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TIR_4188
TECHNICAL INFORMATION REPORT Sumpter Short Plat 14204 156th Ave S.E. Renton, Washington Prepared for: Kim Greer 5007 E. Coral LN Spokane, WA 99223 September 14, 2021 Revised October 20, 2021 Our Job No. 21679 10/20/21 DEVELOPMENT ENGINEERING njanders 11/04/2021 SURFACE WATER UTILITY JFarah 11/04/2021 21679-TIR.docx TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1.0.1 – Technical Information Report (TIR) Worksheet Figure 1.0.2 – Vicinity Map Figure 1.0.3 – Predeveloped Drainage Basin Map Figure 1.0.4 – Soils Survey Map Figure 1.0.5 – Assessor's Map Figure 1.0.6 – FEMA Map Figure 1.0.7 – Sensitive Area Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements and Special Requirements 2.2 Response to Conditions of Approval 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology 4.2 Developed Site Hydrology Figure 4.2 – Developed Drainage Basin Map 4.3 Performance Standards 4.4 Flow Control System Figure 4.4.1 – Emergency Overflow Sizing Figure 4.4.2 – Infiltration Facility (R-Tank) Sizing Calculations Figure 4.4.3 – R-Tank Design Material Figure 4.4.4 – Drainage Facility Layout 4.5 Water Quality System Figure 4.5.1 – Water Quality Treatment Facility Selection Flow Chart Figure 4.5.2 – Water Quality Contech PhoSorb Figure 4.5.3 – Pretreatment Contech CDS 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Figure 5.1 Conveyance Analysis 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report for Sumpter Property prepared by Earth Solutions NW dated November 12, 2018 21679-TIR.docx 6.2 Groundwater Mounding Analysis prepared by Earth Solutions dated March 26, 2019 6.3 Geotechnical Evaluation Sumpter Short Plat: Reduced Infiltration Facility Setback by Earth Solutions dated May 28, 2021 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 8.1 (A) Erosion and Sediment Control (ESC) Plan Analysis and Design 8.2 (B) Stormwater Pollution Prevention and Spill (SWPPS) Plan Design 9.0 BOND QUANTITIES AND FACILITY SUMMARIES Figure 9.1 – Bond Quantity Worksheet 10.0 OPERATIONS AND MAINTENANCE MANUAL Figure 10.1 OPERATIONS AND MAINTENANCE MANUAL Tab 1.0 21679-TIR.docx 1.0 PROJECT OVERVIEW This section contains the following information: Figure 1.0.1 – Technical Information Report (TIR) Worksheet Figure 1.0.2 – Vicinity Map Figure 1.0.3 – Predeveloped Drainage Basin Map Figure 1.0.4 – Soils Figure 1.0.5 – Assessor's Map Figure 1.0.6 – FEMA Map Figure 1.0.7 – Sensitive Area Map 21679-TIR.docx 1.0 PROJECT OVERVIEW The Sumpter Short Plat project is a single-family residential project located at the intersection of 156th Ave SE and 154th Place S.E. The site has residential developments to the north, south, east and west. The project area is approximately 2.7(±) acres in size with an address of 14204 156th Avenue S.E. Renton, Washington 98059. The proposed project is to construct eight single-family lots with associated roads, utilities, and stormwater facilities. The project site is located within a portion of Section 14, Township 23 North, Range 5 East, Willamette Meridian, in the City of Renton, Washington. The property consists of one existing tax parcel 142305-9013. On-site vegetation consists of native trees such as fir, cedar, hemlock, and maple ranging in size from saplings up to trunks 40 inches in diameter. Elevations range from 372 to 388 feet across the site. The site slopes approximately 5 percent from the east to west. The King County Soils Conservation Service Soils Map for this area shown in Figure 1.0.4 of this section indicates that the on-site soils are considered; Alderwood gravelly sandy loam with 8 to 15 percent slopes. Please see the Geotechnical Engineering Study included in Section 6.1 of this report. Please refer to Figure 1.0.3 of this section for the predeveloped drainage basin map. On-site construction will include roadways with vertical curb and sidewalk, landscaping tracts, a water quality facility, and an infiltration facility. Additionally, stormwater catch basins and storm pipes as well as water mains and sewer facilities will be constructed onsite. There will be frontage improvements along 156th Avenue SE including pavement overlay, curb and gutter and sidewalk. Stormwater runoff generated by all lots, Tracts A through C and 158th Avenue area will be routed to an infiltration facility and