. R. STRONG Consulting Engineers Inc. Page 38 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 15 PREDEVELOPED AREA MAP GRAPHIC SCALE 0 40 80 120 1 INCH = 80 FT. 2018 D. R. STRONG Consulting Engineers Inc. Page 39 MAPLE HIGHLANDS Technical Information Report Renton, Washington DEVELOPED SITE HYDROLOGY Soil Type The soil types are unchanged from predeveloped conditions. Land Cover WWHM was used to model the developed peak runoff from the Site. The portions of the Site within the developable area tributary to the proposed dete ntion facility were modeled as “Till Grass”, and “Impervious” as appropriate. In order to accurately model the developed site hydrology, considerations were made for individual lots. All lots have been modeled utilizing the proposed small lot BMP requirements; reduced impervious surface credit and basic dispersion. Lot im pervious area restrictions of 400 square feet less than the minimum assumed impervious coverage of 4,000 square feet as defined in section 3.2.2.1 of the CORSWDM (Manual). Inputs for the developed basin in the WWHM analysis are included in this section. 2018 D. R. STRONG Consulting Engineers Inc. Page 40 MAPLE HIGHLANDS Technical Information Report Renton, Washington Lot Area Disturbed Area Undist Imp by Zoning BMP Reqd Minimum 4,000 s.f. Imp Reduced Imp Basic Dispersion BMP Credit total impervious pervious impervious pervious Lot 1 12,425 0 6,213 2,485 4,000 3,600 700 1,100 12,425 0 0 4,000 8,425 Lot 2 10,510 0 5,255 1,051 4,000 3,600 700 1,100 10,510 0 0 4,000 6,510 Lot 3 10,208 0 5,104 1,021 4,000 3,600 700 1,100 10,208 0 0 4,000 6,208 Lot 4 9,906 0 4,953 991 4,000 3,600 700 1,100 9,906 0 0 4,000 5,906 Lot 5 9,604 0 4,802 960 4,000 3,600 700 1,100 9,604 0 0 4,000 5,604 Lot 6 9,302 0 4,651 930 4,000 3,600 700 1,100 9,302 0 0 4,000 5,302 Lot 7 9,000 0 4,500 900 4,000 3,600 700 1,100 9,000 0 0 4,000 5,000 Lot 8 9,868 0 4,934 987 4,000 3,600 700 1,100 9,868 0 0 4,000 5,868 Lot 9 10,035 0 5,018 1,004 4,000 3,600 700 1,100 10,035 0 0 4,000 6,035 Lot 10 9,742 0 4,871 974 4,000 3,600 700 1,100 9,742 0 0 4,000 5,742 Lot 11 9,449 0 4,725 945 4,000 3,600 700 1,100 9,449 0 0 4,000 5,449 Lot 12 9,156 0 4,578 916 4,000 3,600 700 1,100 9,156 0 0 4,000 5,156 Lot 13 9,112 0 4,556 911 4,000 3,600 700 1,100 9,112 0 0 4,000 5,112 Total Lots 128,317 0 64,159 14,074 52,000 46,800 9,100 14,300 128,317 0 0 52,000 76,317 TRACT A 15,198 0 15,198 0 0 7,599 7,599 TRACT B 6,149 0 6,149 0 0 0 6,149 Total Tracts 21,347 0 21,347 0 0 7,599 13,748 Total Lots & Tracts 149,664 149,664 0 0 59,599 90,065 ROW On Site ROW 32,604 0 32,604 0 0 29,344 3,260 Frontage ROW 24,728 0 24,728 0 0 22,255 2,473 Target Area - Bypass 0 0 0 0 0 0 0 Non-Target - Trade 0 0 0 0 0 0 0 Total ROW 57,332 57,332 0 0 51,599 5,733 BYPASS LOT TO DETENTIONBMP 2018 D. R. STRONG Consulting Engineers Inc. Page 41 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 16 DEVELOPED AREA MAP GRAPHIC SCALE 0 40 80 120 1 INCH = 80 FT. 2018 D. R. STRONG Consulting Engineers Inc. Page 42 MAPLE HIGHLANDS Technical Information Report Renton, Washington PERFORMANCE STANDARDS The Site is required to adhere to Flow Control Duration Standard – Matching Forested Conditions of the existing site. A detention wetvault will provide flow control and basic water quality treatment. The Project is required to “match the flow duration of pre - developed rates for forested (historic) site conditions over the range o f flows extending from 50% of 2-year up to the full 50-year flow and matches peaks for the 2-, 10-, and 100-year return periods.” (CORSWDM, Sec. 1.2.3.1). Detention vault details will be provided at the time of final engineering. Per Section 1.2.9.1 of the CORSWDM, the project is required to supplement the flow mitigation provided by required flow control facilities by use of Best Management Practices (BMPs). Section 1.2.9.2 outlines individual lot BMP requirements and the preferred BMPs to be utilized to achieve flow mitigation. Lots that are 11,000 s.f. or less are required to mitigate 10% of the total lot size of impervious area, and lots that are greater than 11,000 s.f. are required to mitigate impervious area equal to 20% of the total lot size. Small lot BMPs were determined by the BMP requirements outlin ed in Section 1.2.9.2.1 of the CORSWDM. As required by the CORSWDM, small lot BMP requirements were analyzed in the order of preference listed in section 1.2.9.2.1. 