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RS_Technical_Information_Report_200207_APPROVED
T ECHNICAL I NFORMATION R EPORT S UNSET M IXED-U SE D EVELOPMENT 1409 M ONROE A VENUE NE R ENTON, W ASHINGTON 98056 The Concept Group 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● (206) 922-3365 APPROVED 03/25/2020 msippo DEVELOPMENT ENGINEERING DIVISION SURFACE WATER UTILITY JFarah 03/25/2020 Stormwater Technical Information Report Sunset Mixed-Use Development 1409 MONROE AVENUE NE RENTON, WASHINGTON 98056 REVISIONS September 19, 2018 Civil Construction Submittal March 11, 2019 1st Revision July 26, 2019 2nd Revision December 18, 2019 3rd Revision February 8, 2020 4th Revision Developer/Owner Contact: Ted Saedi Address: 1444 - 185th Ave. NE; Bellevue WA 98008 Phone: 206-919-1526 Email: tedsaedi@yahoo.com Professional Preparing TIR Name: Anna Nguyen, P.E. Company: The Concept Group Address: 4701 SW Admiral Way, Ste 353; Seattle, WA 98116 Phone: (206) 446-1291 Email: anna@conceptbusinessgroup.com I certify that this technical information report and all attachments were prepared either by me or my technical staff working directly under my supervision. DocuSign Envelope ID: 7E8171C4-BBB3-4B5E-984F-60F86081F5D6 Table of Contents SECTION 1: PROJECT OVERVIEW ............................................................................................................................................. 1 SITE INFORMATION .......................................................................................................................................................................... 1 GEOLOGIC SETTING ......................................................................................................................................................................... 2 EXISTING CONDITIONS...................................................................................................................................................................... 3 PROPOSED CONDITIONS ................................................................................................................................................................... 3 SECTION 2: CONDITIONS AND REQUIREMENTS ...................................................................................................................... 6 DESIGN STANDARDS ........................................................................................................................................................................ 6 CORE REQUIREMENT #1: DISCHARGE LOCATION AT NATURAL LOCATION ................................................................................................... 6 CORE REQUIREMENT #2: OFFSITE ANALYSIS ......................................................................................................................................... 6 CORE REQUIREMENT #3: FLOW CONTROL ........................................................................................................................................... 6 CORE REQUIREMENT #4: CONVEYANCE SYSTEM ................................................................................................................................... 6 CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL .................................................................................................................. 6 CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS .................................................................................................................... 7 CORE REQUIREMENT #7: FINANCIAL GUARANTEES AND LIABILITY ............................................................................................................. 7 CORE REQUIREMENT #8: WATER QUALITY .......................................................................................................................................... 7 CORE REQUIREMENT #9: FLOW CONTROL BMP ................................................................................................................................... 7 SPECIAL REQUIREMENT #1: OTHER ADOPTED REQUIREMENTS ................................................................................................................. 7 SPECIAL REQUIREMENT #2: FLOOD HAZARD AREA DELINEATION.............................................................................................................. 7 SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES .................................................................................................................... 7 SPECIAL REQUIREMENT #4: SOURCE CONTROL ..................................................................................................................................... 7 SPECIAL REQUIREMENT #5: OIL CONTROL ........................................................................................................................................... 7 SPECIAL REQUIREMENT #6 – AQUIFER PROTECTION AREA ...................................................................................................................... 7 SECTION 3: OFFSITE ANALYSIS ................................................................................................................................................ 8 UPSTREAM ANALYSIS ....................................................................................................................................................................... 8 LEVEL 1 DOWNSTREAM ANALYSIS ...................................................................................................................................................... 9 SECTION 4 – FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .. 12 WATER QUALITY ........................................................................................................................................................................... 13 ON-SITE BMP SELECTION ............................................................................................................................................................... 14 RIGHT-OF-WAY IMPROVEMENTS...................................................................................................................................................... 15 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................................................................................. 16 SECTION 6 – SPECIAL REPORTS .............................................................................................................................................. 18 SECTION 7 – OTHER PERMITS ................................................................................................................................................ 19 SECTION 8 – CSWPP ANALYSIS AND DESIGN .......................................................................................................................... 20 ESC PLAN ANALYSIS AND DESIGN (PART A) ....................................................................................................................................... 20 CSWPP PLANS DESIGN (PART B) .................................................................................................................................................... 21 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT ............................................. 22 FACILITIES SUMMARY ..................................................................................................................................................................... 22 BOND QUANTITY WORKSHEET ......................................................................................................................................................... 25 SECTION 10 – OPERATIONS AND MAINTENANCE .................................................................................................................. 38 Appendices Appendix A: Soils Information Appendix B: Drainage Calculations Appendix C: Civil Plan Set Appendix D: Maintenance Guidelines KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner ___________________________ Phone _________________________________ Address _______________________________ _______________________________________ Project Engineer _________________________ Company ______________________________ Phone _________________________________ Project Name _________________________ DPER Permit # ________________________ Location Township ______________ Range ________________ Section ________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Landuse (e.g.,Subdivision / Short Subd. / UPD) Building (e.g.,M/F / Commercial / SFR) Clearing and Grading Right-of-Way Use Other _______________________ DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Other ________ Shoreline Management Structural Rockery/Vault/_____ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final: Full Targeted Simplified Large Project Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final: Full Modified Simplified __________________ __________________ __________________ Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: ______________________ 2016 Surface Water Design Manual 4/24/2016 1 Ted Saedi 206-919-1526 1444 - 185th Ave. NE Bellevue WA 98008 Anna Nguyen, P.E. The Concept Group (206) 446-1291 Sunset Mixed-Use Dev. 4 23 N 5 E 1409 Monroe Ave NE 6/27/2017 6/13/2017 12-11-20192/8/2020 7/26/2019 7/2/2019 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: KCSWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: ____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream ________________________ Lake ______________________________ Wetlands ____________________________ Closed Depression ____________________ Floodplain ___________________________ Other _______________________________ _______________________________ Steep Slope __________________________ Erosion Hazard _______________________ Landslide Hazard ______________________ Coal Mine Hazard ______________________ Seismic Hazard _______________________ Habitat Protection ______________________ _____________________________________ Part 10 SOILS Soil Type _________________ _________________ _________________ _________________ Slopes _________________ _________________ _________________ _________________ Erosion Potential _________________ _________________ _________________ _________________ High Groundwater Table (within 5 feet) Other ________________________________ Sole Source Aquifer Seeps/Springs Additional Sheets Attached 2016 Surface Water Design Manual 4/24/2016 2 East Lake Washington AmC 6% - 15%low KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core 2 – Offsite Analysis_________________ Sensitive/Critical Areas__________________ SEPA________________________________ LID Infeasibility________________________ Other________________________________ _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Level: 1 / 2 / 3 or Exemption Number ____________ Flow Control BMPs _______________________________ Conveyance System Spill containment located at: _________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Special Requirements (as applicable): Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): ______________ Datum: Flood Protection Facilities Describe: 2016 Surface Water Design Manual 4/24/2016 3 1 vault TBD Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. ______________________ Landscape Management Plan: Yes / No N/A KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-use Site: Yes / No Treatment BMP: ________________________________ Maintenance Agreement: Yes / No with whom? ____________________________________ Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Collection Dewatering Control Dust Control Flow Control Protection of Flow Control BMP Facilities (existing and proposed) Maintain BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize exposed surfaces Remove and restore Temporary ESC Facilities Clean and remove all silt and debris, ensure operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as necessary Flag limits of SAO and open space preservation areas Other ______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility Flow Control BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control Flow Control BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ 2016 Surface Water Design Manual 4/24/2016 4 Vault StormFilter KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Covenant Native Growth Protection Covenant Tract Other ___________________________ Cast in Place Vault Retaining Wall Rockery > 4’ High Structural on Steep Slope Other ______________________________ Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. Signed/Date 2016 Surface Water Design Manual 4/24/2016 5 2/8/2020 Sunset Development –Technical Information Report February 2020 The Concept Group Page 1 SECTION 1: PROJECT OVERVIEW The property is located at 1409 Monroe Avenue NE in the City of Renton, Washington. There are currently three structures on the subject property. The project proposes to develop the site with a mixed-use building, with the existing structures to be demolished. Site Information Location: 1409 Monroe Avenue NE Size: 21,780 sq. ft. City, County, State: Renton, King County, Washington Governing Agency: City of Renton Design Criteria: 2017 City of Renton Surface Water Design Manual Figure 1 – Vicinity Map / Site Location (Not-to-Scale) Drainage Basin The property lies within the East Lake Washington drainage basin. The general topography of the site slopes from southeast to northwest. Elevations on the site vary from a high point of 415 feet at the southeastern property line to 405 feet at the northwestern property line. Sunset Development –Technical Information Report February 2020 The Concept Group Page 2 Figure 3 – Drainage Basin Map (Not-to-Scale) Geologic Setting The Soils Conservation Service (SCS) mapped the soils information in the project as predominately AmC, Arents (alderwood). This type of soil is moderately well drained. A Preliminary Geotechnical Report was prepared by Ages Engineering, LLC, dated January 25, 2017. The report states that site soils “generally consist of a thin layer of native sand with silt and gravel consistent with Advance outwash and silty sand with gravel consistent with glacial till.” Refer to Appendix A for the Preliminary Geotechnical Report. Figure 4 – Soils Map (Not-to-Scale) Project Location Project Location Discharge Location Sunset Development –Technical Information Report February 2020 The Concept Group Page 3 Existing Conditions The site is currently developed with three (3) single-family residential structures. Vegetation consists of lawn and landscaping. Existing impervious surface coverage is detailed in Table 1 below. Existing buildings and sheds will be demolished and driveways will be replaced. Refer to Figure 5 for the Existing Conditions Map. Table 1A: On-site Existing Impervious Surfaces (SF) Shed/Buildings (580+1100+714+83) 2,477 Patio/Decks (330+351+40) 721 Paved (Concrete/Asphalt) Driveway 1,072 Gravel Driveway 1,035 Total 5,305 Table 1B: ROW Impervious Surfaces (SF) Driveway (202+49+144+161+172+160+493) 1,381 Sidewalk 1,842 Total 3,223 Proposed Conditions The applicant is proposing to develop the site with a mixed-use building. Projected project buildout of the lot area (impervious surface) is detailed in Table 2A and 2B below. Refer to Figure 6 for the Developed Conditions Map. Table 2A: On-Site New Impervious Surfaces (SF) Building 10,905 Patio/Walkway 1,516 Total New Impervious Surface 12,421 Table 2B: ROW & Dedicated Area New/Replaced Impervious Surfaces (SF) Driveway 759 (PGIS) Asphalt Roadway Widening 4,045 (PGIS) Frontage Improvement (Sidewalk & Ramps) 3,325 Walkway 72 Total New Impervious Surface 8,201 Table 2C: New Pervious Surfaces (SF) Driveway (Permeable Pavers) 581 (PGIS) Walkway/Patio (Permeable Pavers) 2,928 Landscape (3,700 + 4,884) 8,584 Total New Pervious Surface 12,093 Cr Cr SHED ) �� HOUSE / �r,r· .. ->, 408 30' SITE BENCHMARK SET 600 NAIL IN U.P. EL.