the frontage improvements will be bypassed. Prior to entering the infiltration facility storm water is pretreated via a Contech CDS or approved equal directly upstream of water quality facility, a Contech StormFilter or approved equal. The infiltration facility is designed to infiltrate onsite the 100 percent of the 100 year storm satisfying the Flood Problem Flow Control Standard set fore in the 2017 City of Renton Surface Water Design Manual. The project will be mass graded to balance cut and fills so that all lots will be level flat pads ready for home building. Site drainage designs are based on the 2017 Renton Surface Water Design Manual (RSWDM) which is governed by the Department of Ecology (DOE). Please refer to Section 4.0 of this TIR for further details regarding the drainage facility design. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Land Use (e.g., Subdivision / Short Subd.) Building (e.g., M/F / Commercial / SFR) Grading Right-of-Way Use Other _______________________ DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Other ________ Shoreline Management Structural Rockery/Vault/_____ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final: Full Targeted Simplified Large Project Directed ____________________________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final: Full Modified Simplified ____________________________________ __________________ Kim Greer 5007 E Coral LN Spokane, WA 99223 Barry Talkington, PE Barghausen Consulting Engineers, Inc 425-251-6222 x x x x x x Sumpter Short Plat 23 N 05 E 14 14204 156th Ave SE REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream ________________________ Lake ______________________________ Wetlands ____________________________ Closed Depression ____________________ Floodplain ___________________________ Other _______________________________ _______________________________ Steep Slope __________________________ Erosion Hazard _______________________ Landslide Hazard ______________________ Coal Mine Hazard ______________________ Seismic Hazard _______________________ Habitat Protection ______________________ _____________________________________ Level 1 - Flow Control Standard - Forested Conditions REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________ High Groundwater Table (within 5 feet) Other ________________________________ Sole Source Aquifer Seeps/Springs Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core 2 – Offsite Analysis_________________ Sensitive/Critical Areas__________________ SEPA________________________________ LID Infeasibility________________________ Other________________________________ _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ On-site 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: _________________________ N/A 1 100% Infiltration of 100 yr storm event amend soil/perforated roof drain connections TBD REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: Mixture of CB, Storm pipe, curb/ gutter and pretreatment facility REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Collection Dewatering Control Dust Control Flow Control Control Pollutants Protect Existing and Proposed BMPs/Facilities Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize exposed surfaces Remove and restore Temporary ESC Facilities Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary Flag limits of sensitive areas and open space preservation areas Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Covenant Native Growth Protection Covenant Tract Other ____________________________ Cast in Place Vault Retaining Wall Rockery > 4′ High Structural on Steep Slope Other _______________________________ x x x x x x x x x x x x x x x 100yr Storm/R-Tank x Contech StormFilter x x x x x Tree Protection Easements x x REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 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 6/30/21 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: VICINITY MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 vmap.cdr REFERENCE: Rand McNally (2018) SITE FIG1.0.2 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATDON SUMPTERP.O. BOX 24943FEDERAL WAY, WA 98093SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000918/30/2021 SUMPTER SHORT PLAT SCALE: 1"=40' auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: SOIL SURVEY MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 soil.cdr REFERENCE: USDA, Natural Resources Conservation Service LEGEND: AgC = Alderwood gravelly sandy loam, 8-15% slopes SITE FIG1.0.4 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: ASSESSOR MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 amap.cdr SITE REFERENCE: King County Department of Assessments (Feb. 2018) FIG1.0.5 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: FEMA MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 fema.cdr REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C0982 F, May 1995) SITE Areas determined to be outside 500-year floodplain. ZONE X OTHER AREAS LEGEND FIG1.0.6 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: SENSITIVE AREAS MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 sens.cdr SITE REFERENCE: King County iMAP (2018) FIG1.0.7 auhgs ernabC.OCNNIS ,U SL RTIENEGN IEGN 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 21679 6/30/21 Tab 2.0 21679-TIR.docx 2.0 CONDITIONS AND REQUIREMENTS SUMMARY This section contains the following information: 2.1 Analysis of the Core Requirements and Special Requirements 2.2 Response to Conditions of Approval 21679-TIR.docx 2.1 Analysis of the Core Requirements and Special Requirements CORE REQUIREMENTS HOW PROJECT HAS ADDRESSED REQUIREMENT No. 1: Discharge at Natural Location Stormwater from the site will treated prior to entering an infiltration facility onsite. No. 2: Off-Site Analysis The project will infiltrate 100% of the 100-year storm removing the requirement of an Off-Site Analysis. No. 3: Flow Control The infiltration facility has been designed for Level 1 flow control and released matching predeveloped forested conditions for 50% of the 2 year to the 100-year flow. No. 4: Conveyance System The conveyance and backwater analysis will be designed per the 2017 RSWDM for the proposed storm drainage system and will be included in Section 5.0 of this Technical Information Report at final engineering. No. 5: Erosion and Sediment Control Temporary erosion control measures for this project will include: stabilized construction entrances, perimeter runoff control, cover practices, sedimentation facilities, and construction sequencing. No. 6: Maintenance and Operations The HOA will own and maintain the private drainage facility for this project. Conveyance piping has been identified on the civil drawings as private or public. An Operations and Maintenance Manual, if required, will be provided in Section 10.0 of this Technical Information Report. No. 7: Bonds and Liability Bonding will be completed as required by the City of Renton using the city’s Bond Quantity Worksheet. No. 8: Water Quality The project is proposing a StormFilter for basic water quality in accordance with the 2017 RSWDM. No. 9: Flow Control BMPs This project is design for full infiltration within Tract A, satisfying bmp requirements. All lots will provide perforated stub out connections when tight lined to the proposed stormwater conveyance system. All disturbed pervious surfaces shall be to the Soil Amendment standards. See Section 4.0 of this Technical Information Report for further details. All disturbed onsite soils will be amended per 2017 RSWDM requirements. SPECIAL REQUIREMENTS HOW PROJECT HAS ADDRESSED REQUIREMENT No. 1: Other Adopted Area Specific Requirements This special requirement does not apply to this project. No. 2: Floodplain/Floodway Delineation The proposed development is not located within the 100-year floodplain. No. 3: Flood Protection Facilities This project does not rely on an existing flood protection facility, nor propose to modify or construct a new flood protection facility; therefore, this special requirement does not apply. 21679-TIR.docx No. 4: Source Controls Source controls, such as covered dumpsters, will be applied to the project as applicable. No. 5: Oil Control This site is not classified as a high-use site given the criteria found in the 2017 RSWDM, therefore no special oil control treatment is necessary. No. 6: Aquifer Protection Area This site is not located within an aquifer protection area. 21679-TIR.docx 2.2 Response to Conditions of Approval -1- 21679-COMM Response Matrix RESPONSES TO CONDITIONS OF APPROVAL SUMPTER SHORT PLAT PRELIMINARY SUBDIVISION AND MAJOR TREE CLEARING FILE NO. LUA19-00091 AND SHPL-A, MOD, MOD Our Job No. 21679 CONDITION RESPONSE 1. A demotion permit shall be obtained and all required inspections completed for the removal of all existing structures, prior to the recording of the final short plat. Acknowledged. 