1. Full Dispersion: There is an insufficient amount of native growth in order to utilize full dispersion. The required undisturbed area and flowpath lengths result in full dispersion for any of the lots to be infeasible. 2. Full Infiltration: Per geotechnical infiltration evaluation, the existing soil on the Site makes full infiltration infeasible. The full geotechnical report has been submitted in conjunction with the preliminary application. 3. Limited Infiltration: Per geotechnical infiltration evaluation, the existing soil on the Site makes any form of infiltration infeasible. The full geotechnical report has been submitted in conjunction with the preliminary application. 4. Rain Gardens: Per geotechnical evaluation, the existing soil on the Site makes any form of infiltration infeasible. The full geotechnical report has been submitted in conjunction with the preliminary application. 5. Bioretention: Per geotechnical evaluation, the existing soil on the Site makes any form of infiltration infeasible. 6. Permeable Pavement: Per geotechnical evaluation, the existing soil on the Site makes any form of infiltration infeasible. 7. Basic Dispersion: A combination of restricted impervious area and basic dispersion via splash blocks is being proposed in order to meet the BMP requirements of small lots. Per the CORSWDM, any lots utilizing Basic Dispersion require a supplemental BMP to be implemented to achieve compliance. In addition to splash blocks, the Project is proposing to implement Reduced Impervious Surface Credits to meet flow control BMP requirements. The amount of reduced impervious surface per lot varies; the Area Breakdown table included in this section shows individual requirements for each lot. 2018 D. R. STRONG Consulting Engineers Inc. Page 43 MAPLE HIGHLANDS Technical Information Report Renton, Washington FLOW CONTROL SYSTEM The Project will utilize an detention facility designed to control site runoff. T he Western Washington Hydrology Modeling (WWHM) software was used to size the facility. The detention vault design information is shown below. The full WWHM report is included as Appendix B of this report. 2018 D. R. STRONG Consulting Engineers Inc. Page 44 MAPLE HIGHLANDS Technical Information Report Renton, Washington WATER QUALITY TREATMENT SYSTEM The Project is required to adhere to the City of Renton’s Basic Water Quality treatment criteria. A combined detention/water quality vault located is proposed to accommodate this requirement. The sizing information for the water quality storage will be provided at the time of final engineering. 2018 D. R. STRONG Consulting Engineers Inc. Page 45 MAPLE HIGHLANDS Technical Information Report Renton, Washington FIGURE 17 DETENTION & WATER QUALITY FACILITY DETAILS (To be completed at time of final engineering) 2018 D. R. STRONG Consulting Engineers Inc. Page 46 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION V CONVEYANCE SYSTEM AN ALYSIS AND DESIGN Per Core Requirement #4 of the CORSWDM, 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. Any overflow from the 100-year design storm must not create or aggravate a severe flooding problem. The Rational Method will be used to calculate the Q-Ratio for each pipe node at the time of final engineering. A conveyance system consisting primarily of pipes and catch basins will be designed for the Project. Onsite runoff will be collected by the multiple catch basins. Pipes are typically six-inch to twelve-inch diameter LCPE material. 