=422.28 U.S. FffT PROPOSED AREA: TOTAL AREA=19049 SF BLDG = 10905 SF PATIO AND WALK= 740+219+486+71=1516 SF TOTAL IMPERVIOUS = 12421 sf PAVER=1710+534+515+169=2928 SF LS=3700 SF TOTAL PERVIOUS=6628 SF ROW (OFF-SITE) TOTAL DISTURBED AREA=8330+5336=13666SF SIDEWALK, RAMP, VERT CURB =273+802+1603+286 + 48+ 48+ 48+ 48+ 48+ 48+ 41 + 32= 3325 SFDRIVE WAYS = 165+297+297 =759 SFWIDENING ASP & GUTTER = 4045 SFWALKWAY= 24+10+12+13+13=72 SFTOTAL IMPERVIOUS=8201 SF PAVER=69+108+50+66+7+149+36+96=581SF LS=4884 SF PERVIOUS=5465 SF (PGIS 4045+297+165+297=4804 SF) ......____5,280 SF AREA OF PGIS TO FIL TERRA Sunset Development –Technical Information Report February 2020 The Concept Group Page 6 SECTION 2: CONDITIONS AND REQUIREMENTS Design Standards The 2017 City of Renton Surface Water Design Manual, as adopted from the 2017 King County Surface Water Design Manual sets forth the drainage requirements for this project. The project is subject to full drainage review. The nine (9) Core Requirements and six (6) Special Requirements of the SWM drainage requirements are detailed in this section. Table 3 provides a summary to the requirements. Core Requirement #1: Discharge Location at Natural Location Existing drainage patterns and a topographic data available on King County’s GIS iMap website indicate that the runoff from the developed areas sheet flows northwest towards NE Sunset Blvd. In the developed condition, stormwater will be routed to an on-site detention BMP with overflows discharging to the public storm drain system along NE Sunset Blvd, maintaining the natural location of discharge. Core Requirement #2: Offsite Analysis A Level 1 Offsite Analysis is provided in Section 3. Core Requirement #3: Flow Control Per the 2017 City of Renton Surface Water Design Manual 1.2.3.1, this project is located within the Peak Rate Flow Control Standard. Flow control is required to match the existing site conditions 2, 10, and 100-year peak rates. Core Requirement #4: Conveyance System New pipe systems and ditches/channels 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 conditions for any offsite tributary areas. The capacity of the proposed conveyance system exceeds the 100-year discharge from the detention vault. Refer to the Section 5 and Appendix B of this report for detailed the conveyance calculations. Core Requirement #5: Erosion and Sediment Control All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with Table 3 - Jurisdictional Requirements Peak Run-off Control: Peak Rate Flow Control Water Quality: Enhanced Conveyance: 25-year storm event Downstream Analysis: Level 1, ¼ mile Sunset Development –Technical Information Report February 2020 The Concept Group Page 7 these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. Core Requirement #6: Maintenance and Operations Maintenance and operations of all drainage facilities located within the private residential property is the responsibility of the applicant or property owner. Maintenance guidelines are discussed in Section 10 of this report. Core Requirement #7: Financial Guarantees and Liability Proposed On-Site BMP’s are privately owned and maintained. Public utility and roadway improvements, as well as stormwater improvements are required to provide financial guarantees in accordance with the Bond Quantity Worksheet, attached in Appendix D. Core Requirement #8: Water Quality This project proposes more than 5,000 SF of PGIS; therefore, is required to provide Enhanced Water Quality treatment as defined by Core Requirement #8. A Contech Filterra system will be utilized to meet the Enhanced water quality requirements. Core Requirement #9: Flow Control BMP Due to site constraints, dispersion and infiltration of the roof stormwater is not feasible, as discussed in Section 4 of this report. Where feasible, driveways, patios and walkways are mitigated with permeable pavement surfaces. Special Requirement #1: Other Adopted Requirements Based on available data at the time this report was prepared, there are no one Special Adopted Requirements for this project. Special Requirement #2: Flood Hazard Area Delineation Based on FEMA Flood Map # FM53033C0668F the project area is located in Zone X, a 500-year flood plain. Special Requirement #3: Flood Protection Facilities This project is exempt from Special Requirement #3 because it does not rely on an existing flood protection facility or propose to modify/construct new protection facilities. Special Requirement #4: Source Control This project does not exceed the water quality requirement threshold; therefore, it is exempt from Special Requirement #4. Special Requirement #5: Oil Control This project not defined as a high-use site per Chapter 1 of the 2017 City of Renton Surface Water Design Manual; therefore, it is exempt from Special Requirement #5. Special Requirement #6 – Aquifer Protection Area The site is located in Zone 2 of the City of Renton’s Aquifer Protection Areas. No infiltration facility is proposed; therefore, no special protection or BMP liners is required. Sunset Development –Technical Information Report February 2020 The Concept Group Page 8 SECTION 3: OFFSITE ANALYSIS Upstream Analysis A site visit, aided by aerial topography from King County iMap and Google Earth was used in evaluating the upstream area. Runoff flows from east to west. In the proposed conditions, runoff from adjacent upstream parcels to the west will not enter the site because the stormwater will be collected in via the proposed curb/gutter system. Stormwater from the properties to the south sheet flows west, therefore, does not enter the subject property. Figure 7A: Upstream Study Area Map (Not-to-Scale) A new storm pipe system is proposed for Monroe Ave, along the frontage of the property. An analysis of the upstream contributing area indicates that 2.1 acres of upstream area flows towards Monroe Ave. Refer to Figure 7B. Project Location Flow direction Sunset Development –Technical Information Report February 2020 The Concept Group Page 9 Figure 7B: Upstream Study Area Map (Not-to-Scale) Level 1 Downstream Analysis A Level 1 downstream analysis was performed on March 1, 2017. Stormwater currently sheet flows northwest towards NE Sunset Blvd. Stormwater continues to flow southwest, in the closed-pipe system along NE Sunset Blvd, beyond ¼ mile from the site. Refer to Figure 6 for the Downstream Study Area Map. Project Location Flow direction Sunset Development –Technical Information Report February 2020 The Concept Group Page 10 Task 1 – Study Area Definition and Maps Figure 8: Downstream Study Area Map (Not-to-Scale) Task 2 – Resource Review A resource review was conducted to document existing and potential flooding and erosion problems. Based on this field inspection there appears to be no current significant erosion or capacity problems within a ¼ mile downstream of the property. • Other Offsite Reports: Per the stormwater map on King County’s iMap, there are no significant existing drainage or flooding problems within a ¼ mile downstream. Project Location ¼ mile downstream Sunset Development –Technical Information Report February 2020 The Concept Group Page 11 • Wetlands Inventory: The project site is not located in or near a mapped wetland per the King County sensitive areas inventory maps. • Hazard Area and Landslide Area Maps: The project site is not located in or near a hazard or landside area per the King County sensitive areas inventory maps. Task 3 – Field Inspection The site is currently developed with three (3) single-family residential structures. Vegetation consists of lawn and landscaping. The general topography of the site slopes from southeast to northwest. Elevations on the site vary from a high point of 415 feet at the southeastern property line to 405 feet at the northwestern property line. Task 4 – Drainage System Description and Problems Descriptions Based on this field inspection there appears to be no current significant erosion or capacity problems. Task 5 – Mitigation of Existing or Potential Problems No existing or potential flooding, capacity, or erosion problems were observed during the site visit requiring mitigation. Based on this field inspection and research of King County records; there are no apparent erosion or capacity problems within ¼ mile downstream of this project. Sunset Development –Technical Information Report February 2020 The Concept Group Page 12 SECTION 4 – FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Per the 2017 City of Renton Surface Water Design Manual 1.2.3.1, this project is located within the Peak Rate Flow Control Standard. Flow control is required to match the existing site conditions 2, 10, and 100-year peak rates. Western Washington Hydrology Model The Western Washington Hydrology Model (WWHM) was used to analyze the pre and post developed runoff rates. The total disturbed areas, both on-site and within the ROW is 0.751 acres. Table 4 outlines the assumed existing conditions. Refer to Figure 5, in Section 1 for the diagram of the existing areas. Table 4 – Existing Conditions (ac) Grass Roof Driveway Sidewalk Patio/Parking 0.555 0.057 0.080 0.042 0.017 Table 5 outlines the assumed developed conditions. Note that there is 3,329 SF of permeable pavers that was included in the WWHM model as 50% grass and 50% “driveway” impervious surface. The WWHM model accounts for 0.094 acres of impervious surface area that bypasses the flow control structure. Refer to Figure 6, in Section 1 for the diagram of the developed areas. Table 5 – Developed Conditions Target Surfaces (ac) Grass Roof Driveway Sidewalk Road Patio/Parking 0.237 0.250 0.058 0.078 0.093 (bypass) 0.035 A 1,120 cubic feet detention vault is proposed to mitigate the on-site stormwater from the development. Table 6 summarizes the peak runoff rates at the point of compliance with the proposed detention vault. The peak flow rates for the 2-year, 10-year and 100- year in the developed condition does not exceed the pre-developed rates. Refer to Appendix B for the WWHM report showing the detention facility passing the peak runoff requirements. Table 6 –Peak Runoff Rates (cfs) Event Pre-Developed Developed w/o Mitigation Developed w/ Mitigation 2-year 0.113 0.209 0.109 10-year 0.202 0.313 0.190 100-year 0.348 0.457 0.335 Sunset Development –Technical Information Report February 2020 The Concept Group Page 13 100-Year Flood/Overflow Condition Overflow from the detention tank will discharge directly into the storm drain located in NE Sunset Blvd. Based on the availability of existing drainage information and the proposed detention BMP, the developed site will not create or aggravate existing downstream conditions. Bypass Analysis The bypass area meets the requirements of section 1.2.3.E as follows: 1. The point of convergence for runoff discharged from the bypassed target surfaces and from the project’s flow control facility is within a quarter-mile downstream of the facility’s project site discharge point, AND 2. The increase in the existing site conditions 100-year peak discharge from the area of bypassed target surfaces is 0.30, which does not exceed 0.4 cfs, AND 3. Runoff from the bypassed target surfaces does not create a significant adverse impact to downstream drainage systems, salmonid habitat, or properties as determined by CED, AND 4. The bypassed area is not subject to water quality requirements because the site proposes less than 5,000 SF of PGIS, AND 5. Compensatory mitigation by the detention tank is provided such that the net effect at the point of convergence downstream is the same with or without the bypass, as demonstrated in Table 6. This mitigation is waived because the existing site conditions 100-year peak discharge from the area of bypassed target surfaces is increased by no more than 0.15 cfs (modeled using 15-minute time steps), as outlined in Table 9. Table 7 – Bypass Existing Conditions (ac) Grass Roof Driveway Sidewalk Total 0.031 0.000 0.021 0.042 0.094 Table 8 – Bypass Developed Conditions (ac) Grass Roof Driveway Road Total 0.000 0.000 0.000 0.094 0.094 Table 9 – Bypass Peak Runoff Rates (cfs) Event Pre-Developed Developed w/o Mitigation 100-year 0.056 0.086 Water Quality This project is required to provide enhanced Water Quality treatment as defined by Core Requirement #8 because the project proposes 5,385 square feet is pollution-generating impervious surface (PGIS). PGIS is defined as “an impervious surface considered to be a significant source of pollutants in surface and storm water runoff. Such surfaces include those subject to vehicular use or storage of erodible or leachable materials, wastes, or chemicals, and which receive direct rainfall or the run-on or blow-in of rainfall.” Non-metal rooftops not considered PGIS; therefore, are not included in the PGIS area calculations. The driveway to access the Sunset Development –Technical Information Report February 2020 The Concept Group Page 14 detention vault is for maintenance use only and therefore is not included in the PGIS calculations. Due to site topography constraints, it is not feasible to collect the runoff from the on-site PGIS surface and route the runoff to one BMP location. Therefore, the project proposes to provide water quality treatment for approximately 5,280 SF an area of Monroe Ave NE. Water quality will be provided using a 4’ x 4’ Filterra biofiltration system. Per section 6.2.1 of the 2017 RSWDM, off-line water quality facilities will have a modified water quality flow modeling rate (ratio k) of 3.53 based on the 2-yr isopluvial of 2.0”. WQ flow rate = 0.0111 k = 3.53 Required SF of Filterra media =(𝑊𝑊𝑊𝑊 𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓 𝑟𝑟𝑟𝑟𝑟𝑟𝑟𝑟)𝑓𝑓𝑓𝑓3𝑠𝑠𝑠𝑠𝑐𝑐𝑥𝑥 (𝑘𝑘 𝑟𝑟𝑟𝑟𝑟𝑟𝑟𝑟) 𝑖𝑖𝑛𝑛�175𝑖𝑖𝑖𝑖ℎ𝑟𝑟� ∗ �1 𝑓𝑓𝑓𝑓12 𝑖𝑖𝑖𝑖�∗�1 ℎ𝑟𝑟3600 𝑠𝑠� =(0.0111)𝑓𝑓𝑓𝑓3𝑠𝑠𝑠𝑠𝑥𝑥 (3.53) 𝑖𝑖𝑛𝑛�175𝑖𝑖𝑖𝑖ℎ𝑟𝑟� ∗ �1 𝑓𝑓𝑓𝑓12 𝑖𝑖𝑖𝑖�∗�1 ℎ𝑟𝑟3600 𝑠𝑠� = 9.71 SF The smallest Filterra unit, a 4’x4’ configuration would provide 16 square feet of media surface; therefore, exceeding the required 9.71 SF as calculated above. Refer to Appendix B for the WWHM analysis of the water quality flow rate. On-site BMP Selection Dispersion/Infiltration Feasibility Evaluation Site soils are suitable for infiltration BMP’s. However, due to horizontal set-back constraints, infiltration BMP’s to manage roof stormwater cannot be utilized. Infiltration tests were conducted on November 4, 2017, with measured rated of 16.50 inches/hour. Refer to the Infiltration Memo in Appendix A. This project is required to provide on-site stormwater BMPs to the most extent feasible. Roof Stormwater • Dispersion – Full dispersion is not feasible because the existing condition of the site does not contain native vegetation that would provide the minimum required 