2. The landscape plan shall be revised as follows: a 10-foot onsite landscape strip, consisting of a mix of trees, shrubs, and ground cover would be required within the front yard areas of Lots 7 and 8 and within the secondary front yard area of Lot 6. In addition, street trees and ground cover, consistent with the existing species planted within the Wapato Pl NE right of way, should be planted within the 8-foot planting strip between the curb and sidewalk within the Road A public right-of-way, ground cover should be planted within the 156th Ave SE public right-of-way landscape strip between the curb and sidewalk. A final landscape plan is required at the time of construction permit review for review and approval with the Current Planning Project Manager. Acknowledged, revised as noted: 10’ landscape strip specified for front yard areas of Lots 7 and 8 and secondary front yard of Lot 6; street trees and ground cover to match Wapato Pl NE ROW (lawn and Cercidiphyllum japonicum) specified between curb and sidewalk within Road A ROW; ground cover specified under existing trees within 156th Ave SE ROW between curb and sidewalk. 3. A final tree retention plan shall be submitted at the time of construction permit review for review and approval by the Current Project Manager. Acknowledged, tree retention plan contained within engineering documents. 4. All homes proposed along the shared driveway shall be required to be constructed with approved fire sprinkler systems, a note to this effect shall be recorded on the face of the final short plat. In addition, the proposed hammerhead shall be constructed to adopted Renton Regional Fire Authority standards. Acknowledged, notation has been added to the water plans. 5. Curb and gutter, and a 5-foot-wide sidewalk shall be required to be installed along the entire length of the south side of the shared driveway. Acknowledged. 6. The 4-6-foot-wide landscape strip on the north side of the shared driveway shall be relocated, where feasible, to between the curb and sidewalk along the south side of the shared driveway. The final location of the landscape strip shall be reviewed and approved as part of Construction Permit review. Acknowledged. -2- 21679-COMM Response Matrix CONDITION RESPONSE 7. A Homeowner's Association shall be established prior to the recording of the short plat for all common improvements within the proposed short plat. Acknowledged. 8. The applicant shall be required to pay their fair share of the cost of the signal that was installed at the 156th Ave. SE/SE 142nd Place intersection. The fee would be proportionate to the PM peak hour trips that would be generated by the proposed development that passes through the intersection. The fee would total $2,290.08 [(6 new PM peak hour trips/1,310 total PM peak hour trips) x $500,000] and shall be paid prior to the issuance of a Construction Permit. Acknowledged. 9. The project shall provide a conveyance system along the north property line of proposed Lot 7 to convey any runoff coming from offsite during storm events. Acknowledged. 10. Earth Solutions Northwest shall observe the infiltration surface during construction and provide a letter to the City after construction of the facility stating that there are no mounding concerns. Acknowledged, notation has been added to the civil plans. 11. A public easement shall be provided in the proposed hammerhead turnaround portion of the stormwater tract to allow the turning of the sewer maintenance vehicles that will be used to maintain the sewer main on Tract B. Acknowledged. 12. The boundary of the tree protection easement shall be identified and delineated by signage and fencing consistent with the signage and fencing standards outlined for tree protection tracts. Acknowledged. 13. An arborist shall be onsite during the construction of frontage improvements along 156th Ave SE to ensure the trees to be retained within the right-of-way are protected during construction of the frontage improvements. Acknowledged, notation has been added to the civil/tree retention plans. 