2018 D. R. STRONG Consulting Engineers Inc. Page 47 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION VI SPECIAL REPORTS AND STUDIES The following report and studies have been provided with this submittal. Critical Area Memo: Soundview Consultants – May 29th, 2018 Geotechnical Engineering Study: Earth Solutions NW , LLC – June 21, 2018 Traffic Memorandum: Traffex, Inc. – August 27, 2018 Arborist Report: Creative Landscape Solutions – July 28, 2018 2018 D. R. STRONG Consulting Engineers Inc. Page 48 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION VII OTHER PERMITS, VARIANCES AND ADJUSTMENTS None at this time. 2018 D. R. STRONG Consulting Engineers Inc. Page 49 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION VIII CSWPPP ANALYSIS AND DESIGN (PART A) The Erosion and Sedimentation Control Design will meet the seven minimum King County requirements: 1. Areas to remain undisturbed shall be delineated with a high visibility plastic fence prior to any site clearing or grading. 2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temporary or permanent measures. 3. Perimeter protection shall consist of a silt fence down slope of any disturbed areas or stockpiles. 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. The detention vault will act as a sediment pond for sediment retention. Perimeter silt fences will provide sediment retention within the bypass areas. 6. Surface water from disturbed areas will sheet flow to the sediment pond for treatment. 7. Dust control shall be provided by spraying exposed soils with water until wet. T his 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. SWPPP PLAN DESIGN (PART B) Construction activities that could contribute pollutan ts 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. 2018 D. R. STRONG Consulting Engineers Inc. Page 50 MAPLE HIGHLANDS Technical Information Report Renton, Washington 3. Building 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. 4. 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. The complete CSWPPP will be completed and submitted at time of final of engineering. 2018 D. R. STRONG Consulting Engineers Inc. Page 51 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION IX BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 1. Bond Quantity Worksheet – will be submitted at final engineering 2. The Stormwater Facility Summary Sheet is included in this section 2018 D. R. STRONG Consulting Engineers Inc. Page 52 MAPLE HIGHLANDS Technical Information Report Renton, Washington STORMWATER FACILITY SUMMARY SHEET STORMWATER FACILITY SUMMARY SHEET Parcel No. Project Location Retired Parcel No. Detention Infiltration Type # of Type # of Ponds ____Ponds ____Ponds ______ Vaults _____ Vaults _____ Vaults ________ Tanks _____ Tanks _____ Tanks ________ TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES Area % of Total ________________________________________________ Page 1 Water Quality Flow Control Performance StdType # of Facilities Clearing Limit Basic GENERAL FACILITY INFORMATION: Project includes Landscape Management Plan? yes (include copy with TIR as Appendix) no Declarations of Covenant Leachable Metals Impervious Surface Limit Recording No. DPER Permit No. __________________ Date __________________ NPDES Permit No. __________________ __________________________ __________________________ ( provide one Stormwater Facility Summary Sheet per Natural Discharge Location ) Downstream Drainage Basins: Major Basin Name Immediate Basin Name ________________________________________ _________________________________________ OVERVIEW: Project Name Redevelopment projects Drainage Facility Landscape Management Plan Conservation Flood Problem (Applies to Commercial parcels only) Total Acreage (ac) If no flow control facility, check one: Project qualifies of KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption Impervious Surface Exemption for Transportation __________________________________________________ Flow control provided in regional/shared facility per approved approved KCSWDM Adjustment No. ______________________ Shared Facility Name/ Location: __________________________ No flow control required (other, provide justification): Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 No flow control required per approved water quality