100 FT vegetative flow path. • Infiltration – Infiltration is not feasible for this project. Due to site constraints, the minimum 15-foot setback cannot be meet between any part of an infiltration device and any structure or property line. • Bioretention – Bioretention is not feasible because the project proposes underground parking and building foundations that would be threaten by Sunset Development –Technical Information Report February 2020 The Concept Group Page 15 infiltrating water. The site topography also makes it difficult to locate bioretention BMP’s because the grades are more than 8%. • Permeable Pavement – Permeable pavement is proposed for the walkway, driveway and open patio area as indicated on the civil plans. Right-of-Way Improvements Section 1.29.3.2 of the City of Renton Stormwater Manual requires road improvement projects on a site less than 5 acres in size to implement on-site stormwater BMP’s for the target impervious surfaces. • Dispersion – Full dispersion is not feasible because the existing condition of the site does not contain native vegetation that would provide the minimum required vegetative 100 FT flow path. • Infiltration – Full and limited infiltration is not feasible for this project. Due to site constraints, the minimum 5-foot setback from property lines cannot be met. • Bioretention – Bioretention BMP’s is not feasible because the project proposes underground parking and building foundations that would be threaten by infiltrating water. The site topography also makes it difficult to locate bioretention BMP’s on slopes less than 8%. • Permeable Pavement – Permeable pavement not feasible for improvements in the right-of-way due to the high-traffic nature of Monroe Ave NE. • Basic Dispersion – Basic dispersion is not feasible because there is no vegetative flow path to meet the minimum 25 FT requirement. Lawn and Landscaped Areas The soil moisture holding capacity of new pervious surfaces must be protected in accordance with Appendix C, Section C.2.13. The duff layer or native topsoil must be retained to the maximum extent practicable. Soil amendment is required to mitigate for lost moisture holding capacity where compaction or removal of some or all of the duff layer or underlying topsoil has occurred. Soil amendment will be accomplished by tilling three inches of compost eight inches into disturbed soil in the areas of planting beds or by tilling two inches of compost eight inches into disturbed soil in the areas of lawn turf. Two to four inches of arborist wood chip, coarse bark mulch, or compost mulch shall be added to planting beds after final planting. Sunset Development –Technical Information Report February 2020 The Concept Group Page 16 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN Manning’s Equation was used to calculate the capacity of the proposed conveyance systems. As shown in Tables 10A, 10B and 10C, the capacity of the conveyance system exceeds the 100-year storm events. Refer to Appendix B for the detailed calculations. Figure 8A: Conveyance Diagram for After Detention Tank (Not-to-Scale) For the SD system upstream of the detention vault, the most limiting capacity pipe is the 6” @ 1.4% pipe #4, which conveys approximately ½ of the roof surface area. Figure 8B: Conveyance Diagram for Before Detention Tank (Not-to-Scale) Table 10A: Conveyance Analysis for After Detention Tank Pipe ID Area (sf) C value Q25 (cfs) Q100 (cfs) Pipe Pipe Capacity (cfs) Pipe #1 & 2 (discharge from detention tank) n/a n/a 0.20 0.26 12” @ 1.0% 3.84 Table 10B: Conveyance Analysis for Before Detention Tank Pipe ID Area (sf) C value Q25 (cfs) Q100 (cfs) Pipe Pipe Capacity (cfs) Pipe #4 (1/2 roof area) 5,453 0.90 0.36 0.42 4” @ 1.4% 0.72 Pipe #2: 12” @ 1.0% Pipe #1: 12” @ 1.0% Pipe #7: 6” @ 11.0% Pipe #1: 6” @ 1.4% Pipe #2: 6” @ 1.4% Pipe #3: 6” @ 2.0% Pipe #6: 6” @ 8.0% Pipe #4: 6” @ 1.4% Pipe #5: 6” @ 50.0% Sunset Development –Technical Information Report February 2020 The Concept Group Page 17 Per the upstream analysis discussed in Section 3, approximately 29,400 SF of roadway and 62,000 SF of residential property contribute to the proposed Monroe storm drain system. The C value, based on 6.0 DU/GA is 0.60. The most limiting pipe (12” @ 6.85%) was used to determine the capacity of the proposed SD system. Figure 8C: Conveyance Diagram for Monroe SD System (Not-to-Scale) Table 10C: Conveyance Analysis for Monroe Ave Storm Pipe Pipe ID Area (sf) C value Q25 Q100 Pipe Pipe Capacity (cfs) Pipe #1 – Residential Area 62,00 SF 0.60 2.71 3.15 10.0 Pipe #1 – Roadway 29,400 SF 0.90 1.93 2.24 10.0 Total 4.64 5.40 12” @ 6.85% 10.0 Pipe #1: 12” @ 6.85% Pipe #2: 12” @ 7.0% Pipe #2: 12” @ 8.6% Sunset Development –Technical Information Report February 2020 The Concept Group Page 18 SECTION 6 – SPECIAL REPORTS Preliminary Geotechnical Report Ages Engineering, LLC January 25, 2017 Sunset Development –Technical Information Report February 2020 The Concept Group Page 19 SECTION 7 – OTHER PERMITS Building Permit Sunset Development –Technical Information Report February 2020 The Concept Group Page 20 SECTION 8 – CSWPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/ sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Construction Sequence and Procedure Prior to the start of any grading activity upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: 1. Flag or fence clearing limits. 2. Install catch basin protection if required. 3. Grade and install construction entrance(s). 4. Install perimeter protection (silt fence, brush barrier, etc.). 5. Construct sediment ponds and traps. 6. Grade and stabilize construction roads. 7. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 8. Maintain erosion control measures in accordance with City of Renton and King County standards and manufacturer’s recommendations. 9. Relocate erosion control measures or install new measures so that as site conditions change the erosion and sediment control is always in accordance with the King County Erosion and Sediment Control Standards. 10. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivalent. 11. Stabilize all areas that reach final grade within seven days. 12. Seed or sod any areas to remain unworked for more than 30 days. 13. Upon completion of the project, all disturbed areas must be stabilized and BMPs removed if appropriate. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following items will be used to control erosion and sedimentation processes: Sunset Development –Technical Information Report February 2020 The Concept Group Page 21 • Temporary gravel construction entrance • Filter fabric fences (Silt fences) • Ground cover measures such as straw cover and/or hydroseeding • Inlet protection Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction entrance will be installed at a location to enter the site. The entrances are a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. CSWPP Plans Design (Part B) Project does not require a CSWPPP since it proposes to disturb less than 1 acre of land. Sunset Development –Technical Information Report February 2020 The Concept Group Page 22 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT Facilities Summary Detention Vault Filterra 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 1 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________ OVERVIEW:NPDES Permit No.___________________ Project Name Parcel No.____________________________ Project Location Retired Parcel No.____________________________ Downstream Drainage Basins:Project includes Landscape Management Plan?yes Major Basin Name ______________________________________________(include copy with TIR as Appendix)no Immediate Basin Name ______________________________________________ GENERAL FACILITY INFORMATION: Leachable Metals Infiltration Impervious Surface Limit Type # of Type # of Type # of facilities Flow Control BMPs Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan If no flow control facility, check one: Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption (Applies to Commercial parcels only)Area % of Total Redevelopment projects Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other _____________________ Total impervious surface served by Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft) Impervious surface served by flow KCSWDM Adjustment No. ___________________control facility(ies) designed 1990 or later (sq ft) approved KCSWDM Adjustment No. __________________ Impervious surface served by Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft) No flow control required (other, provide justification): Impervious surface served by approved ____________________________________________________ water quality facility(ies) (sq ft) Flow Control Performance Std Declarations of Covenant Recording No. Water QualityDetention TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES ----- Total Impervious Acreage (ac) No flow control required per approved Flow control provided in regional/shared facility per approved PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES Impervious Surface Exemption for Transportation Total Acreage (ac) Sunset Development 1409 Monroe Ave NE East Lake Washington East Lake Washington 1 /Peak Rate detention vault 1 Filterra 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 2 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Downstream Drainage Basins: Major Basin Name _______________________________ Project Location Immediate Basin Name ___________________________ FLOW CONTROL FACILITY:Basin: Facility Name/Number _______________________________________ New Facility Project Impervious Facility Location ____________________________________________ Existing Facility Acres Served ________ UIC? □ yes □ no UIC Site ID:% of Total Project Impervious cu.ft.Volume Factor Acres Served ________ _____________ ac.ft.____________of Safety _______No. of Lots Served ________ Control Structure location: _______________________________________________ Type of Control Structure:No. of Orifices/Restrictions __________ Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft. Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft. Weir in Type II CB orifice): No.3 ______ (inches in decimal format)No.4 ______ WATER QUALITY FACILITIES Design Information Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs) _______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) _______Filter strip Water Quality storage volume (wetpool) (cu.ft.) _______Biofiltration swale regular, wet or Landscape management plan Farm management plan continuous inflow _______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin) _______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate _______Pre-settling pond ______Storm filter _______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________) _______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________) regular linear vault (inches)______________Source controls _________________________________________ ● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________ Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Dam Safety Regulations (WA State Dept of Ecology): Reservoir Volume above natural grade Depth of Reservoir above natural grade (ft) Live Storage Volume Live Storage Depth (ft) Lord Short Plat 509 Butte Ave White River White River 4 100% 0.26 East Lake Washington detention vault 6980 CF 1.15 under northern portion of property under patio inside NE corner of vault 3 1.2 1.6 0.9 0.039 1 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430‐7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA): Phone:CED Permit # (U):Address: Site Address:Street Intersection: Addt'l Project Owner:Parcel #(s): Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:Water Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval ‐ Preliminary Data Enclosed, pending approval from the City; For Construction ‐ Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout ‐ Final Costs and Quantities Enclosed for Project Close‐out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and Grading Utility ProvidersN/AProject Location and Description Project Owner InformationSunset Mixed‐Use BuildingMercer Island, Wa. 980400423059104Sunset Premier, LLC##‐###### (425) 765‐01909/10/2018Prepared by:FOR APPROVALProject Phase 1anna@ConceptBusinessGroup.comAnna Nguyen, P.E.42807The Concept Group4701 SW Admiral Way #353/ Seattle 98116206.446.12911409 Monroe Ave N.E.8151 SE 48th Str.Sunset & Monroe########AddressAbbreviated Legal Description:Abbreviated LegalCity, State, ZipPage 2 of 14Ref 8‐H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########UnitReference # Price Unit Quantity CostBackfill & compaction‐embankmentESC‐16.50$ CY Check dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC‐335.50$ Each 3106.50Crushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$ CY DitchingESC‐59.00$ CY Excavation‐bulkESC‐62.00$ CY Fence, siltESC‐7SWDM 5.4.3.11.50$ LF 656984.00Fence, Temporary (NGPE)ESC‐81.50$ LF Geotextile FabricESC‐92.50$ SY Hay Bale Silt TrapESC‐100.50$ Each HydroseedingESC‐11SWDM 5.4.2.40.80$ SY Interceptor Swale / DikeESC‐121.00$ LF Jute MeshESC‐13SWDM 5.4.2.23.50$ SY Level SpreaderESC‐141.75$ LF Mulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$ SY 9001,800.00Piping, temporary, CPP, 6"ESC‐1712.00$ LF Piping, temporary, CPP, 8"ESC‐1814.00$ LF Piping, temporary, CPP, 12"ESC‐1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC‐21WSDOT 9‐13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC‐22SWDM 5.4.4.11,800.00$ Each 11,800.00Rock Construction Entrance, 100'x15'x1'ESC‐23SWDM 5.4.4.13,200.00$ Each Sediment pond riser assemblyESC‐24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC‐25SWDM 5.4.5.119.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC‐26SWDM 5.4.5.170.00$ LF Seeding, by handESC‐27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC‐28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC‐29SWDM 5.4.2.510.00$ SY TESC SupervisorESC‐30110.00$ HR 404,400.00Water truck, dust controlESC‐31SWDM 5.4.7140.00$ HR UnitReference # Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL: 9,090.50SALES TAX @ 10% 909.05EROSION/SEDIMENT TOTAL: 9,999.55(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE‐IN‐ITEMS Page 3 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction‐ embankment GI‐1 6.00$ CYBackfill & Compaction‐ trench GI‐2 9.00$ CYClear/Remove Brush, by hand (SY) GI‐3 1.00$ SYBollards ‐ fixed GI‐4 240.74$ EachBollards ‐ removable GI‐5 452.34$ EachClearing/Grubbing/Tree Removal GI‐6 10,000.00$ Acre 0.07700.000.454,500.00Excavation ‐ bulk GI‐7 2.00$ CYExcavation ‐ Trench GI‐8 5.00$ CY 151755.00166830.00Fencing, cedar, 6' high GI‐9 20.00$ LFFencing, chain link, 4' GI‐10 38.31$ LFFencing, chain link, vinyl coated, 6' high GI‐11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI‐12 1,400.00$ EachFill & compact ‐ common barrow GI‐13 25.00$ CYFill & compact ‐ gravel base GI‐14 27.00$ CYFill & compact ‐ screened topsoil GI‐15 39.00$ CYGabion, 12" deep, stone filled mesh GI‐16 65.00$ SYGabion, 18" deep, stone filled mesh GI‐17 90.00$ SYGabion, 36" deep, stone filled mesh GI‐18 150.00$ SYGrading, fine, by hand GI‐19 2.50$ SY 350875.00Grading, fine, with grader GI‐20 2.00$ SYMonuments, 3' Long GI‐21 250.00$ EachSensitive Areas Sign GI‐22 7.00$ EachSodding, 1" deep, sloped ground GI‐23 8.00$ SYSurveying, line & grade GI‐24 850.00$ Day 0.5425.000.5425.00Surveying, lot location/lines GI‐25 1,800.00$ AcreTopsoil Type A (imported) GI‐26 28.50$ CY 922,622.00Traffic control crew ( 2 flaggers ) GI‐27 120.00$ HR 404,800.00Trail, 4" chipped wood GI‐28 8.00$ SYTrail, 4" crushed cinder GI‐29 9.00$ SYTrail, 4" top course GI‐30 12.00$ SYConduit, 2" GI‐31 5.00$ LFWall, retaining, concrete GI‐32 55.00$ SFWall, rockery GI‐33 15.00$ SF 50750.00SUBTOTAL THIS PAGE:755.00 10,252.00 5,675.