14. The front door of the new home proposed on Lot 6 shall be oriented towards Road A and vehicular access for the home on Lot 6 shall be required to be provided via the shared driveway (Tract B). A note to this effect shall be recorded on the face of the final short plat. Acknowledged. Tab 3.0 21679-TIR.docx 3.0 OFF-SITE ANALYSIS The project lies within the Lower Cedar River Drainage Basin. In general, the area consists of pervious outwash soils. The project site is bounded by a residential development to the north, east and south. To the west lies 156th Avenue S.E. with the proposed frontage improvements mitigating runoff prior to entering the site. Directly northwest of the plat lies the detention facility for Enclaved at Bridle Ridge where runoff is discharged down 156th Avenue S.E. conveyance system prior to entering the site. The geotechnical report prepared by Earth Solutions NW indicates the north east corner of the site infiltrates 100 percent of the 100-year/24-hour storm. There is an upstream basin to the north east of the site that drains to through the east portion of the property. Runoff from the upstream basin will be collected and bypassed to 158th Ave S.E. east drainage ditch, maintain existing drainage conditions. The Developed Drainage Basin Maps and WHMM2012 runoff calculations are included in Section 4.2 and Section 4.4. Please see the Infiltration facility sizing calculations included in Section 4.4. A Level 1 Off-Site Drainage Analysis is unnecessary since all of the stormwater will be infiltrated on site. Tab 4.0 21679-TIR.docx 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN This section contains the following information: 4.1 Existing Site Hydrology 4.2 Developed Site Hydrology 4.3 Performance Standards 4.4 Flow Control System 4.5 Water Quality System 21679-TIR.docx 4.1 Existing Site Hydrology The project site is located on a single family residence that is forested lying between 156th Avenue S.E. to the west and residential developments to the north, south and east. Runoff from upstream basin will infiltrate prior to entering the site, diverted to an existing offsite drainage facility, and/or bypass around the development. Runoff onsite generally flows east to west towards 156th Avenue S.E. then down an existing ditch line and a portion going south down 158th Avenue S.E. existing ditch line. For the purposes of modeling, the existing basin area will be modeled as till forest with flat slope totaling 2.62 acres. Predeveloped Basin Impervious Pervious Total Area 0.00 Ac 2.62 Ac(1) 2.62 Ac Notes: 1. Modeled as Forested flat slope 21679-TIR.docx 4.2 Developed Site Hydrology When completed the Sumpter development will result in eight (8) new single-family homes. New impervious surfaces will include roadways, sidewalks, driveways, and roof areas. The project will be providing landscaped pervious areas, drainage facilities, and tree retention areas. A conveyance system consisting of catch basins and storm pipes will be constructed to collect drainage from the proposed lots, 158th Avenue S.E. and route it to the infiltration facility in Tract A. All rooftop areas are to be routed to the front of the lots and tight lined to the stormwater conveyance system. The proposed infiltration facility has been sized for Flow control duration standard matching forested conditions to mitigate potential downstream erosion hazards. The infiltration facility onsite is designed for 100% infiltration of the 100-year peak flow and will not discharge from the site. Water quality will be provided for the entire site though a single StormFilter vault located upstream of the infiltration facility. A Contech CDS just upstream of the StormFilter will satisfy pretreatment requirements. Please refer to Section 4.5 for further detail regarding water quality treatment details and sizing information. This project runoff will infiltrate 100 percent of the 100-year storm onsite satisfying Core Requirement #9. In addition, all roof downspouts will connect to perforated pipe connections prior to enter the drainage system and all targeted pervious surfaces will conform to soil amendment standards. As there is no treatment, credit assigned to the Individual lot BMP's, further discussion of the type of BMP and their implementation will be addressed with the acquisition of the Building Permits. The plat infrastructure BMP's will address