facility(ies) (sq ft) Total Impervious Acreage (ac) Total impervious surface served by KCSWDM Adjustment No. _____________________ Flow Control BMPs flow control facility(ies) (sq ft) PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEET AS NEEDED FOR ADDITIONAL FACILITIES control facility(ies) designed 1990 or later (sq ft) Impervious surface served by pervious surface absorption (sq ft) Impervious surface served by approved Impervious surface served by flow Facility Name/Number _______________________________________ Facility Location ___________________________________________ cu.ft. ac.ft. WATER QUALITY FACILITIES Indicate no. of water quality facilities/BMPs for each type: regular, wet or continuous inflow yes no ______ Oil/water separator baffle coalescing plate ______ Storm filter Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Combined w/detention ______ Source controls___________________________________ Sand bed depth • Is facility lined? regular linear vault (inches) __________ If so, what marker issued above liner?______________________________________________________ ______ Pre-settling structure (manufacturer:__________________) ______ Catch basin inserts (Manufacturer:___________________) _____ Pre-settling pond _____ Stormwater wetland _____ Sand Filter basic large _____ Wetpond basic large combined w/detention Design Information Water Quality design flow (cfs) Water Quality treated volume (sandfilter) (cu.ft.) Water Quality storage volume (wetpool) (cu.ft.) Landscape management plan Farm management plan _____ Flow dispersion _____ Filter strip _____ Biofiltration swale ______ High flow bypass structure (e.g., flow-splitter catch basin)_____ Wetvault (numbered starting with lowest orifice): Project Impervious Acres Served _______ % of Total Project Impervious Acres served _______ No. of Lots Served _______ (ft) (inches in decimal format) No. 1 _____ No. 2 _____ No. 3 _____ No. 4 _____ UIC? yes no UIC Site ID: Volume ______________ ac.ft. Live Storage DPER Permit No.__________________ Downstream Drainage Basins: Major Basin Name____________________________________________ Immediate Basin Name________________________________________ STORMWATER FACILITY SUMMARY SHEET Project Name Project Location (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Depth (ft) ________ Reservoir Volume FLOW CONTROL FACILITY:Basin: No. of Orifices/Restrictions _________ Size of Orifice/Restriction (in.) above natural grade Depth of Reservoir above natural grade New Facility Existing Facility Volume Factor of Safety _______ Dam Safety Regulation (WA State Dept of Ecology): Control Structure location: ______________________________________________ Type of Control Structure: Riser in vault Riser in Type II CB Weir in Type II CB Live Storage cu.ft. 2018 D. R. STRONG Consulting Engineers Inc. Page 53 MAPLE HIGHLANDS Technical Information Report Renton, Washington SECTION X OPERATIONS AND MAINTENANCE MANUAL The Home Owners Association will be responsible for maintenance of several private catch basins on various lots as depicted on the plans. Maintenance guidelines set forth in the 2017 CORSWDM are to be included at time of engineering. All other drainage elements are to be publicly maintained. 2018 D. R. STRONG Consulting Engineers Inc. Page 54 MAPLE HIGHLANDS Technical Information Report Renton, Washington APPENDICES 2018 D. R. STRONG Consulting Engineers Inc. Page 55 MAPLE HIGHLANDS Technical Information Report Renton, Washington APPENDIX “A” LEGAL DESCRIPTION LOT 6, BLOCK 1, CEDAR PARK FIVE ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 15 OF PLATS, PAGE 91, IN KING COUNTY,WASHINGTON; EXCEPT THE FOLLOWING DESCRIBED PROPERTY: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 6; THENCE NORTH 30 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 75 FEET; THENCE EAST 122 FEET; THENCE SOUTH 75 FEET; THENCE WEST 122 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. 