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Page 4 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI‐1 30.00$ SYAC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI‐3 10.00$ SYAC Removal/Disposal RI‐4 35.00$ SYBarricade, Type III ( Permanent ) RI‐5 56.00$ LFGuard Rail RI‐6 30.00$ LFCurb & Gutter, rolled RI‐7 17.00$ LFCurb & Gutter, vertical RI‐8 12.50$ LF 4806,000.00Curb and Gutter, demolition and disposal RI‐9 18.00$ LF 5029,036.00Curb, extruded asphalt RI‐10 5.50$ LFCurb, extruded concrete RI‐11 7.00$ LFSawcut, asphalt, 3" depth RI‐12 1.85$ LF 507937.95Sawcut, concrete, per 1" depth RI‐13 3.00$ LFSealant, asphalt RI‐14 2.00$ LF 5071,014.00Shoulder, gravel, 4" thick RI‐15 15.00$ SYSidewalk, 4" thick RI‐16 38.00$ SY 37214,136.00Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$ SY 2006,400.00Sidewalk, 5" thick RI‐18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI‐19 40.00$ SYSign, Handicap RI‐20 85.00$ EachStriping, per stall RI‐21 7.00$ EachStriping, thermoplastic, ( for crosswalk ) RI‐22 3.00$ SFStriping, 4" reflectorized line RI‐23 0.50$ LFAdditional 2.5" Crushed Surfacing RI‐24 3.60$ SYHMA 1/2" Overlay 1.5" RI‐25 14.00$ SYHMA 1/2" Overlay 2" RI‐26 18.00$ SYHMA Road, 2", 4" rock, First 2500 SY RI‐27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SY RI‐29 45.00$ SY 37516,875.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$ SYHMA Road, 4", 4.5" ATB RI‐31 38.00$ SYGravel Road, 4" rock, First 2500 SY RI‐32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RI‐33 10.00$ SYThickened Edge RI‐34 8.60$ LFSUBTOTAL THIS PAGE:17,387.95 37,011.00(B)(C)(D)(E)Page 5 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL‐1 21.00$ SY2" AC, 1.5" top course & 2.5" base course PL‐2 28.00$ SY4" select borrow PL‐3 5.00$ SY1.5" top course rock & 2.5" base course PL‐4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATION No.Street Trees LA‐1 EA 10Median Landscaping LA‐2Right‐of‐Way Landscaping LA‐3Wetland Landscaping LA‐4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTING No.Signs TR‐1Street Light System ( # of Poles) TR‐2Traffic Signal TR‐3Traffic Signal Modification TR‐4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE‐IN‐ITEMSSUBTOTAL WRITE‐IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL: 18,142.95 47,263.00 5,675.00SALES TAX @ 10% 1,814.30 4,726.30 567.50STREET AND SITE IMPROVEMENTS TOTAL: 19,957.25 51,989.30 6,242.50(B)(C)(D)(E)Page 6 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D‐1 26.00$ SY* (CBs include frame and lid)Beehive D‐2 90.00$ EachThrough‐curb Inlet Framework D‐3 400.00$ EachCB Type I D‐4 1,500.00$ EachCB Type IL D‐5 1,750.00$ EachCB Type II, 48" diameter D‐6 2,300.00$ Each 12,300.00 for additional depth over 4' D‐7 480.00$ FT 31,440.00CB Type II, 54" diameter D‐8 2,500.00$ Each for additional depth over 4' D‐9 495.00$ FTCB Type II, 60" diameter D‐10 2,800.00$ Each for additional depth over 4' D‐11 600.00$ FTCB Type II, 72" diameter D‐12 6,000.00$ Each for additional depth over 4' D‐13 850.00$ FTCB Type II, 96" diameter D‐14 14,000.00$ Each for additional depth over 4' D‐15 925.00$ FTTrash Rack, 12" D‐16 350.00$ EachTrash Rack, 15" D‐17 410.00$ EachTrash Rack, 18" D‐18 480.00$ EachTrash Rack, 21" D‐19 550.00$ EachCleanout, PVC, 4" D‐20 150.00$ EachCleanout, PVC, 6" D‐21 170.00$ EachCleanout, PVC, 8" D‐22 200.00$ EachCulvert, PVC, 4" D‐23 10.00$ LF 45450.00Culvert, PVC, 6" D‐24 13.00$ LFCulvert, PVC, 8" D‐25 15.00$ LFCulvert, PVC, 12" D‐26 23.00$ LF 811,863.00Culvert, PVC, 15" D‐27 35.00$ LFCulvert, PVC, 18" D‐28 41.00$ LFCulvert, PVC, 24" D‐29 56.00$ LFCulvert, PVC, 30" D‐30 78.00$ LFCulvert, PVC, 36" D‐31 130.00$ LFCulvert, CMP, 8" D‐32 19.00$ LFCulvert, CMP, 12" D‐33 29.00$ LFSUBTOTAL THIS PAGE:6,053.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Page 7 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D‐34 35.00$ LFCulvert, CMP, 18" D‐35 41.00$ LFCulvert, CMP, 24" D‐36 56.00$ LFCulvert, CMP, 30" D‐37 78.00$ LFCulvert, CMP, 36" D‐38 130.00$ LFCulvert, CMP, 48" D‐39 190.00$ LFCulvert, CMP, 60" D‐40 270.00$ LFCulvert, CMP, 72" D‐41 350.00$ LFCulvert, Concrete, 8" D‐42 42.00$ LFCulvert, Concrete, 12" D‐43 48.00$ LFCulvert, Concrete, 15" D‐44 78.00$ LFCulvert, Concrete, 18" D‐45 48.00$ LFCulvert, Concrete, 24" D‐46 78.00$ LFCulvert, Concrete, 30" D‐47 125.00$ LFCulvert, Concrete, 36" D‐48 150.00$ LFCulvert, Concrete, 42" D‐49 175.00$ LFCulvert, Concrete, 48" D‐50 205.00$ LFCulvert, CPE Triple Wall, 6" D‐51 14.00$ LFCulvert, CPE Triple Wall, 8" D‐52 16.00$ LFCulvert, CPE Triple Wall, 12" D‐53 24.00$ LFCulvert, CPE Triple Wall, 15" D‐54 35.00$ LFCulvert, CPE Triple Wall, 18" D‐55 41.00$ LFCulvert, CPE Triple Wall, 24" D‐56 56.00$ LFCulvert, CPE Triple Wall, 30" D‐57 78.00$ LFCulvert, CPE Triple Wall, 36" D‐58 130.00$ LFCulvert, LCPE, 6" D‐59 60.00$ LFCulvert, LCPE, 8" D‐60 72.00$ LFCulvert, LCPE, 12" D‐61 84.00$ LFCulvert, LCPE, 15" D‐62 96.00$ LFCulvert, LCPE, 18" D‐63 108.00$ LFCulvert, LCPE, 24" D‐64 120.00$ LFCulvert, LCPE, 30" D‐65 132.00$ LFCulvert, LCPE, 36" D‐66 144.00$ LFCulvert, LCPE, 48" D‐67 156.00$ LFCulvert, LCPE, 54" D‐68 168.00$ LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 8 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D‐69 180.00$ LFCulvert, LCPE, 72" D‐70 192.00$ LFCulvert, HDPE, 6" D‐71 42.00$ LFCulvert, HDPE, 8" D‐72 42.00$ LFCulvert, HDPE, 12" D‐73 74.00$ LFCulvert, HDPE, 15" D‐74 106.00$ LFCulvert, HDPE, 18" D‐75 138.00$ LFCulvert, HDPE, 24" D‐76 221.00$ LFCulvert, HDPE, 30" D‐77 276.00$ LFCulvert, HDPE, 36" D‐78 331.00$ LFCulvert, HDPE, 48" D‐79 386.00$ LFCulvert, HDPE, 54" D‐80 441.00$ LFCulvert, HDPE, 60" D‐81 496.00$ LFCulvert, HDPE, 72" D‐82 551.00$ LFPipe, Polypropylene, 6" D‐83 84.00$ LFPipe, Polypropylene, 8" D‐84 89.00$ LFPipe, Polypropylene, 12" D‐85 95.00$ LFPipe, Polypropylene, 15" D‐86 100.00$ LFPipe, Polypropylene, 18" D‐87 106.00$ LFPipe, Polypropylene, 24" D‐88 111.00$ LFPipe, Polypropylene, 30" D‐89 119.00$ LFPipe, Polypropylene, 36" D‐90 154.00$ LFPipe, Polypropylene, 48" D‐91 226.00$ LFPipe, Polypropylene, 54" D‐92 332.00$ LFPipe, Polypropylene, 60" D‐93 439.00$ LFPipe, Polypropylene, 72" D‐94 545.00$ LFCulvert, DI, 6" D‐95 61.00$ LFCulvert, DI, 8" D‐96 84.00$ LFCulvert, DI, 12" D‐97 106.00$ LFCulvert, DI, 15" D‐98 129.00$ LFCulvert, DI, 18" D‐99 152.00$ LFCulvert, DI, 24" D‐100 175.00$ LFCulvert, DI, 30" D‐101 198.00$ LFCulvert, DI, 36" D‐102 220.00$ LFCulvert, DI, 48" D‐103 243.00$ LFCulvert, DI, 54" D‐104 266.00$ LFCulvert, DI, 60" D‐105 289.00$ LFCulvert, DI, 72" D‐106 311.00$ LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 9 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Specialty Drainage ItemsDitching SD‐1 9.50$ CYFlow Dispersal Trench (1,436 base+) SD‐3 28.00$ LF French Drain (3' depth) SD‐4 26.00$ LFGeotextile, laid in trench, polypropylene SD‐5 3.00$ SYMid‐tank Access Riser, 48" dia, 6' deep SD‐6 2,000.00$ EachPond Overflow Spillway SD‐7 16.00$ SYRestrictor/Oil Separator, 12" SD‐8 1,150.00$ EachRestrictor/Oil Separator, 15" SD‐9 1,350.00$ EachRestrictor/Oil Separator, 18" SD‐10 1,700.00$ EachRiprap, placed SD‐11 42.00$ CYTank End Reducer (36" diameter) SD‐12 1,200.00$ EachInfiltration pond testing SD‐13 125.00$ HRPermeable Pavement SD‐14Permeable Concrete Sidewalk SD‐15Culvert, Box __ ft x __ ft SD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B) (C) (D) (E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF‐1 Each Detention Tank SF‐2 Each Detention Vault SF‐3 75,000.00$ Each 175,000.00Infiltration Pond SF‐4 Each Infiltration Tank SF‐5 Each Infiltration Vault SF‐6 Each Infiltration Trenches SF‐7 Each Basic Biofiltration Swale SF‐8 Each Wet Biofiltration Swale SF‐9 Each Wetpond SF‐10 Each Wetvault SF‐11 Each Sand Filter SF‐12 Each Sand Filter Vault SF‐13 Each Linear Sand Filter SF‐14 Each Proprietary Facility SF‐15 Each Bioretention Facility SF‐16 Each SUBTOTAL STORMWATER FACILITIES:75,000.00(B) (C) (D) (E)Page 10 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)WRITE‐IN‐ITEMS (INCLUDE ON‐SITE BMPs)WI‐1WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 81,053.00SALES TAX @ 10% 8,105.30DRAINAGE AND STORMWATER FACILITIES TOTAL: 89,158.30(B) (C) (D) (E)Page 11 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W‐1 2,000.00$ Each 36,000.00Ductile Iron Watermain, CL 52, 4 Inch Diameter W‐2 50.00$ LF 552,750.00Ductile Iron Watermain, CL 52, 6 Inch Diameter W‐3 56.00$ LF 472,632.00Ductile Iron Watermain, CL 52, 8 Inch Diameter W‐4 60.00$ LF 24714,820.00Ductile Iron Watermain, CL 52, 10 Inch Diameter W‐5 70.00$ LF 966,720.00Ductile Iron Watermain, CL 52, 12 Inch Diameter W‐6 80.00$ LFGate Valve, 4 inch Diameter W‐7 500.00$ Each 1500.00Gate Valve, 6 inch Diameter W‐8 700.00$ EachGate Valve, 8 Inch Diameter W‐9 800.00$ Each 21,600.00Gate Valve, 10 Inch Diameter W‐10 1,000.00$ Each 11,000.00Gate Valve, 12 Inch Diameter W‐11 1,200.00$ EachFire Hydrant Assembly W‐12 4,000.00$ Each 28,000.00Permanent Blow‐Off Assembly W‐13 1,800.00$ EachAir‐Vac Assembly, 2‐Inch Diameter W‐14 2,000.00$ EachAir‐Vac Assembly, 1‐Inch Diameter W‐15 1,500.00$ EachCompound Meter Assembly 3‐inch Diameter W‐16 8,000.00$ EachCompound Meter Assembly 4‐inch Diameter W‐17 9,000.00$ EachCompound Meter Assembly 6‐inch Diameter W‐18 10,000.00$ EachPressure Reducing Valve Station 8‐inch to 10‐inch W‐19 20,000.00$ EachWATER SUBTOTAL:44,022.00SALES TAX @ 10% 4,402.20WATER TOTAL: 48,424.20(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Page 12 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS‐1 1,000.00$ Each 11,000.00Grease Interceptor, 500 gallon SS‐2 8,000.00$ EachGrease Interceptor, 1000 gallon SS‐3 10,000.00$ EachGrease Interceptor, 1500 gallon SS‐4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch Diameter SS‐5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$ LF 302,850.00Sewer Pipe, PVC, 8 inch Diameter SS‐7 105.00$ LFSewer Pipe, PVC, 12 Inch Diameter SS‐8 120.00$ LFSewer Pipe, DI, 8 inch Diameter SS‐9 115.00$ LFSewer Pipe, DI, 12 Inch Diameter SS‐10 130.00$ LFManhole, 48 Inch Diameter SS‐11 6,000.00$ EachManhole, 54 Inch Diameter SS‐13 6,500.00$ EachManhole, 60 Inch Diameter SS‐15 7,500.00$ EachManhole, 72 Inch Diameter SS‐17 8,500.00$ EachManhole, 96 Inch Diameter SS‐19 14,000.00$ EachPipe, C‐900, 12 Inch Diameter SS‐21 180.00$ LFOutside Drop SS‐24 1,500.00$ LSInside Drop SS‐25 1,000.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS‐26Lift Station (Entire System) SS‐27 LSSANITARY SEWER SUBTOTAL:3,850.00SALES TAX @ 10% 385.00SANITARY SEWER TOTAL: 4,235.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B) (C)Page 13 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430‐7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right‐of‐Way Improvements Subtotal (b) (b)19,957.25$ Future Public Improvements Subtotal(c)100,413.50$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)89,158.30$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond41,905.81$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 206.446.1291anna@ConceptBusinessGroup.comSunset Mixed‐Use Building##‐######1409 Monroe Ave N.E.0423059104FOR APPROVAL########4701 SW Admiral Way #353/ Seattle 98116129,093.72$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS9/10/2018Anna Nguyen, P.E.42807The Concept GroupR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right‐of‐Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R ‐ S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%‐$ MAINTENANCE BOND */**(after final acceptance of construction)9,999.55$ 19,957.25$ 119,094.17$ 9,999.55$ ‐$ 89,158.30$ ‐$ Page 14 of 14Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/19/2018 Sunset Development –Technical Information Report February 2020 The Concept Group Page 38 SECTION 10 – OPERATIONS AND MAINTENANCE Maintenance and operations of all drainage facilities located within the private residential properties is the responsibility of the applicant or property owner. Proper maintenance is important for adequate functioning of the stormwater facilities. If it is unclear whether a problem exists, contact a Professional Engineer. Excerpts from the 2017 City of Renton SWDM for maintenance guidelines for detention vaults, CB’s and pipes, permeable pavement and the Filterra system are included in Appendix D. Sunset Development –Technical Information Report The Concept Group Appendices Appendix A Soil Information / Geotechnical Report MEMORANDUM 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● T 206.446.1291 ● www.ConceptBusinessGroup.com A NEW DIMENSION OF DESIGN PERCEPTION Date: November 5, 2017 To: City of Renton From: Anna Nguyen, P.E. Subject: Soil Assessment Project Address: 1409 Monroe Avenue Northeast Geologic Setting The Geologic Map of King County, by Derek B. Booth, Kathy A. Troost and Aaron P. Wisher, published in 2007, was referenced for the geologic and soil conditions of the project site. According to this publication, the surficial soil unit at the project site and its immediate vicinity is mapped as outwash (Qva). Geologic Map of King County Not-to-Scale Soils Investigation Soils on this property were investigated under my supervision on November 4, 2017. Three (3) test pits were excavated in the vicinity of the proposed stormwater BMP location. In accordance with Section C.2.2 of the 2016 King County Surface Water Design Manual, soil logs are required to be excavated to a minimum depth of 5 feet. Soil log explorations were excavated to a depth of 5 feet at this site. project location 1409 Monroe Ave NE Page 2 of 4 T HE C ONCEPT G ROUP Groundwater The soil sample was collected during the wet-season. No groundwater seepage was observed. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Hydraulic Restrictive Layer The test pits were excavated to a total depth of 5.0 ft. There was no restrictive layer or hardpan clay at this depth. Soils Test Pit Location (Not-to-Scale) Representative Soils Log (Not-to-Scale) Test pit locations 1409 Monroe Ave NE Page 3 of 4 T HE C ONCEPT G ROUP EPA Falling Head Infiltration Test Infiltration tests were conducted at the site following the EPA Falling Head test methodology. Data from all three test pits were analyzed and the most limiting measured percolation rate was used to determine the recommended design infiltration rate as outlined below. Percolation/Infiltration rate time interval=10 minutes minimum water level drop = 2.75 inches measured percolation rate = 16.50 inches/hour The soils encountered at 3 to 4 feet below grade in the proposed infiltration area and the results of the infiltration test are consistent with coarse sand according to the USDA textural analysis recommendations per Table 3.7 of the DOE Stormwater Manual, Volume III, page 3-76. Drainage Design Recommendation Based on our observations and experience with similar projects, it is our opinion that soils on this site can support infiltration of the roof runoff. Per the 2016 KCSWM Section C.2.2, for coarse sands, infiltration trenches must be at least 20 feet in length per 1,000 square feet of new impervious roof surface based on a 2 feet wide bottom. Infiltration drywells must be at least 60 cubic feet in volume per 1,000 square feet of new impervious roof surface. Limitations The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions 1409 Monroe Ave NE Page 4 of 4 T HE C ONCEPT G ROUP encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. This report has been prepared for the exclusive use of the property owner and its representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in stormwater design. Project Address: Date: Infiltration Rate Calculation (per 2016 KCSWM 5.2.1) Assumptions: Step # 1: Measured percolation Rate time interval= 10 minutes water level drop = 2.75 inches percolation rate: 3.64 minutes/inch percolation rate: 16.50 inch/hour ** COARSE SAND Step # 2: Calculate design infiltration rate (Idesign) Idesign = Imeasured x Ftesting x Fgeometry x Fplugging Where: Imeasured = infiltration rate measured in the field Ftesting = 0.30 for EPA Falling Head Method Fgeometry = (4D)/W +0.05 Where: W = width of facility Fplugging = 0.7 for loams and sandy loams = 0.8 for fine sands and loamy sands = 0.9 for medium sands Imeasured = 16.50 inch/hour Ftesting =0.30 per EPA Falling Head Method Fgeometry =1.05 assumed D = 0.5 ft, W = 2.0 ft Fplugging =1.00 COARSE Idesign = 5.20 inch/hour November 6, 2017 D = depth from the bottom of the proposed facility to the maximum wet-season water table or nearest impervious layer, which ever is less = 1.0 for coarse sands or cobbles, or any soil type in an infiltration facility preceded by a water quality facility 1409 Monroe Ave NE Sunset Development –Technical Information Report The Concept Group Appendices Appendix B Drainage Calculations WWHM2012 PROJECT REPORT Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 2 General Model Information Project Name:Sunset Vault 7FT Site Name:Sunset Mixed-Use Site Address:1409 Monroe Ave NE City:Renton Report Date:3/14/2019 Gage:Seatac Data Start:1948/10/01 00:00 Data End:2009/09/30 00:00 Timestep:15 Minute Precip Scale:1.000 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.555 Pervious Total 0.555 Impervious Land Use acre ROOF TOPS FLAT 0.057 DRIVEWAYS FLAT 0.08 SIDEWALKS FLAT 0.042 PARKING FLAT 0.017 Impervious Total 0.196 Basin Total 0.751 Element Flows To: Surface Interflow Groundwater Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.229 Pervious Total 0.229 Impervious Land Use acre ROOF TOPS FLAT 0.25 DRIVEWAYS FLAT 0.053 SIDEWALKS MOD 0.086 PARKING MOD 0.039 Impervious Total 0.428 Basin Total 0.657 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 5 bypass Bypass:Yes GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.094 Impervious Total 0.094 Basin Total 0.094 Element Flows To: Surface Interflow Groundwater Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 6 Routing Elements Predeveloped Routing Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 7 Mitigated Routing Vault 1 Width:8 ft. Length:20 ft. Depth:7 ft. Discharge Structure Riser Height:6 ft. Riser Diameter:18 in. Orifice 1 Diameter:1.2 in.Elevation:0 ft. Orifice 2 Diameter:1.6 in.Elevation:4.3 ft. Orifice 3 Diameter:0.9 in.Elevation:4.86 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0778 0.003 0.000 0.010 0.000 0.1556 0.003 0.000 0.015 0.000 0.2333 0.003 0.000 0.018 0.000 0.3111 0.003 0.001 0.021 0.000 0.3889 0.003 0.001 0.024 0.000 0.4667 0.003 0.001 0.026 0.000 0.5444 0.003 0.002 0.028 0.000 0.6222 0.003 0.002 0.030 0.000 0.7000 0.003 0.002 0.032 0.000 0.7778 0.003 0.002 0.034 0.000 0.8556 0.003 0.003 0.036 0.000 0.9333 0.003 0.003 0.037 0.000 1.0111 0.003 0.003 0.039 0.000 1.0889 0.003 0.004 0.040 0.000 1.1667 0.003 0.004 0.042 0.000 1.2444 0.003 0.004 0.043 0.000 1.3222 0.003 0.004 0.044 0.000 1.4000 0.003 0.005 0.046 0.000 1.4778 0.003 0.005 0.047 0.000 1.5556 0.003 0.005 0.048 0.000 1.6333 0.003 0.006 0.049 0.000 1.7111 0.003 0.006 0.051 0.000 1.7889 0.003 0.006 0.052 0.000 1.8667 0.003 0.006 0.053 0.000 1.9444 0.003 0.007 0.054 0.000 2.0222 0.003 0.007 0.055 0.000 2.1000 0.003 0.007 0.056 0.000 2.1778 0.003 0.008 0.057 0.000 2.2556 0.003 0.008 0.058 0.000 2.3333 0.003 0.008 0.059 0.000 2.4111 0.003 0.008 0.060 0.000 2.4889 0.003 0.009 0.061 0.000 2.5667 0.003 0.009 0.062 0.000 2.6444 0.003 0.009 0.063 0.000 2.7222 0.003 0.010 0.064 0.000 2.8000 0.003 0.010 0.065 0.000 2.8778 0.003 0.010 0.066 0.000 Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 8 2.9556 0.003 0.010 0.067 0.000 3.0333 0.003 0.011 0.068 0.000 3.1111 0.003 0.011 0.068 0.000 3.1889 0.003 0.011 0.069 0.000 3.2667 0.003 0.012 0.070 0.000 3.3444 0.003 0.012 0.071 0.000 3.4222 0.003 0.012 0.072 0.000 3.5000 0.003 0.012 0.073 0.000 3.5778 0.003 0.013 0.073 0.000 3.6556 0.003 0.013 0.074 0.000 3.7333 0.003 0.013 0.075 0.000 3.8111 0.003 0.014 0.076 0.000 3.8889 0.003 0.014 0.077 0.000 3.9667 0.003 0.014 0.077 0.000 4.0444 0.003 0.014 0.078 0.000 4.1222 0.003 0.015 0.079 0.000 4.2000 0.003 0.015 0.080 0.000 4.2778 0.003 0.015 0.080 0.000 4.3556 0.003 0.016 0.097 0.000 4.4333 0.003 0.016 0.107 0.000 4.5111 0.003 0.016 0.114 0.000 4.5889 0.003 0.016 0.121 0.000 4.6667 0.003 0.017 0.126 0.000 4.7444 0.003 0.017 0.131 0.000 4.8222 0.003 0.017 0.136 0.000 4.9000 0.003 0.018 0.144 0.000 4.9778 0.003 0.018 0.151 0.000 5.0556 0.003 0.018 0.158 0.000 5.1333 0.003 0.018 0.163 0.000 5.2111 0.003 0.019 0.168 0.000 5.2889 0.003 0.019 0.173 0.000 5.3667 0.003 0.019 0.177 0.000 5.4444 0.003 0.020 0.182 0.000 5.5222 0.003 0.020 0.186 0.000 5.6000 0.003 0.020 0.190 0.000 5.6778 0.003 0.020 0.194 0.000 5.7556 0.003 0.021 0.198 0.000 5.8333 0.003 0.021 0.202 0.000 5.9111 0.003 0.021 0.205 0.000 5.9889 0.003 0.022 0.209 0.000 6.0667 0.003 0.022 0.486 0.000 6.1444 0.003 0.022 1.085 0.000 6.2222 0.003 0.022 1.856 0.000 6.3000 0.003 0.023 2.724 0.000 6.3778 0.003 0.023 3.612 0.000 6.4556 0.003 0.023 4.445 0.000 6.5333 0.003 0.024 5.156 0.000 6.6111 0.003 0.024 5.703 0.000 6.6889 0.003 0.024 6.087 0.000 6.7667 0.003 0.024 6.446 0.000 6.8444 0.003 0.025 6.756 0.000 6.9222 0.003 0.025 7.052 0.000 7.0000 0.003 0.025 7.336 0.000 7.0778 0.003 0.026 7.609 0.000 7.1556 0.000 0.000 7.873 0.000 Sunset Vault 7FT 3/14/2019 2:32:47 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.555 Total Impervious Area:0.196 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.229 Total Impervious Area:0.522 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.113493 5 year 0.164111 10 year 0.202257 25 year 0.255954 50 year 0.300102 100 year 0.347937 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.111074 5 year 0.15727 10 year 0.193719 25 year 0.247076 50 year 0.292559 100 year 0.343341 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.178 0.136 1950 0.183 0.127 1951 0.109 0.122 1952 0.067 0.085 1953 0.065 0.088 1954 0.091 0.085 1955 0.095 0.132 1956 0.095 0.094 1957 0.130 0.140 1958 0.082 0.087 Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 10 1959 0.064 0.082 1960 0.116 0.127 1961 0.104 0.096 1962 0.069 0.076 1963 0.101 0.084 1964 0.089 0.095 1965 0.140 0.095 1966 0.073 0.086 1967 0.185 0.119 1968 0.152 0.107 1969 0.126 0.095 1970 0.104 0.088 1971 0.125 0.095 1972 0.175 0.168 1973 0.063 0.083 1974 0.125 0.083 1975 0.135 0.135 1976 0.096 0.085 1977 0.089 0.084 1978 0.107 0.143 1979 0.117 0.101 1980 0.207 0.125 1981 0.110 0.109 1982 0.203 0.222 1983 0.110 0.136 1984 0.083 0.078 1985 0.112 0.106 1986 0.108 0.153 1987 0.122 0.149 1988 0.063 0.087 1989 0.079 0.078 1990 0.342 0.317 1991 0.237 0.235 1992 0.082 0.094 1993 0.061 0.069 1994 0.053 0.072 1995 0.094 0.092 1996 0.154 0.164 1997 0.125 0.138 1998 0.098 0.087 1999 0.259 0.218 2000 0.114 0.113 2001 0.092 0.090 2002 0.178 0.171 2003 0.139 0.083 2004 0.234 0.352 2005 0.109 0.149 2006 0.104 0.086 2007 0.312 0.237 2008 0.232 0.289 2009 0.137 0.171 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3418 0.3520 2 0.3118 0.3171 3 0.2588 0.2887 Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 11 4 0.2367 0.2367 5 0.2338 0.2353 6 0.2319 0.2216 7 0.2066 0.2183 8 0.2029 0.1707 9 0.1847 0.1706 10 0.1826 0.1683 11 0.1782 0.1644 12 0.1780 0.1527 13 0.1745 0.1487 14 0.1542 0.1487 15 0.1519 0.1434 16 0.1396 0.1397 17 0.1386 0.1382 18 0.1372 0.1361 19 0.1346 0.1361 20 0.1299 0.1349 21 0.1259 0.1317 22 0.1254 0.1272 23 0.1252 0.1267 24 0.1250 0.1255 25 0.1220 0.1219 26 0.1166 0.1185 27 0.1159 0.1126 28 0.1144 0.1093 29 0.1125 0.1075 30 0.1101 0.1065 31 0.1096 0.1006 32 0.1091 0.0964 33 0.1090 0.0954 34 0.1082 0.0952 35 0.1067 0.0952 36 0.1045 0.0951 37 0.1042 0.0937 38 0.1038 0.0936 39 0.1013 0.0916 40 0.0977 0.0904 41 0.0963 0.0882 42 0.0951 0.0878 43 0.0948 0.0874 44 0.0942 0.0872 45 0.0918 0.0867 46 0.0907 0.0862 47 0.0890 0.0858 48 0.0885 0.0853 49 0.0826 0.0853 50 0.0822 0.0848 51 0.0817 0.0842 52 0.0792 0.0841 53 0.0726 0.0834 54 0.0690 0.0828 55 0.0672 0.0825 56 0.0651 0.0825 57 0.0637 0.0783 58 0.0633 0.0775 59 0.0631 0.0763 60 0.0605 0.0719 61 0.0528 0.0687 Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 12 Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 13 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0567 1427 7349 514 Fail 0.0592 1251 6340 506 Fail 0.0617 1083 5414 499 Fail 0.0641 935 4601 492 Fail 0.0666 832 3976 477 Fail 0.0690 729 3437 471 Fail 0.0715 632 2975 470 Fail 0.0740 565 2530 447 Fail 0.0764 512 2173 424 Fail 0.0789 478 1890 395 Fail 0.0813 428 1622 378 Fail 0.0838 386 1388 359 Fail 0.0862 357 1159 324 Fail 0.0887 322 968 300 Fail 0.0912 295 821 278 Fail 0.0936 272 706 259 Fail 0.0961 254 589 231 Fail 0.0985 226 509 225 Fail 0.1010 211 459 217 Fail 0.1035 199 425 213 Fail 0.1059 179 396 221 Fail 0.1084 166 377 227 Fail 0.1108 152 351 230 Fail 0.1133 142 333 234 Fail 0.1157 134 311 232 Fail 0.1182 121 293 242 Fail 0.1207 116 275 237 Fail 0.1231 110 254 230 Fail 0.1256 104 244 234 Fail 0.1280 98 231 235 Fail 0.1305 94 217 230 Fail 0.1329 93 205 220 Fail 0.1354 86 196 227 Fail 0.1379 78 188 241 Fail 0.1403 71 185 260 Fail 0.1428 69 175 253 Fail 0.1452 65 164 252 Fail 0.1477 61 157 257 Fail 0.1502 61 154 252 Fail 0.1526 56 148 264 Fail 0.1551 52 143 275 Fail 0.1575 49 137 279 Fail 0.1600 48 133 277 Fail 0.1624 46 130 282 Fail 0.1649 42 127 302 Fail 0.1674 40 117 292 Fail 0.1698 39 111 284 Fail 0.1723 38 105 276 Fail 0.1747 37 101 272 Fail 0.1772 37 97 262 Fail 0.1797 33 94 284 Fail 0.1821 31 89 287 Fail 0.1846 30 87 290 Fail 0.1870 27 84 311 Fail Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 14 0.1895 25 81 324 Fail 0.1919 24 80 333 Fail 0.1944 24 73 304 Fail 0.1969 23 71 308 Fail 0.1993 21 64 304 Fail 0.2018 20 60 300 Fail 0.2042 18 60 333 Fail 0.2067 16 58 362 Fail 0.2092 15 54 360 Fail 0.2116 14 51 364 Fail 0.2141 14 47 335 Fail 0.2165 14 46 328 Fail 0.2190 14 44 314 Fail 0.2214 14 40 285 Fail 0.2239 13 31 238 Fail 0.2264 12 28 233 Fail 0.2288 10 27 270 Fail 0.2313 10 25 250 Fail 0.2337 9 22 244 Fail 0.2362 8 19 237 Fail 0.2386 7 17 242 Fail 0.2411 6 16 266 Fail 0.2436 4 16 400 Fail 0.2460 4 14 350 Fail 0.2485 4 12 300 Fail 0.2509 3 12 400 Fail 0.2534 3 10 333 Fail 0.2559 3 10 333 Fail 0.2583 3 10 333 Fail 0.2608 2 10 500 Fail 0.2632 2 10 500 Fail 0.2657 2 9 450 Fail 0.2681 2 9 450 Fail 0.2706 2 8 400 Fail 0.2731 2 6 300 Fail 0.2755 2 6 300 Fail 0.2780 2 6 300 Fail 0.2804 2 6 300 Fail 0.2829 2 5 250 Fail 0.2854 2 5 250 Fail 0.2878 2 5 250 Fail 0.2903 2 4 200 Fail 0.2927 2 4 200 Fail 0.2952 2 4 200 Fail 0.2976 2 4 200 Fail 0.3001 2 4 200 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. Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Sunset Vault 7FT 3/14/2019 2:33:23 PM Page 16 LID Report Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 18 Appendix Predeveloped Schematic Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 19 Mitigated Schematic Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Sunset Vault 7FT.wdm MESSU 25 PreSunset Vault 7FT.MES 27 PreSunset Vault 7FT.L61 28 PreSunset Vault 7FT.L62 30 POCSunset Vault 7FT1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 4 IMPLND 5 IMPLND 8 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 21 # - # 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 *** 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 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 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 11 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 *** 4 0 0 0 0 0 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 22 5 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.555 COPY 501 12 PERLND 16 0.555 COPY 501 13 IMPLND 4 0.057 COPY 501 15 IMPLND 5 0.08 COPY 501 15 IMPLND 8 0.042 COPY 501 15 IMPLND 11 0.017 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 *** Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 23 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 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 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 24 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Sunset Vault 7FT.wdm MESSU 25 MitSunset Vault 7FT.MES 27 MitSunset Vault 7FT.L61 28 MitSunset Vault 7FT.L62 30 POCSunset Vault 7FT1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 4 IMPLND 5 IMPLND 9 IMPLND 12 IMPLND 1 RCHRES 1 COPY 1 COPY 501 COPY 601 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 1 601 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 *** Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 25 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 12 PARKING/MOD 1 1 1 27 0 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 9 0 0 1 0 0 0 12 0 0 1 0 0 0 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 9 0 0 4 0 0 0 1 9 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 26 12 0 0 4 0 0 0 1 9 1 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 *** 4 0 0 0 0 0 5 0 0 0 0 0 9 0 0 0 0 0 12 0 0 0 0 0 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 9 400 0.05 0.1 0.08 12 400 0.05 0.1 0.08 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 9 0 0 12 0 0 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 9 0 0 12 0 0 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.229 RCHRES 1 2 PERLND 16 0.229 RCHRES 1 3 IMPLND 4 0.25 RCHRES 1 5 IMPLND 5 0.053 RCHRES 1 5 IMPLND 9 0.086 RCHRES 1 5 IMPLND 12 0.039 RCHRES 1 5 bypass*** IMPLND 1 0.094 COPY 501 15 IMPLND 1 0.094 COPY 601 15 ******Routing****** PERLND 16 0.229 COPY 1 12 IMPLND 4 0.25 COPY 1 15 IMPLND 5 0.053 COPY 1 15 IMPLND 9 0.086 COPY 1 15 IMPLND 12 0.039 COPY 1 15 PERLND 16 0.229 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 27 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 *** 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 0.01 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 0.003673 0.000000 0.000000 0.077778 0.003673 0.000286 0.010898 0.155556 0.003673 0.000571 0.015412 0.233333 0.003673 0.000857 0.018876 0.311111 0.003673 0.001143 0.021796 0.388889 0.003673 0.001428 0.024369 0.466667 0.003673 0.001714 0.026695 0.544444 0.003673 0.002000 0.028834 0.622222 0.003673 0.002285 0.030824 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 28 0.700000 0.003673 0.002571 0.032694 0.777778 0.003673 0.002857 0.034463 0.855556 0.003673 0.003143 0.036145 0.933333 0.003673 0.003428 0.037752 1.011111 0.003673 0.003714 0.039293 1.088889 0.003673 0.004000 0.040777 1.166667 0.003673 0.004285 0.042208 1.244444 0.003673 0.004571 0.043592 1.322222 0.003673 0.004857 0.044934 1.400000 0.003673 0.005142 0.046237 1.477778 