runoff from roads and sidewalks within the Right-of-Way. Due to the size of the proposed roads and sidewalk system and the lack of viable undeveloped land, full dispersion was deemed not feasible for this site. Both limited and full infiltration methods were deemed feasible per the results of the geotechnical report, which is included in Section 6.1 of this TIR. The site will fulling infiltrate within Tract A, removing the need for individual lot infiltration systems and permeable pavement. Bioretention facilities were deem impractical due to limitation caused by landscape requirements and utility placement. The basin areas that are tributary to the infiltration facility are as follows: Infiltration Facility Impervious Pervious Total Area 1.31 Ac(1)(3) 1.31 Ac(2) (3) 2.62 Ac Notes: 1. Roads and Sidewalks = 0.51 Ac Lot Area @ 4,000 sf per lot impervious = 0.74 Ac 2. Modeled as till grass = 1.31 Ac 3. Bypass: Pervious 0.06 Ac Impervious 0.09 Ac The untreated discharges (bypass) includes the frontage along 156 Ave S.E. and the southern portion of Road A, each area was evaluated for potential treatment option and was deem unfeasible due to site constrains. In addition, the “Treatment trade” option is unfeasible since all potential upstream pollution-generating impervious surfaces are treated. The remaining 4,500 sf PGIS is under the allowed water quality exemption of 5,000 sf set forth in Section 1.2.8.2.D.2 - Untreated Discharges of the 2017 RSWM and will bypass the site. 21679-TIR.docx The upstream basin bypassing the site was modeled as follows: Upstream Bypass Impervious Pervious Total Area 1.43 Ac(1) 5.12 Ac(2) (3) 6.55 Ac Notes: 1. Existing buildings and structures 2. Modeled as till grass = 2.43 Ac 3. Modeled as Forested = 2.69 Ac For the infiltration facility layout and WWHM2012 design calculations please refer to Section 4.4. For Water Quality facility sizing information, please see Section 4.5. IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATDON SUMPTERP.O. BOX 24943FEDERAL WAY, WA 98093SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000918/30/2021 SUMPTER SHORT PLAT SCALE: 1"=40' IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-00-0000SUMPTER SHORT PLATDON SUMPTERP.O. BOX 24943FEDERAL WAY, WA 98093SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000916/30/2021 SUMPTER SHORT PLAT SCALE: 1"=40' 21679-TIR.docx 4.3 Performance Standards Within the property, the on-site soils are entirely Alderwood gravelly sandy loam soils. A geotechnical analysis revealed that the delineated basin is suitable for infiltration. Please refer to the Geotechnical Report for Sumpter Property prepared by Earth Solutions dated November 11, 2018. The WWHM2012 program was used to size the infiltration facility. The infiltration facility was sized for Flood Problem Flow Control Standard based on the requirements of the 2017 RSWDM. Please see the WWHM2012 calculations located in Section 4.4 (Flow Control System) of this report. Per Core requirement #9 this project will be providing BMP’s for individual lots and on-site roads. The proposed BMP's will not be used for any sizing or treatment credits for the infiltration or water quality facilities proposed. The proposed detention and water quality facilities have been sized for the full site. This project is required to provide Basic Water Quality and will do so via a StormFilter designed following the 2017 RSWDM. See Section 4.5 (Water Quality System) for more detail. Core Requirement #9 – Onsite BMP Evaluation Full Dispersion Not feasible for this site due to lot constrains Full infiltration The site will fulling infiltrated within Tract A, removing the need for individual lot infiltration systems. Limited Infiltration The site will fulling infiltrated within Tract A, removing the need for individual lot infiltration systems. Basic Dispersion Not feasible for this site due to lot constrains. Farmland Dispersion Not applicable. Bioretention Not feasible for this site due to limitation caused by landscape requirements and utility placement. Permeable Pavement The site will fulling infiltrated within Tract A, removing the need for permeable pavement. Rainwater Harvesting Feasible but impractical, evaluated on an individual lot basis at developer’s discretion. Reduced Impervious Surface Credit This project is fulling infiltrating