2018 D. R. STRONG Consulting Engineers Inc. Page 56 MAPLE HIGHLANDS Technical Information Report Renton, Washington APPENDIX “B” WWHM WWHM2012 PROJECT REPORT 17020 7/6/2018 1:44:20 PM Page 2 General Model Information Project Name:17020 Site Name:HAMBLIN Site Address: City:RENTON Report Date:7/6/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.167 Version Date:2016/11/18 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 17020 7/6/2018 1:44:20 PM Page 3 Landuse Basin Data Predeveloped Land Use PREDEV Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Steep 4.752 Pervious Total 4.752 Impervious Land Use acre Impervious Total 0 Basin Total 4.752 Element Flows To: Surface Interflow Groundwater 17020 7/6/2018 1:44:20 PM Page 4 Mitigated Land Use DEV Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 2.199 Pervious Total 2.199 Impervious Land Use acre ROADS MOD 1.185 ROOF TOPS FLAT 0.955 DRIVEWAYS FLAT 0.239 SIDEWALKS FLAT 0.174 Impervious Total 2.553 Basin Total 4.752 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 17020 7/6/2018 1:44:20 PM Page 5 Routing Elements Predeveloped Routing 17020 7/6/2018 1:44:20 PM Page 6 Mitigated Routing Vault 1 Width:66.1285262593882 ft. Length:132.257052518778 ft. Depth:7 ft. Discharge Structure Riser Height:6 ft. Riser Diameter:18 in. Orifice 1 Diameter:1.72 in.Elevation:0 ft. Orifice 2 Diameter:2.94 in.Elevation:4.332 ft. Orifice 3 Diameter:1.78 in.Elevation:4.83 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.200 0.000 0.000 0.000 0.0778 0.200 0.015 0.022 0.000 0.1556 0.200 0.031 0.031 0.000 0.2333 0.200 0.046 0.038 0.000 0.3111 0.200 0.062 0.044 0.000 0.3889 0.200 0.078 0.050 0.000 0.4667 0.200 0.093 0.054 0.000 0.5444 0.200 0.109 0.059 0.000 0.6222 0.200 0.124 0.063 0.000 0.7000 0.200 0.140 0.067 0.000 0.7778 0.200 0.156 0.070 0.000 0.8556 0.200 0.171 0.074 0.000 0.9333 0.200 0.187 0.077 0.000 1.0111 0.200 0.203 0.080 0.000 1.0889 0.200 0.218 0.083 0.000 1.1667 0.200 0.234 0.086 0.000 1.2444 0.200 0.249 0.089 0.000 1.3222 0.200 0.265 0.092 0.000 1.4000 0.200 0.281 0.095 0.000 1.4778 0.200 0.296 0.097 0.000 1.5556 0.200 0.312 0.100 0.000 1.6333 0.200 0.327 0.102 0.000 1.7111 0.200 0.343 0.105 0.000 1.7889 0.200 0.359 0.107 0.000 1.8667 0.200 0.374 0.109 0.000 1.9444 0.200 0.390 0.111 0.000 2.0222 0.200 0.406 0.114 0.000 2.1000 0.200 0.421 0.116 0.000 2.1778 0.200 0.437 0.118 0.000 2.2556 0.200 0.452 0.120 0.000 2.3333 0.200 0.468 0.122 0.000 2.4111 0.200 0.484 0.124 0.000 2.4889 0.200 0.499 0.126 0.000 2.5667 0.200 0.515 0.128 0.000 2.6444 0.200 0.531 0.130 0.000 2.7222 0.200 0.546 0.132 0.000 2.8000 0.200 0.562 0.134 0.000 2.8778 0.200 0.577 0.136 0.000 17020 7/6/2018 1:44:20 PM Page 7 2.9556 0.200 0.593 0.138 0.000 3.0333 0.200 0.609 0.139 0.000 3.1111 0.200 0.624 0.141 0.000 3.1889 0.200 0.640 0.143 0.000 3.2667 0.200 0.655 0.145 0.000 3.3444 0.200 0.671 0.146 0.000 3.4222 0.200 0.687 0.148 0.000 3.5000 0.200 0.702 0.150 0.000 3.5778 0.200 0.718 0.151 0.000 3.6556 0.200 0.734 0.153 0.000 3.7333 0.200 0.749 0.155 0.000 3.8111 0.200 0.765 0.156 0.000 3.8889 0.200 0.780 0.158 0.000 3.9667 0.200 0.796 0.159 0.000 4.0444 0.200 0.812 0.161 0.000 4.1222 0.200 0.827 0.163 0.000 4.2000 0.200 0.843 0.164 0.000 4.2778 0.200 0.858 0.166 0.000 4.3556 0.200 0.874 0.203 0.000 4.4333 0.200 0.890 0.243 0.000 4.5111 0.200 0.905 0.269 0.000 4.5889 0.200 0.921 0.290 0.000 4.6667 0.200 0.937 0.309 0.000 4.7444 0.200 0.952 0.325 0.000 4.8222 0.200 0.968 0.340 0.000 4.9000 0.200 0.983 0.377 0.000 4.9778 0.200 0.999 0.400 0.000 5.0556 0.200 1.015 0.420 0.000 5.1333 0.200 1.030 0.439 0.000 5.2111 0.200 1.046 0.456 0.000 5.2889 0.200 1.061 0.472 0.000 5.3667 0.200 1.077 0.487 0.000 5.4444 0.200 1.093 0.502 0.000 5.5222 0.200 1.108 0.516 0.000 5.6000 0.200 1.124 0.529 0.000 5.6778 0.200 1.140 0.542 0.000 5.7556 0.200 1.155 0.555 0.000 5.8333 0.200 1.171 0.567 0.000 5.9111 0.200 1.186 0.579 0.000 5.9889 0.200 1.202 0.591 0.000 6.0667 0.200 1.218 0.876 0.000 6.1444 0.200 1.233 1.482 0.000 6.2222 0.200 1.249 2.261 0.000 6.3000 0.200 1.264 3.136 0.000 6.3778 0.200 1.280 4.031 0.000 6.4556 0.200 1.296 4.871 0.000 6.5333 0.200 1.311 5.589 0.000 6.6111 0.200 1.327 6.143 0.000 6.6889 0.200 1.343 6.533 0.000 6.7667 