0.003673 0.005428 0.047504 1.555556 0.003673 0.005714 0.048738 1.633333 0.003673 0.005999 0.049941 1.711111 0.003673 0.006285 0.051116 1.788889 0.003673 0.006571 0.052265 1.866667 0.003673 0.006856 0.053389 1.944444 0.003673 0.007142 0.054490 2.022222 0.003673 0.007428 0.055569 2.100000 0.003673 0.007713 0.056628 2.177778 0.003673 0.007999 0.057667 2.255556 0.003673 0.008285 0.058688 2.333333 0.003673 0.008571 0.059691 2.411111 0.003673 0.008856 0.060678 2.488889 0.003673 0.009142 0.061649 2.566667 0.003673 0.009428 0.062605 2.644444 0.003673 0.009713 0.063546 2.722222 0.003673 0.009999 0.064474 2.800000 0.003673 0.010285 0.065388 2.877778 0.003673 0.010570 0.066290 2.955556 0.003673 0.010856 0.067180 3.033333 0.003673 0.011142 0.068058 3.111111 0.003673 0.011427 0.068925 3.188889 0.003673 0.011713 0.069782 3.266667 0.003673 0.011999 0.070627 3.344444 0.003673 0.012284 0.071463 3.422222 0.003673 0.012570 0.072290 3.500000 0.003673 0.012856 0.073106 3.577778 0.003673 0.013142 0.073914 3.655556 0.003673 0.013427 0.074713 3.733333 0.003673 0.013713 0.075504 3.811111 0.003673 0.013999 0.076286 3.888889 0.003673 0.014284 0.077061 3.966667 0.003673 0.014570 0.077828 4.044444 0.003673 0.014856 0.078587 4.122222 0.003673 0.015141 0.079339 4.200000 0.003673 0.015427 0.080084 4.277778 0.003673 0.015713 0.080822 4.355556 0.003673 0.015998 0.097928 4.433333 0.003673 0.016284 0.107645 4.511111 0.003673 0.016570 0.114916 4.588889 0.003673 0.016855 0.121049 4.666667 0.003673 0.017141 0.126482 4.744444 0.003673 0.017427 0.131430 4.822222 0.003673 0.017712 0.136014 4.900000 0.003673 0.017998 0.144708 4.977778 0.003673 0.018284 0.151921 5.055556 0.003673 0.018570 0.157969 5.133333 0.003673 0.018855 0.163445 5.211111 0.003673 0.019141 0.168540 5.288889 0.003673 0.019427 0.173346 5.366667 0.003673 0.019712 0.177921 5.444444 0.003673 0.019998 0.182302 5.522222 0.003673 0.020284 0.186518 5.600000 0.003673 0.020569 0.190590 5.677778 0.003673 0.020855 0.194534 5.755556 0.003673 0.021141 0.198363 5.833333 0.003673 0.021426 0.202089 5.911111 0.003673 0.021712 0.205721 5.988889 0.003673 0.021998 0.209266 6.066667 0.003673 0.022283 0.486427 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 29 6.144444 0.003673 0.022569 1.085114 6.222222 0.003673 0.022855 1.856391 6.300000 0.003673 0.023140 2.723967 6.377778 0.003673 0.023426 3.612187 6.455556 0.003673 0.023712 4.445137 6.533333 0.003673 0.023998 5.156332 6.611111 0.003673 0.024283 5.703515 6.688889 0.003673 0.024569 6.086958 6.766667 0.003673 0.024855 6.446160 6.844444 0.003673 0.025140 6.756209 6.922222 0.003673 0.025426 7.052370 7.000000 0.003673 0.025712 7.336362 7.077778 0.003673 0.025997 7.609579 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP 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 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 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 COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 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 Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 30 END RUN Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 31 Predeveloped HSPF Message File Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 32 Mitigated HSPF Message File Sunset Vault 7FT 3/14/2019 2:33:50 PM Page 33 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT Sunset - bypass 3/14/2019 2:51:54 PM Page 2 General Model Information Project Name:Sunset - bypass Site Name:Sunset Mixed-Use (Bypass Area) Site Address:1409 Monroe Ave NE City:Renton Report Date:3/14/2019 Gage:Seatac Data Start:1948/10/01 00:00 Data End:2009/09/30 00:00 Timestep:15 Minute Precip Scale:1.000 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sunset - bypass 3/14/2019 2:51:54 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.031 Pervious Total 0.031 Impervious Land Use acre DRIVEWAYS FLAT 0.021 SIDEWALKS FLAT 0.042 Impervious Total 0.063 Basin Total 0.094 Element Flows To: Surface Interflow Groundwater Sunset - bypass 3/14/2019 2:51:54 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.094 Impervious Total 0.094 Basin Total 0.094 Element Flows To: Surface Interflow Groundwater Sunset - bypass 3/14/2019 2:51:54 PM Page 5 Routing Elements Predeveloped Routing Sunset - bypass 3/14/2019 2:51:54 PM Page 6 Mitigated Routing Sunset - bypass 3/14/2019 2:51:54 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.031 Total Impervious Area:0.063 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.094 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.026009 5 year 0.033644 10 year 0.038927 25 year 0.045879 50 year 0.051268 100 year 0.056842 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.041735 5 year 0.052991 10 year 0.060669 25 year 0.07066 50 year 0.078328 100 year 0.086199 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.036 0.053 1950 0.034 0.055 1951 0.022 0.031 1952 0.018 0.027 1953 0.019 0.033 1954 0.021 0.033 1955 0.024 0.040 1956 0.023 0.038 1957 0.028 0.039 1958 0.021 0.034 Sunset - bypass 3/14/2019 2:52:24 PM Page 8 1959 0.020 0.038 1960 0.023 0.036 1961 0.023 0.035 1962 0.019 0.030 1963 0.023 0.036 1964 0.021 0.036 1965 0.029 0.041 1966 0.018 0.030 1967 0.032 0.048 1968 0.036 0.064 1969 0.026 0.038 1970 0.024 0.038 1971 0.029 0.046 1972 0.033 0.046 1973 0.017 0.030 1974 0.027 0.043 1975 0.028 0.046 1976 0.021 0.035 1977 0.020 0.035 1978 0.026 0.051 1979 0.035 0.062 1980 0.037 0.064 1981 0.027 0.040 1982 0.039 0.057 1983 0.030 0.047 1984 0.020 0.031 1985 0.027 0.039 1986 0.023 0.034 1987 0.034 0.054 1988 0.020 0.036 1989 0.025 0.056 1990 0.054 0.066 1991 0.041 0.059 1992 0.019 0.031 1993 0.016 0.039 1994 0.017 0.034 1995 0.024 0.036 1996 0.027 0.047 1997 0.026 0.037 1998 0.024 0.039 1999 0.054 0.083 2000 0.026 0.038 2001 0.027 0.048 2002 0.035 0.049 2003 0.027 0.050 2004 0.050 0.081 2005 0.023 0.032 2006 0.021 0.029 2007 0.049 0.076 2008 0.041 0.054 2009 0.031 0.059 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0545 0.0834 2 0.0539 0.0811 3 0.0499 0.0763 Sunset - bypass 3/14/2019 2:52:24 PM Page 9 4 0.0487 0.0661 5 0.0415 0.0641 6 0.0407 0.0638 7 0.0393 0.0617 8 0.0369 0.0593 9 0.0361 0.0586 10 0.0356 0.0572 11 0.0351 0.0564 12 0.0348 0.0551 13 0.0345 0.0540 14 0.0343 0.0539 15 0.0325 0.0528 16 0.0318 0.0512 17 0.0311 0.0495 18 0.0299 0.0492 19 0.0290 0.0482 20 0.0288 0.0481 21 0.0281 0.0475 22 0.0277 0.0466 23 0.0274 0.0462 24 0.0273 0.0462 25 0.0271 0.0459 26 0.0270 0.0431 27 0.0269 0.0409 28 0.0267 0.0400 29 0.0262 0.0399 30 0.0260 0.0393 31 0.0260 0.0391 32 0.0257 0.0390 33 0.0254 0.0389 34 0.0243 0.0385 35 0.0243 0.0380 36 0.0237 0.0378 37 0.0236 0.0377 38 0.0233 0.0376 39 0.0233 0.0365 40 0.0230 0.0362 41 0.0229 0.0361 42 0.0225 0.0360 43 0.0225 0.0359 44 0.0221 0.0358 45 0.0212 0.0347 46 0.0210 0.0347 47 0.0210 0.0346 48 0.0210 0.0343 49 0.0207 0.0340 50 0.0205 0.0340 51 0.0204 0.0334 52 0.0203 0.0326 53 0.0196 0.0317 54 0.0194 0.0314 55 0.0191 0.0308 56 0.0191 0.0306 57 0.0181 0.0302 58 0.0176 0.0300 59 0.0170 0.0296 60 0.0167 0.0294 61 0.0163 0.0273 Sunset - bypass 3/14/2019 2:52:24 PM Page 10 Sunset - bypass 3/14/2019 2:52:24 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0130 1681 6151 365 Fail 0.0134 1518 5709 376 Fail 0.0138 1356 5272 388 Fail 0.0142 1219 4889 401 Fail 0.0146 1097 4522 412 Fail 0.0149 997 4201 421 Fail 0.0153 926 3899 421 Fail 0.0157 827 3600 435 Fail 0.0161 754 3352 444 Fail 0.0165 696 3108 446 Fail 0.0169 647 2890 446 Fail 0.0173 587 2701 460 Fail 0.0176 548 2511 458 Fail 0.0180 510 2327 456 Fail 0.0184 466 2156 462 Fail 0.0188 427 2009 470 Fail 0.0192 400 1874 468 Fail 0.0196 371 1741 469 Fail 0.0200 354 1632 461 Fail 0.0203 329 1531 465 Fail 0.0207 302 1431 473 Fail 0.0211 282 1346 477 Fail 0.0215 260 1268 487 Fail 0.0219 242 1187 490 Fail 0.0223 224 1117 498 Fail 0.0227 207 1057 510 Fail 0.0231 197 999 507 Fail 0.0234 186 941 505 Fail 0.0238 173 895 517 Fail 0.0242 163 844 517 Fail 0.0246 151 781 517 Fail 0.0250 141 732 519 Fail 0.0254 132 681 515 Fail 0.0258 125 649 519 Fail 0.0261 115 605 526 Fail 0.0265 108 564 522 Fail 0.0269 102 533 522 Fail 0.0273 98 501 511 Fail 0.0277 91 478 525 Fail 0.0281 86 461 536 Fail 0.0285 81 432 533 Fail 0.0289 77 418 542 Fail 0.0292 76 402 528 Fail 0.0296 76 370 486 Fail 0.0300 70 347 495 Fail 0.0304 65 337 518 Fail 0.0308 63 322 511 Fail 0.0312 60 307 511 Fail 0.0316 58 295 508 Fail 0.0319 55 278 505 Fail 0.0323 51 265 519 Fail 0.0327 48 259 539 Fail 0.0331 45 245 544 Fail 0.0335 41 235 573 Fail Sunset - bypass 3/14/2019 2:52:24 PM Page 12 0.0339 40 227 567 Fail 0.0343 38 219 576 Fail 0.0346 33 207 627 Fail 0.0350 31 199 641 Fail 0.0354 29 189 651 Fail 0.0358 26 180 692 Fail 0.0362 25 174 696 Fail 0.0366 23 167 726 Fail 0.0370 21 163 776 Fail 0.0374 21 157 747 Fail 0.0377 20 151 755 Fail 0.0381 18 143 794 Fail 0.0385 17 136 800 Fail 0.0389 17 131 770 Fail 0.0393 13 123 946 Fail 0.0397 13 119 915 Fail 0.0401 12 112 933 Fail 0.0404 12 106 883 Fail 0.0408 10 103 1030 Fail 0.0412 9 98 1088 Fail 0.0416 8 93 1162 Fail 0.0420 8 87 1087 Fail 0.0424 8 84 1050 Fail 0.0428 8 81 1012 Fail 0.0432 8 77 962 Fail 0.0435 8 76 950 Fail 0.0439 8 74 925 Fail 0.0443 7 72 1028 Fail 0.0447 7 69 985 Fail 0.0451 7 66 942 Fail 0.0455 7 64 914 Fail 0.0459 7 63 900 Fail 0.0462 7 59 842 Fail 0.0466 7 55 785 Fail 0.0470 7 54 771 Fail 0.0474 6 52 866 Fail 0.0478 5 49 980 Fail 0.0482 5 46 920 Fail 0.0486 5 42 839 Fail 0.0489 4 42 1050 Fail 0.0493 4 41 1025 Fail 0.0497 3 39 1300 Fail 0.0501 2 38 1900 Fail 0.0505 2 36 1800 Fail 0.0509 2 35 1750 Fail 0.0513 2 33 1650 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. Sunset - bypass 3/14/2019 2:52:24 PM 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. Sunset - bypass 3/14/2019 2:52:24 PM Page 14 LID Report Sunset - bypass 3/14/2019 2:52:33 PM 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. Sunset - bypass 3/14/2019 2:52:33 PM Page 16 Appendix Predeveloped Schematic Sunset - bypass 3/14/2019 2:52:33 PM Page 17 Mitigated Schematic Sunset - bypass 3/14/2019 2:52:33 PM 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 Sunset - bypass.wdm MESSU 25 PreSunset - bypass.MES 27 PreSunset - bypass.L61 28 PreSunset - bypass.L62 30 POCSunset - bypass1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 Sunset - bypass 3/14/2019 2:52:33 PM Page 19 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 *** 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 *** 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 ********* 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 *** # - # CSNO RTOP VRS VNN RTLI *** 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 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 Sunset - bypass 3/14/2019 2:52:33 PM Page 20 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.031 COPY 501 12 PERLND 16 0.031 COPY 501 13 IMPLND 5 0.021 COPY 501 15 IMPLND 8 0.042 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 Sunset - bypass 3/14/2019 2:52:33 PM Page 21 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 Sunset - bypass 3/14/2019 2:52:33 PM 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 Sunset - bypass.wdm MESSU 25 MitSunset - bypass.MES 27 MitSunset - bypass.L61 28 MitSunset - bypass.L62 30 POCSunset - bypass1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** Sunset - bypass 3/14/2019 2:52:33 PM Page 23 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 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 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 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 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND Sunset - bypass 3/14/2019 2:52:33 PM Page 24 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 2 0.094 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 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 Sunset - bypass 3/14/2019 2:52:33 PM Page 25 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 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Sunset - bypass 3/14/2019 2:52:33 PM Page 26 Predeveloped HSPF Message File Sunset - bypass 3/14/2019 2:52:33 PM Page 27 Mitigated HSPF Message File Sunset - bypass 3/14/2019 2:52:33 PM 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. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Size and Cost Estimate 11835 NE Glenn Widing Dr., Portland OR 97220 Toll-free: 800.548.4667 Fax: 800.561.1271 ©2015 Contech Engineered Solutions LLC www.conteches.com Page 1 of 1 Prepared by Jordan Drugge on December 23, 2019 1409 Monroe Ave NE– Stormwater Treatment System Renton, WA Information Provided: Structure ID FT #1 Total basin area 5,280 SF Impervious area 5,280 SF WQ Flowrate 0.011 cfs Filterra model Standard offline Outlet pipe size 4” Media bay dimensions 4’ x 4’ Approximate Price $12,150 System Parameters: Filterra Media Flow Rate = 175 in/hr Assumed design flowrate = k*(WQ flowrate), where k = 3.53 based on the 2-yr isopluvial 2.0” Treatment type = Enhanced Depth Required from Rim to Outlet = 42” min – 60” max Reviewing agency = City of Renton Sizing Calculation: Since the required media square footage of 9.71 SF is less than the square footage provided by a 4’x4’ Filterra unit, Contech recommends the use of a Filterra unit no smaller than a 4’x4’ unit. Size and Cost Estimate: The Filterra system for this site was sized using WWHM. Per the Department of Ecology approval, the total basin area, percent impervious area, and site location were used to size the system. Contech Engineered Solutions recommends using the standard offline Filterra system to provide enhanced treatment. The estimated cost of this system is shown above, and this includes the complete system delivered to the job site. This estimate assumes that the system is delivered with all components pre-installed. The contractor is responsible for setting the Filterra and connecting all external plumbing. The recommended Filterra is designed as an offline system. To bypass peak flows, a downstream curb inlet structure must be placed at the low point of the basin. Toll Free: 1-800-338-1122 www.ContechES.comENGINEERED SOLUTIONS ® Bioretention Systems© 2017 Contech Engineered Solutions LLC Filterra® Bioretention Attractive, Functional, and Flexible Filterra is similar to bioretention in its function and application, but has been optimized for high volume/flow treatment and high pollutant removal. Filterra is available in a number of arrangements, providing engineers a solution that minimizes footprint and maintenance cost with the flexibility to meet functional and aesthetic goals. Standard Tree Grate • Standard Filterra offering on all vault products • 12” tree opening provides space for plant growth with minimal sidewalk interruption Recessed Top Slab • Allows sod or other landscaping on top of the Filterra vault • Available when using standard and custom 3’x3’ or 4’x4’ tree grates Filterra Bioscape • Filterra option without a concrete container • All components provided by Contech and assembled by certified providers for maximum quality control Filterra Bioscape Vault • Fully open top vault option • Available in precast (<150 sf) and cast-in-place (>150 sf) Custom/Decorative Tree Grate • Custom patterned grates available upon request • Custom grates must meet size requirements (contact your Contech Representative for more information) Full Grate with Grasses • Allows pedestrian traffic in tight walkways • Improves line-of-sight at intersections © 2016 Contech