0.200 1.358 6.899 0.000 6.8444 0.200 1.374 7.216 0.000 6.9222 0.200 1.389 7.518 0.000 7.0000 0.200 1.405 7.808 0.000 7.0778 0.200 1.421 8.088 0.000 7.1556 0.000 0.000 8.357 0.000 17020 7/6/2018 1:44:20 PM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.752 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:2.199 Total Impervious Area:2.553 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.28792 5 year 0.471714 10 year 0.613963 25 year 0.816618 50 year 0.984108 100 year 1.165732 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.156901 5 year 0.253978 10 year 0.338976 25 year 0.474784 50 year 0.599964 100 year 0.748849 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.378 0.119 1950 0.424 0.145 1951 0.510 0.464 1952 0.199 0.103 1953 0.154 0.116 1954 0.209 0.135 1955 0.384 0.143 1956 0.305 0.155 1957 0.302 0.131 1958 0.261 0.136 17020 7/6/2018 1:44:51 PM Page 9 1959 0.215 0.121 1960 0.437 0.395 1961 0.213 0.131 1962 0.159 0.097 1963 0.208 0.134 1964 0.276 0.124 1965 0.223 0.141 1966 0.170 0.121 1967 0.501 0.141 1968 0.239 0.121 1969 0.253 0.118 1970 0.221 0.123 1971 0.253 0.143 1972 0.419 0.230 1973 0.211 0.131 1974 0.252 0.137 1975 0.370 0.139 1976 0.247 0.139 1977 0.128 0.105 1978 0.224 0.131 1979 0.121 0.098 1980 0.689 0.333 1981 0.185 0.119 1982 0.486 0.319 1983 0.295 0.141 1984 0.198 0.110 1985 0.127 0.118 1986 0.470 0.166 1987 0.436 0.306 1988 0.188 0.113 1989 0.117 0.111 1990 1.195 0.439 1991 0.624 0.405 1992 0.243 0.133 1993 0.216 0.119 1994 0.086 0.092 1995 0.269 0.146 1996 0.649 0.463 1997 0.533 0.411 1998 0.226 0.121 1999 0.648 0.256 2000 0.219 0.144 2001 0.064 0.098 2002 0.336 0.252 2003 0.422 0.118 2004 0.568 0.543 2005 0.348 0.143 2006 0.314 0.134 2007 0.897 0.822 2008 0.996 0.579 2009 0.439 0.163 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 1.1951 0.8219 2 0.9955 0.5788 3 0.8974 0.5431 17020 7/6/2018 1:44:51 PM Page 10 4 0.6890 0.4638 5 0.6491 0.4628 6 0.6484 0.4391 7 0.6243 0.4113 8 0.5680 0.4054 9 0.5335 0.3950 10 0.5104 0.3332 11 0.5010 0.3194 12 0.4859 0.3065 13 0.4696 0.2563 14 0.4388 0.2517 15 0.4371 0.2297 16 0.4358 0.1656 17 0.4238 0.1633 18 0.4218 0.1545 19 0.4189 0.1457 20 0.3844 0.1453 21 0.3785 0.1439 22 0.3701 0.1435 23 0.3478 0.1430 24 0.3358 0.1427 25 0.3136 0.1411 26 0.3051 0.1410 27 0.3022 0.1407 28 0.2951 0.1390 29 0.2756 0.1387 30 0.2690 0.1372 31 0.2613 0.1361 32 0.2535 0.1352 33 0.2534 0.1343 34 0.2516 0.1336 35 0.2473 0.1328 36 0.2432 0.1313 37 0.2394 0.1310 38 0.2265 0.1309 39 0.2243 0.1307 40 0.2230 0.1242 41 0.2212 0.1228 42 0.2190 0.1211 43 0.2159 0.1211 44 0.2151 0.1206 45 0.2126 0.1205 46 0.2106 0.1187 47 0.2090 0.1186 48 0.2081 0.1185 49 0.1985 0.1185 50 0.1981 0.1185 51 0.1883 0.1184 52 0.1849 0.1158 53 0.1704 0.1133 54 0.1586 0.1108 55 0.1544 0.1095 56 0.1280 0.1047 57 0.1272 0.1028 58 0.1208 0.0980 59 0.1171 0.0977 60 0.0857 0.0974 61 0.0643 0.0919 17020 7/6/2018 1:44:51 PM Page 11 17020 7/6/2018 1:44:51 PM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.1440 11067 6532 59 Pass 0.1524 9608 4552 47 Pass 0.1609 8504 3101 36 Pass 0.1694 7490 1739 23 Pass 0.1779 6646 1667 25 Pass 0.1864 5822 1593 27 Pass 0.1949 5221 1532 29 Pass 0.2034 4669 1440 30 Pass 0.2119 4216 1376 32 Pass 0.2203 3769 1294 34 Pass 0.2288 3465 1217 35 Pass 0.2373 3144 1142 36 Pass 0.2458 2873 1094 38 Pass 0.2543 2586 1034 39 Pass 0.2628 2361 996 42 Pass 0.2713 2121 941 44 Pass 0.2797 1906 880 46 Pass 0.2882 1724 825 47 Pass 0.2967 1579 770 48 Pass 0.3052 1421 690 48 Pass 0.3137 1296 620 47 Pass 0.3222 1160 549 47 Pass 0.3307 1062 496 46 Pass 0.3391 955 444 46 Pass 0.3476 880 420 47 Pass 0.3561 806 400 49 Pass 0.3646 757 382 50 Pass 0.3731 698 362 51 Pass 0.3816 638 337 52 Pass 0.3901 582 310 53 Pass 0.3986 529 278 52 Pass 0.4070 474 247 52 Pass 0.4155 432 225 52 Pass 0.4240 376 208 55 Pass 0.4325 335 191 57 Pass 0.4410 289 169 58 Pass 0.4495 250 154 61 Pass 0.4580 208 143 68 Pass 0.4664 186 122 65 Pass 0.4749 162 117 72 Pass 0.4834 139 109 78 Pass 0.4919 111 103 92 Pass 0.5004 95 97 102 Pass 0.5089 85 88 103 Pass 0.5174 76 79 103 Pass 0.5258 62 67 108 Pass 0.5343 57 56 98 Pass 0.5428 50 44 88 Pass 0.5513 48 39 81 Pass 0.5598 46 34 73 Pass 0.5683 45 27 60 Pass 0.5768 42 18 42 Pass 0.5852 39 12 30 Pass 17020 7/6/2018 1:44:51 PM Page 13 0.5937 35 10 28 Pass 0.6022 32 9 28 Pass 0.6107 30 9 30 Pass 0.6192 26 8 30 Pass 0.6277 21 8 38 Pass 0.6362 19 8 42 Pass 0.6447 17 8 47 Pass 0.6531 13 8 61 Pass 0.6616 10 7 70 Pass 0.6701 8 7 87 Pass 0.6786 8 6 75 Pass 0.6871 7 6 85 Pass 0.6956 6 6 100 Pass 0.7041 6 6 100 Pass 0.7125 6 6 100 Pass 0.7210 6 6 100 Pass 0.7295 6 6 100 Pass 0.7380 6 4 66 Pass 0.7465 6 4 66 Pass 0.7550 6 4 66 Pass 0.7635 6 4 66 Pass 0.7719 6 4 66 Pass 0.7804 5 4 80 Pass 0.7889 5 3 60 Pass 0.7974 5 3 60 Pass 0.8059 5 2 40 Pass 0.8144 4 1 25 Pass 0.8229 4 0 0 Pass 0.8314 4 0 0 Pass 0.8398 4 0 0 Pass 0.8483 4 0 0 Pass 0.8568 4 0 0 Pass 0.8653 4 0 0 Pass 0.8738 4 0 0 Pass 0.8823 4 0 0 Pass 0.8908 4 0 0 Pass 0.8992 3 0 0 Pass 0.9077 3 0 0 Pass 0.9162 3 0 0 Pass 0.9247 3 0 0 Pass 0.9332 3 0 0 Pass 0.9417 3 0 0 Pass 0.9502 3 0 0 Pass 0.9586 3 0 0 Pass 0.9671 2 0 0 Pass 0.9756 2 0 0 Pass 0.9841 2 0 0 Pass 17020 7/6/2018 1:44:51 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.4471 acre-feet On-line facility target flow:0.5029 cfs. Adjusted for 15 min:0.5029 cfs. Off-line facility target flow:0.2784 cfs. Adjusted for 15 min:0.2784 cfs. 17020 7/6/2018 1:44:51 PM Page 15 LID Report 17020 7/6/2018 1:45:12 PM Page 16 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. 17020 7/6/2018 1:45:12 PM Page 17 Appendix Predeveloped Schematic 17020 7/6/2018 1:45:12 PM Page 18 Mitigated Schematic 17020 7/6/2018 1:45:12 PM Page 19 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 17020.wdm MESSU 25 Pre17020.MES 27 Pre17020.L61 28 Pre17020.L62 30 POC170201.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 12 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 *** 12 C, Forest, Steep 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 *** 12 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 ********* 12 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 17020 7/6/2018 1:45:12 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 12 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 12 0 4.5 0.08 400 0.15 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 12 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 12 0.2 0.3 0.35 6 0.3 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 12 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 17020 7/6/2018 1:45:12 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** PREDEV*** PERLND 12 4.752 COPY 501 12 PERLND 12 4.752 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC 17020 7/6/2018 1:45:12 PM Page 22 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 17020 7/6/2018 1:45:12 PM Page 23 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 17020.wdm MESSU 25 Mit17020.MES 27 Mit17020.L61 28 Mit17020.L62 30 POC170201.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 2 IMPLND 4 IMPLND 5 IMPLND 8 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Vault 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 17020 7/6/2018 1:45:12 PM Page 24 PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/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 5 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 0 1 9 4 0 0 4 0 0 0 1 9 5 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 *** 17020 7/6/2018 1:45:12 PM Page 25 # - # CSNO RTOP VRS VNN RTLI *** 2 0 0 0 0 0 4 0 0 0 0 0 5 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 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 5 400 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 5 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 5 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEV*** PERLND 16 2.199 RCHRES 1 2 PERLND 16 2.199 RCHRES 1 3 IMPLND 2 1.185 RCHRES 1 5 IMPLND 4 0.955 RCHRES 1 5 IMPLND 5 0.239 RCHRES 1 5 IMPLND 8 0.174 RCHRES 1 5 ******Routing****** PERLND 16 2.199 COPY 1 12 IMPLND 2 1.185 COPY 1 15 IMPLND 4 0.955 COPY 1 15 IMPLND 5 0.239 COPY 1 15 IMPLND 8 0.174 COPY 1 15 PERLND 16 2.199 COPY 1 13 RCHRES 1 1 