Engineered Solutions LLCStandard Offline Filterra Dimensions16” Underdrain Stone21” Filterra Media3” Mulch8”-9” +/- Ponding Area42” +/- Rim to Outlet1” Typical Above Vault Floor © 2016 Contech Engineered Solutions LLCMust be installed offlineApproximately 3.5’ from rim to invert out4” or 6” Outlet Pipe (Depending on Vault Size)Pedestrian live load, 4000 lb wheel load mounting the curb, and HS-20 Live Load Surcharge on the walls.Standard Rim-Outlet Depth = 42” +/-oMinimum Rim-Outlet Depth = 36” (15” Media Depth)oMaximum Rim-Outlet Depth = 62” (3’ Max depth to top of media) –Not RecommendedStandard Offline Configuration1Standard Vault Size Media Area (sf)Treatment Flow Rate (Based on 100”/hr)4x4 160.0374x6/ 6x4 240.0564x8 / 8x4 320.0746x6 360.0836x8 / 8x6 480.1114x12 / 12x4 480.1116x10 / 10x6 600.1396x12 / 12x6 720.1677x13 / 13x7 910.211 © 2016 Contech Engineered Solutions LLC Filterra –Standard Offline © 2016 Contech Engineered Solutions LLC Filterra –Standard Offline WWHM2012 PROJECT REPORT default[4]2/6/2020 1:48:24 PM Page 2 General Model Information Project Name:1409 Monroe Ave NE Site Name: Site Address: City: Report Date:2/6/2020 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year default[4]2/6/2020 1:48:24 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.1212 Pervious Total 0.1212 Impervious Land Use acre Impervious Total 0 Basin Total 0.1212 Element Flows To: Surface Interflow Groundwater default[4]2/6/2020 1:48:24 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre SIDEWALKS FLAT 0.1212 Impervious Total 0.1212 Basin Total 0.1212 Element Flows To: Surface Interflow Groundwater default[4]2/6/2020 1:48:24 PM Page 5 Routing Elements Predeveloped Routing default[4]2/6/2020 1:48:24 PM Page 6 Mitigated Routing default[4]2/6/2020 1:48:24 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1212 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.1212 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003609 5 year 0.005913 10 year 0.007395 25 year 0.009158 50 year 0.010379 100 year 0.011519 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.046209 5 year 0.058368 10 year 0.066628 25 year 0.077344 50 year 0.085545 100 year 0.093946 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.060 1950 0.005 0.065 1951 0.008 0.037 1952 0.002 0.033 1953 0.002 0.036 1954 0.003 0.038 1955 0.005 0.043 1956 0.004 0.042 1957 0.003 0.048 1958 0.004 0.038 default[4]2/6/2020 1:49:00 PM Page 8 1959 0.003 0.039 1960 0.005 0.038 1961 0.003 0.041 1962 0.002 0.035 1963 0.003 0.039 1964 0.004 0.039 1965 0.002 0.049 1966 0.002 0.033 1967 0.006 0.056 1968 0.003 0.064 1969 0.003 0.045 1970 0.002 0.043 1971 0.003 0.051 1972 0.006 0.053 1973 0.003 0.032 1974 0.003 0.047 1975 0.004 0.054 1976 0.003 0.036 1977 0.000 0.039 1978 0.002 0.048 1979 0.001 0.066 1980 0.007 0.059 1981 0.002 0.048 1982 0.005 0.068 1983 0.004 0.055 1984 0.002 0.035 1985 0.001 0.048 1986 0.006 0.042 1987 0.005 0.064 1988 0.002 0.039 1989 0.001 0.049 1990 0.013 0.082 1991 0.007 0.066 1992 0.003 0.035 1993 0.003 0.030 1994 0.001 0.033 1995 0.004 0.043 1996 0.009 0.046 1997 0.007 0.044 1998 0.002 0.045 1999 0.008 0.092 2000 0.003 0.046 2001 0.000 0.050 2002 0.003 0.059 2003 0.005 0.045 2004 0.005 0.086 2005 0.004 0.039 2006 0.004 0.035 2007 0.010 0.080 2008 0.012 0.065 2009 0.006 0.060 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0131 0.0918 2 0.0120 0.0859 3 0.0099 0.0823 default[4]2/6/2020 1:49:00 PM Page 9 4 0.0092 0.0802 5 0.0079 0.0681 6 0.0077 0.0658 7 0.0071 0.0658 8 0.0070 0.0647 9 0.0069 0.0646 10 0.0062 0.0644 11 0.0060 0.0642 12 0.0056 0.0598 13 0.0055 0.0597 14 0.0055 0.0590 15 0.0054 0.0585 16 0.0051 0.0564 17 0.0049 0.0554 18 0.0049 0.0540 19 0.0048 0.0530 20 0.0046 0.0513 21 0.0042 0.0502 22 0.0042 0.0490 23 0.0041 0.0489 24 0.0040 0.0483 25 0.0040 0.0482 26 0.0039 0.0481 27 0.0038 0.0476 28 0.0036 0.0468 29 0.0035 0.0457 30 0.0032 0.0456 31 0.0032 0.0455 32 0.0031 0.0449 33 0.0031 0.0446 34 0.0030 0.0442 35 0.0030 0.0430 36 0.0030 0.0428 37 0.0029 0.0426 38 0.0029 0.0419 39 0.0028 0.0418 40 0.0028 0.0406 41 0.0028 0.0393 42 0.0028 0.0393 43 0.0027 0.0392 44 0.0026 0.0391 45 0.0025 0.0391 46 0.0025 0.0386 47 0.0024 0.0384 48 0.0024 0.0384 49 0.0024 0.0376 50 0.0023 0.0374 51 0.0022 0.0363 52 0.0022 0.0359 53 0.0020 0.0354 54 0.0019 0.0350 55 0.0017 0.0347 56 0.0015 0.0346 57 0.0014 0.0333 58 0.0014 0.0328 59 0.0009 0.0326 60 0.0005 0.0321 61 0.0004 0.0300 default[4]2/6/2020 1:49:00 PM Page 10 default[4]2/6/2020 1:49:00 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0018 17079 130707 765 Fail 0.0019 15481 127071 820 Fail 0.0020 14072 123520 877 Fail 0.0021 12797 120120 938 Fail 0.0022 11569 116975 1011 Fail 0.0022 10519 113917 1082 Fail 0.0023 9561 111029 1161 Fail 0.0024 8752 108206 1236 Fail 0.0025 8031 105490 1313 Fail 0.0026 7343 102966 1402 Fail 0.0027 6733 100549 1493 Fail 0.0028 6188 98110 1585 Fail 0.0028 5730 95886 1673 Fail 0.0029 5309 93619 1763 Fail 0.0030 4924 91459 1857 Fail 0.0031 4569 89384 1956 Fail 0.0032 4235 87288 2061 Fail 0.0033 3953 85213 2155 Fail 0.0034 3643 83309 2286 Fail 0.0035 3388 81449 2404 Fail 0.0035 3133 79609 2540 Fail 0.0036 2915 77834 2670 Fail 0.0037 2706 76101 2812 Fail 0.0038 2490 74326 2984 Fail 0.0039 2314 72679 3140 Fail 0.0040 2136 71118 3329 Fail 0.0041 1972 69578 3528 Fail 0.0041 1822 68059 3735 Fail 0.0042 1702 66605 3913 Fail 0.0043 1577 65150 4131 Fail 0.0044 1443 63760 4418 Fail 0.0045 1325 62370 4707 Fail 0.0046 1232 60958 4947 Fail 0.0047 1147 59760 5210 Fail 0.0047 1083 58498 5401 Fail 0.0048 1020 57301 5617 Fail 0.0049 947 56103 5924 Fail 0.0050 885 54884 6201 Fail 0.0051 824 53729 6520 Fail 0.0052 760 52595 6920 Fail 0.0053 725 51526 7107 Fail 0.0054 674 50499 7492 Fail 0.0054 623 49451 7937 Fail 0.0055 589 48488 8232 Fail 0.0056 549 47526 8656 Fail 0.0057 506 46563 9202 Fail 0.0058 469 45601 9723 Fail 0.0059 427 44681 10463 Fail 0.0060 388 43783 11284 Fail 0.0060 356 42885 12046 Fail 0.0061 328 42029 12813 Fail 0.0062 297 41216 13877 Fail 0.0063 269 40403 15019 Fail 0.0064 241 39633 16445 Fail default[4]2/6/2020 1:49:00 PM Page 12 0.0065 218 38863 17827 Fail 0.0066 197 38051 19315 Fail 0.0067 173 37281 21549 Fail 0.0067 152 36511 24020 Fail 0.0068 130 35783 27525 Fail 0.0069 119 35078 29477 Fail 0.0070 104 34436 33111 Fail 0.0071 95 33794 35572 Fail 0.0072 83 33131 39916 Fail 0.0073 74 32447 43847 Fail 0.0073 69 31848 46156 Fail 0.0074 61 31228 51193 Fail 0.0075 53 30650 57830 Fail 0.0076 46 30051 65328 Fail 0.0077 39 29495 75628 Fail 0.0078 29 28918 99717 Fail 0.0079 25 28383 113531 Fail 0.0080 22 27870 126681 Fail 0.0080 20 27313 136565 Fail 0.0081 17 26822 157776 Fail 0.0082 14 26308 187914 Fail 0.0083 12 25795 214958 Fail 0.0084 8 25303 316287 Fail 0.0085 7 24854 355057 Fail 0.0086 7 24362 348028 Fail 0.0086 7 23934 341914 Fail 0.0087 6 23442 390700 Fail 0.0088 6 22993 383216 Fail 0.0089 6 22565 376083 Fail 0.0090 6 22159 369316 Fail 0.0091 6 21752 362533 Fail 0.0092 5 21367 427340 Fail 0.0093 5 20952 419040 Fail 0.0093 5 20574 411479 Fail 0.0094 5 20236 404720 Fail 0.0095 5 19857 397140 Fail 0.0096 5 19472 389440 Fail 0.0097 5 19128 382560 Fail 0.0098 4 18835 470875 Fail 0.0099 4 18503 462575 Fail 0.0099 3 18180 606000 Fail 0.0100 3 17860 595333 Fail 0.0101 3 17552 585066 Fail 0.0102 3 17244 574800 Fail 0.0103 3 16916 563866 Fail 0.0104 3 16660 555333 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[4]2/6/2020 1:49:00 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0149 acre-feet On-line facility target flow:0.0196 cfs. Adjusted for 15 min:0.0196 cfs. Off-line facility target flow:0.0111 cfs. Adjusted for 15 min:0.0111 cfs. WQ Design flow default[4]2/6/2020 1:49:00 PM Page 14 LID Report default[4]2/6/2020 1:49:26 PM 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[4]2/6/2020 1:49:26 PM Page 16 Appendix Predeveloped Schematic default[4]2/6/2020 1:49:27 PM Page 17 Mitigated Schematic default[4]2/6/2020 1:49:27 PM 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[4].wdm MESSU 25 Predefault[4].MES 27 Predefault[4].L61 28 Predefault[4].L62 30 POCdefault[4]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, 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 *** 11 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 ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO default[4]2/6/2020 1:49:27 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 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 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 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 default[4]2/6/2020 1:49:27 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.1212 COPY 501 12 PERLND 11 0.1212 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC default[4]2/6/2020 1:49:27 PM Page 21 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 default[4]2/6/2020 1:49:27 PM 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[4].wdm MESSU 25 Mitdefault[4].MES 27 Mitdefault[4].L61 28 Mitdefault[4].L62 30 POCdefault[4]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** default[4]2/6/2020 1:49:27 PM Page 23 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 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 *** 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 8 0 0 END IWAT-STATE1 END IMPLND default[4]2/6/2020 1:49:27 PM Page 24 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 8 0.1212 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 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 default[4]2/6/2020 1:49:27 PM Page 25 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 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN default[4]2/6/2020 1:49:27 PM Page 26 Predeveloped HSPF Message File default[4]2/6/2020 1:49:27 PM Page 27 Mitigated HSPF Message File default[4]2/6/2020 1:49:27 PM 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. 2005-2020; 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 Manning's Equation for Pipe Capacity Calculations (Before Detention) 6-inch Pipe @ 1.4% Diameter of pipe (inches)6 Inches Hydraulic Radius: 0.143 % Full Flow (see chart)95 % 0.151 0.125 Slope of Pipe (percent)1.4 % 0.073 Manning's Coefficient 0.013 Area in Flow: 0.193 Hydraulic Radius 0.143 0.158 0.098 Area in Flow 0.193 SF 0.038 Pipe Capacity 0.7152 CFS Velocity 3.71 FPS 50% full-flow = 25% full-flow = 95% Full Flow = 75% Full Flow = 50% Full Flow = 25% Full Flow = 95% full-flow = 75% full-flow = King County Rational Method (Before Detention)Legend Q = C x IR x A entry block Calculated values Q = peak flow rate in cubic feet per second C = runoff coefficients, for pavements & roofs C = 0.90 A = contributing area in acres IR = rainfall intensity in inches per hour IR = (PR) x (iR) PR = precipitation for the 24-hour duration storm event as interpolated from isopluvial maps iR = (aR) x (Tc) (-bR) Tc= time of concentration to initial inlet=5 min aR and bR = coefficients used to adjust the equation for the design storm return frequency R Rational Method Per 2016 King County Surface Water Manual Project: 1409 Monroe Ave NE Designed By: ATN Date: 11-Mar-19 Design Storm Event aR bR 2 years 1.58 0.58 5.0 0.62 5 years 2.33 0.63 5.0 0.85 10 years 2.44 0.64 5.0 0.87 25 years 2.66 0.65 5.0 0.93 50 years 2.75 0.65 5.0 0.97 100 years 2.61 0.63 5.0 0.95 Event PR iR IR 2 yr 0.62 0.00 10 yr 2.9 0.87 2.53 25 yr 3.4 0.93 3.18 100 yr 3.9 0.95 3.69 Basin C value Surface Area (sf) Surface Area (ac)Q10 Q25 Q100 1/2 rooof 0.90 5453 0.13 0.28 0.36 0.42 **Runoff coefficients "C" values from King County Stormwater Management Manual Table 3.2.1A, Impervious area assumed roof and pavement, Pervious pavement area assumed c value of gravel. King County Stormwater Management Manual Table 3.2.1B Tc iR Manning's Equation for Pipe Capacity Calculations (Monroe SD) 12-inch Pipe @ 1.0% Diameter of pipe (inches)12 Inches Hydraulic Radius: 0.286 % Full Flow (see chart)95 % 0.302 0.250 Slope of Pipe (percent)6.85 % 0.147 Manning's Coefficient 0.013 Area in Flow: 0.771 Hydraulic Radius 0.286 0.632 0.393 Area in Flow 0.771 SF 0.154 Pipe Capacity 10.0451 CFS Velocity 13.03 FPS 75% full-flow = 50% full-flow = 25% full-flow = 95% Full Flow = 75% Full Flow = 50% Full Flow = 25% Full Flow = 95% full-flow = King County Rational Method (Monroe SD)Legend Q = C x IR x A entry block Calculated values Q = peak flow rate in cubic feet per second C = runoff coefficients, for pavements & roofs C = 0.90 A = contributing area in acres IR = rainfall intensity in inches per hour IR = (PR) x (iR) PR = precipitation for the 24-hour duration storm event as interpolated from isopluvial maps iR = (aR) x (Tc) (-bR) Tc= time of concentration to initial inlet=5 min aR and bR = coefficients used to adjust the equation for the design storm return frequency R Rational Method Per 2016 King County Surface Water Manual Project: 1409 Monroe Ave NE Designed By: ATN Date: 11-Mar-19 Design Storm Event aR bR 2 years 1.58 0.58 5.0 0.62 5 years 2.33 0.63 5.0 0.85 10 years 2.44 0.64 5.0 0.87 25 years 2.66 0.65 5.0 0.93 50 years 2.75 0.65 5.0 0.97 100 years 2.61 0.63 5.0 0.95 Event PR iR IR 2 yr 0.62 0.00 10 yr 2.9 0.87 2.53 25 yr 3.4 0.93 3.18 100 yr 3.9 0.95 3.69 Basin C value Surface Area (sf) Surface Area (ac)Q10 Q25 Q100 Residential Area 0.60 62000 1.42 2.16 2.71 3.15 Roadway 0.90 29400 0.67 1.53 1.93 2.24 3.69 4.64 5.40 King County Stormwater Management Manual Table 3.2.1B Tc iR **Runoff coefficients "C" values from King County Stormwater Management Manual Table 3.2.1A, Impervious area assumed roof and pavement, Pervious pavement area assumed c value of gravel. 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www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS TESC DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS Know what's R PAVING, GRADING, STORM DRAINAGE, SIDE SEWER PLAN 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄ5705'6/+:'&Ä75'$7+.&+0) /1041'#8'07'0'4'06109#5WPUGV/KZGFÄ7UG$WKNFKPI.7# Ä%Ä4Ä24 Ä4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄ5705'6/+:'&Ä75'$7+.&+0) /1041'#8'07'0'4'06109#5WPUGV/KZGFÄ7UG$WKNFKPI.7# Ä%Ä4Ä24 ÄDRAINAGE DETAILS STRUCTURE ID SYSTEM TREATMENT CAPACITY (CFS/l/s) WATER QUALITY FLOW RATE (CFS/l/s) PEAK FLOW RATE (CFS/l/s REQUIRED MEDIA INFILTRATION RATE PIPE DATA:I.E.DIAMETER OUTLET STUB NOTES/SPECIAL REQUIREMENTS: SITE SPECIFIC DATA REQUIREMENTS RETURN PERIOD OF PEAK FLOW (YRS) MATERIAL CURB OPENING ORIENTATION TOP OF CURB ELEVATION ANTI-FLOTATION BALLAST HEIGHT IF REQUIRED WIDTH FT#1 * 0.011 * * 175 IN/HR RIGHT 406.74 NANA 4"SCH 40 PVC403.20 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS PAVING & DRAINAGE STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS PAVING STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS SEWER STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS Know what's R STORM DRAINAGE PLAN AND PROFILE 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS Know what's R WATER PLAN AND PROFILE 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS Know what's R WATER PLAN AND PROFILE 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS WATER DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS WATER DETAILS Sunset Development –Technical Information Report The Concept Group Appendices Appendix D Maintenance Guidelines APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-6 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipes Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-7 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole (cont.) Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat; covers access opening completely. Lifting rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-41 NO. 30 – PERMEABLE PAVEMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Surface cleaning/ vegetation control Media surface vacuumed or pressure washed annually, vegetation controlled to design maximum. Weed growth suggesting sediment accumulation. No dirt, sediment, or debris clogging porous media, or vegetation limiting infiltration. Porous Concrete, Porous Asphaltic Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltration; leaf drop in fall season. No trash or debris interfering with infiltration. Sediment accumulation Sediment accumulation on the pavement interfering with infiltration; runoff from adjacent areas depositing sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Insufficient infiltration rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Excessive ponding Standing water for a long period of time on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicating settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltration. No moss interferes with infiltration. Inflow restricted Inflow to the pavement is diverted, restricted, or depositing sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain not freely flowing Underdrain is not flowing when pavement has been infiltrating water. Underdrain flows freely when water is present. Overflow not controlling excess water Overflow not controlling excess water to desired location; native soil is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired location; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltration. Uneven surface Uneven surface due to settlement or scour of fill in the interstices of the paving blocks. Pavement surface is uniformly level. Compaction Poor infiltration due to soil compaction between paving blocks. No soil compaction in the interstices of the paver blocks limiting infiltration. Poor vegetation growth (if applicable) Grass in the interstices of the paving blocks is dead. Healthy grass is growing in the interstices of the paver blocks. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. StormFilter Inspection and Maintenance Procedures ENGINEERED SOLUTIONS In addition to these two activities, it is important to check the condition of the StormFilter unit after major storms for potential damage caused by high flows and for high sediment accumulation that may be caused by localized erosion in the drainage area. It may be necessary to adjust the inspection/ maintenance schedule depending on the actual operating conditions encountered by the system. In general, inspection activities can be conducted at any time, and maintenance should occur, if warranted, during dryer months in late summer to early fall. Maintenance Frequency The primary factor for determining frequency of maintenance for the StormFilter is sediment loading. A properly functioning system will remove solids from water by trapping particulates in the porous structure of the filter media inside the cartridges. The flow through the system will naturally decrease as more and more particulates are trapped. Eventually the flow through the cartridges will be low enough to require replacement. It may be possible to extend the usable span of the cartridges by removing sediment from upstream trapping devices on a routine as-needed basis, in order to prevent material from being re-suspended and discharged to the StormFilter treatment system. The average maintenance lifecycle is approximately 1-5 years. Site conditions greatly influence maintenance requirements. StormFilter units located in areas with erosion or active construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. Regulatory requirements or a chemical spill can shift maintenance timing as well. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after major storms. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual StormFilter system or site. It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs.. 2 3 Maintenance Guidelines The primary purpose of the Stormwater Management StormFilter® is to filter and prevent pollutants from entering our waterways. Like any effective filtration system, periodically these pollutants must be removed to restore the StormFilter to its full efficiency and effectiveness. Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. Maintenance activities may be required in the event of a chemical spill or due to excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events. Maintenance Procedures Although there are many effective maintenance options, we believe the following procedure to be efficient, using common equipment and existing maintenance protocols. The following two-step procedure is recommended:: 1. Inspection • Inspection of the vault interior to determine the need for maintenance. 2. Maintenance • Cartridge replacement • Sediment removal Inspection and Maintenance Timing At least one scheduled inspection should take place per year with maintenance following as warranted. First, an inspection should be done before the winter season. During the inspection the need for maintenance should be determined and, if disposal during maintenance will be required, samples of the accumulated sediments and media should be obtained. Second, if warranted, a maintenance (replacement of the filter cartridges and removal of accumulated sediments) should be performed during periods of dry weather. 2 3 Inspection Procedures The primary goal of an inspection is to assess the condition of the cartridges relative to the level of visual sediment loading as it relates to decreased treatment capacity. It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are severely plugged, then typically large amounts of sediments will be present and very little flow will be discharged from the drainage pipes. If this is the case, then maintenance is warranted and the cartridges need to be replaced. Warning: In the case of a spill, the worker should abort inspection activities until the proper guidance is obtained. Notify the local hazard control agency and Contech Engineered Solutions immediately. To conduct an inspection: Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit. 1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems. 3. Open the access portals to the vault and allow the system vent. 4. Without entering the vault, visually inspect the inside of the unit, and note accumulations of liquids and solids. 5. Be sure to record the level of sediment build-up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. Record all observations. Digital pictures are valuable for historical documentation. 6. Close and fasten the access portals. 7. Remove safety equipment. 8. If appropriate, make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 9. Discuss conditions that suggest maintenance and make decision as to whether or not maintenance is needed. Maintenance Decision Tree The need for maintenance is typically based on results of the inspection. The following Maintenance Decision Tree should be used as a general guide. (Other factors, such as Regulatory Requirements, may need to be considered) 1. Sediment loading on the vault floor. a. If >4” of accumulated sediment, maintenance is required. 2. Sediment loading on top of the cartridge. a. If >1/4” of accumulation, maintenance is required. 3. Submerged cartridges. a. If >4” of static water above cartridge bottom for more than 24 hours after end of rain event, maintenance is required. (Catch basins have standing water in the cartridge bay.) 4. Plugged media. a. If pore space between media granules is absent, maintenance is required. 5. Bypass condition. a. If inspection is conducted during an average rain fall event and StormFilter remains in bypass condition (water over the internal outlet baffle wall or submerged cartridges), maintenance is required. 6. Hazardous material release. a. If hazardous material release (automotive fluids or other) is reported, maintenance is required. 7. Pronounced scum line. a. If pronounced scum line (say ≥ 1/4” thick) is present above top cap, maintenance is required. Important: Care must be used to avoid damaging the cartridges during removal and installation. The cost of repairing components damaged during maintenance will be the responsibility of the owner. C. Set the used cartridge aside or load onto the hauling truck. D. Continue steps a through c until all cartridges have been removed. Method 2: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access. B. Unscrew the cartridge cap. C. Remove the cartridge hood and float. D. At location under structure access, tip the cartridge on its side. E. Empty the cartridge onto the vault floor. Reassemble the empty cartridge. F. Set the empty, used cartridge aside or load onto the hauling truck. G. Continue steps a through e until all cartridges have been removed. 4 5 Maintenance Depending on the configuration of the particular system, maintenance personnel will be required to enter the vault to perform the maintenance. Important: If vault entry is required, OSHA rules for confined space entry must be followed. Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flows is occurring. Replacement cartridges can be delivered to the site or customers facility. Information concerning how to obtain the replacement cartridges is available from Contech Engineered Solutions. Warning: In the case of a spill, the maintenance personnel should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Contech Engineered Solutions immediately. To conduct cartridge replacement and sediment removal maintenance: 1. If applicable, set up safety equipment to protect maintenance personnel and pedestrians from site hazards. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems. 3. Open the doors (access portals) to the vault and allow the system to vent. 4. Without entering the vault, give the inside of the unit, including components, a general condition inspection. 5. Make notes about the external and internal condition of the vault. Give particular attention to recording the level of sediment build-up on the floor of the vault, in the forebay, and on top of the internal components. 6. Using appropriate equipment offload the replacement cartridges (up to 150 lbs. each) and set aside. 7. Remove used cartridges from the vault using one of the following methods: Method 1: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access. Using appropriate hoisting equipment, attach a cable from the boom, crane, or tripod to the loose cartridge. Contact Contech Engineered Solutions for suggested attachment devices. B. Remove the used cartridges (up to 250 lbs. each) from the vault. 4 5 8. Remove accumulated sediment from the floor of the vault and from the forebay. This can most effectively be accomplished by use of a vacuum truck. 9. Once the sediments are removed, assess the condition of the vault and the condition of the connectors. 10. Using the vacuum truck boom, crane, or tripod, lower and install the new cartridges. Once again, take care not to damage connections. 11. Close and fasten the door. 12. Remove safety equipment. 13. Finally, dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used empty cartridges to Contech Engineered Solutions. Related Maintenance Activities - Performed on an as-needed basis StormFilter units are often just one of many structures in a more comprehensive stormwater drainage and treatment system. In order for maintenance of the StormFilter to be successful, it is imperative that all other components be properly maintained. The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities. In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials. Material Disposal The accumulated sediment found in stormwater treatment and conveyance systems must be handled and disposed of in accordance with regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products). Areas with the greatest potential for high pollutant loading include industrial areas and heavily traveled roads. Sediments and water must be disposed of in accordance with all applicable waste disposal regulations. When scheduling maintenance, consideration must be made for the disposal of solid and liquid wastes. This typically requires coordination with a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. Inspection Report Date: Personnel: Location: ————————————System Size: ——————————————————————————————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other Sediment Thickness in Forebay: ——————————————————————————————————————————— Sediment Depth on Vault Floor: ——————————————————————————————————————————— Structural Damage: ———————————————————————————————————————————————— Estimated Flow from Drainage Pipes (if available): ———————————————————————————————————— Cartridges Submerged: Yes No Depth of Standing Water: —————————————————————— StormFilter Maintenance Activities (check off if done and give description) Trash and Debris Removal: ——————————————————————————————————————————— Minor Structural Repairs: ———————————————————————————————————————————— Drainage Area Report ————————————————————————————————————————————— Excessive Oil Loading: Yes No Source: ——————————————————————— Sediment Accumulation on Pavement: Yes No Source: ——————————————————————— Erosion of Landscaped Areas: Yes No Source: ——————————————————————— Items Needing Further Work: ———————————————————————————————————————————— Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— Review the condition reports from the previous inspection visits. Date: StormFilter Maintenance Report Date: —————————————Personnel: ———————————————————————————————————— Location: ————————————System Size: ——————————————————————————————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other List Safety Procedures and Equipment Used: —————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— System Observations Months in Service: Oil in Forebay (if present): Yes No Sediment Depth in Forebay (if present): ———————————————————————————————————————— Sediment Depth on Vault Floor: ——————————————————————————————————————————— Structural Damage: ———————————————————————————————————————————————— Drainage Area Report Excessive Oil Loading: Yes No Source: ————————————————————————— Sediment Accumulation on Pavement: Yes No Source: ————————————————————————— Erosion of Landscaped Areas: Yes No Source: ————————————————————————— StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: —————————————————————————— Replace Cartridges: Yes No Details: —————————————————————————— Sediment Removed: Yes No Details: —————————————————————————— Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Details: ————————————————————————— Residuals (debris, sediment) Disposal Methods: —————————————————————————————————————— Notes: —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 800.338.1122 www.conteches.com NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122. Support • Drawings and specifications are available at www.conteches.com. • Site-specific design support is available from our engineers. ENGINEERED SOLUTIONS © 2018 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122 www.ContechES.com All Rights Reserved. Printed in the USA. StormFilter Inspection and Maintenance Procedures 5/18