COPY 501 16 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 17020 7/6/2018 1:45:12 PM Page 26 RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Vault 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.03 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.200780 0.000000 0.000000 0.077778 0.200780 0.015616 0.022389 0.155556 0.200780 0.031232 0.031663 0.233333 0.200780 0.046849 0.038780 0.311111 0.200780 0.062465 0.044779 0.388889 0.200780 0.078081 0.050064 0.466667 0.200780 0.093697 0.054843 0.544444 0.200780 0.109313 0.059237 0.622222 0.200780 0.124930 0.063327 0.700000 0.200780 0.140546 0.067168 0.777778 0.200780 0.156162 0.070802 0.855556 0.200780 0.171778 0.074257 0.933333 0.200780 0.187394 0.077559 1.011111 0.200780 0.203011 0.080726 1.088889 0.200780 0.218627 0.083774 1.166667 0.200780 0.234243 0.086714 1.244444 0.200780 0.249859 0.089558 1.322222 0.200780 0.265475 0.092314 1.400000 0.200780 0.281092 0.094990 1.477778 0.200780 0.296708 0.097593 1.555556 0.200780 0.312324 0.100129 1.633333 0.200780 0.327940 0.102601 17020 7/6/2018 1:45:12 PM Page 27 1.711111 0.200780 0.343556 0.105016 1.788889 0.200780 0.359173 0.107376 1.866667 0.200780 0.374789 0.109685 1.944444 0.200780 0.390405 0.111947 2.022222 0.200780 0.406021 0.114164 2.100000 0.200780 0.421637 0.116339 2.177778 0.200780 0.437254 0.118474 2.255556 0.200780 0.452870 0.120571 2.333333 0.200780 0.468486 0.122632 2.411111 0.200780 0.484102 0.124659 2.488889 0.200780 0.499718 0.126654 2.566667 0.200780 0.515335 0.128618 2.644444 0.200780 0.530951 0.130552 2.722222 0.200780 0.546567 0.132458 2.800000 0.200780 0.562183 0.134337 2.877778 0.200780 0.577799 0.136190 2.955556 0.200780 0.593416 0.138018 3.033333 0.200780 0.609032 0.139822 3.111111 0.200780 0.624648 0.141603 3.188889 0.200780 0.640264 0.143362 3.266667 0.200780 0.655880 0.145100 3.344444 0.200780 0.671497 0.146817 3.422222 0.200780 0.687113 0.148515 3.500000 0.200780 0.702729 0.150193 3.577778 0.200780 0.718345 0.151853 3.655556 0.200780 0.733961 0.153494 3.733333 0.200780 0.749578 0.155119 3.811111 0.200780 0.765194 0.156726 3.888889 0.200780 0.780810 0.158317 3.966667 0.200780 0.796426 0.159893 4.044444 0.200780 0.812042 0.161453 4.122222 0.200780 0.827659 0.162998 4.200000 0.200780 0.843275 0.164528 4.277778 0.200780 0.858891 0.166045 4.355556 0.200780 0.874507 0.203547 4.433333 0.200780 0.890123 0.243704 4.511111 0.200780 0.905740 0.269782 4.588889 0.200780 0.921356 0.290861 4.666667 0.200780 0.936972 0.309122 4.744444 0.200780 0.952588 0.325506 4.822222 0.200780 0.968204 0.340524 4.900000 0.200780 0.983821 0.377237 4.977778 0.200780 0.999437 0.400661 5.055556 0.200780 1.015053 0.420865 5.133333 0.200780 1.030669 0.439218 5.211111 0.200780 1.046285 0.456270 5.288889 0.200780 1.061902 0.472320 5.366667 0.200780 1.077518 0.487558 5.444444 0.200780 1.093134 0.502116 5.522222 0.200780 1.108750 0.516091 5.600000 0.200780 1.124366 0.529555 5.677778 0.200780 1.139983 0.542569 5.755556 0.200780 1.155599 0.555179 5.833333 0.200780 1.171215 0.567425 5.911111 0.200780 1.186831 0.579340 5.988889 0.200780 1.202447 0.590952 6.066667 0.200780 1.218064 0.875979 6.144444 0.200780 1.233680 1.482349 6.222222 0.200780 1.249296 2.261138 6.300000 0.200780 1.264912 3.136065 6.377778 0.200780 1.280528 4.031489 6.455556 0.200780 1.296145 4.871502 6.533333 0.200780 1.311761 5.589628 6.611111 0.200780 1.327377 6.143618 6.688889 0.200780 1.342993 6.533752 6.766667 0.200780 1.358609 6.899533 6.844444 0.200780 1.374226 7.216056 6.922222 0.200780 1.389842 7.518589 7.000000 0.200780 1.405458 7.808859 7.077778 0.200780 1.421074 8.088263 17020 7/6/2018 1:45:12 PM Page 28 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 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 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN 17020 7/6/2018 1:45:12 PM Page 29 Predeveloped HSPF Message File 17020 7/6/2018 1:45:12 PM Page 30 Mitigated HSPF Message File 17020 7/6/2018 1:45:12 PM Page 31 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. 2005-2018; 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