within Tract A. Native Growth Retention Credit Not feasible due to site constrains. Perforated Pipe Connection All lots will provide perforated stub out connections when tight lined to the proposed stormwater conveyance system. Rain Gardens Not feasible for this site due to limitation caused by landscape requirements and utility placement. Soil Amendment All disturbed pervious surfaces shall be to the Soil Amendment standards. Tree Retention Credit The project will be mass graded during construction clearing all trees within the construction footprint. After clearing, the site will contain approximately 30 percent of the existing trees. Vegetated Roofs All roofs are pitch roofs and are unsuitable for this BMP implication. 21679-TIR.docx 4.4 Flow Control System An infiltration facility that was sized to fully infiltrate the developed 100-year peak runoff from all the onsite lots, 158th Avenue S.E., 156th Avenue S.E. frontage area from the top back of curb to the edge of right of way and Tracts A through C. Per the geotechnical report provided by Earth Solution the estimated long term infiltration rate is approximately 6 inches per hour. This report is included in Section 6.1 of this TIR. Please refer to the WWHM2012 computations included within this section of the report. The required and provided volume of the infiltration facility is as follows: Tract A - Infiltration Vault Volume Required Provided 2,760 3,470 The infiltration facility will be provided by R-Tank and was sized using the WWHM2012 program, with an infiltration rate of 6 inches per hour. R-tank is a proprietary containment facility please see manufacture specification located within this section. Please refer to the WWHM2012 sizing calculations provided in this section for the infiltration facility. Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, May 27 2021 <Name> Circular Diameter (ft) = 1.00 Invert Elev (ft) = 371.70 Slope (%) = 0.60 N-Value = 0.012 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.50 Q (cfs) = 1.505 Area (sqft) = 0.39 Velocity (ft/s) = 3.81 Wetted Perim (ft) = 1.57 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 1.00 EGL (ft) = 0.73 0 1 2 Elev (ft)Section 371.00 371.50 372.00 372.50 373.00 Reach (ft) WWHM2012 PROJECT REPORT INFILTRATION FACILITY 21679 6/30/2021 10:52:20 AM Page 2 General Model Information Project Name:21679 Site Name: Site Address: City: Report Date:6/30/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 21679 6/30/2021 10:52:20 AM Page 3 Landuse Basin Data Predeveloped Land Use SITE Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 2.47 Pervious Total 2.47 Impervious Land Use acre Impervious Total 0 Basin Total 2.47 Element Flows To: Surface Interflow Groundwater 21679 6/30/2021 10:52:20 AM Page 4 BYPASS Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.15 Pervious Total 0.15 Impervious Land Use acre Impervious Total 0 Basin Total 0.15 Element Flows To: Surface Interflow Groundwater 21679 6/30/2021 10:52:20 AM Page 5 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 1.25 Pervious Total 1.25 Impervious Land Use acre ROADS FLAT 1.22 Impervious Total 1.22 Basin Total 2.47 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 21679 6/30/2021 10:52:20 AM Page 6 bypass Bypass:Yes GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.06 Pervious Total 0.06 Impervious Land Use acre ROADS FLAT 0.09 Impervious Total 0.09 Basin Total 0.15 Element Flows To: Surface Interflow Groundwater 21679 6/30/2021 10:52:20 AM Page 7 Routing Elements Predeveloped Routing 21679 6/30/2021 10:52:20 AM Page 8 Mitigated Routing Vault 1 Width:62.7 ft. Length:62.7 ft. Depth:1.2 ft. Infiltration On Infiltration rate:6 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):290.567 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):290.567 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:18 in. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.090 0.000 0.000 0.000 0.0133 0.090 0.001 0.000 0.546 0.0267 0.090 0.002 0.000 0.546 0.0400 0.090 0.003 0.000 0.546 0.0533 0.090 0.004 0.000 0.546 0.0667 0.090 0.006 0.000 0.546 0.0800 0.090 0.007 0.000 0.546 0.0933 0.090 0.008 0.000 0.546 0.1067 0.090 0.009 0.000 0.546 0.1200 0.090 0.010 0.000 0.546 0.1333 0.090 0.012 0.000 0.546 0.1467 0.090 0.013 0.000 0.546 0.1600 0.090 0.014 0.000 0.546 0.1733 0.090 0.015 0.000 0.546 0.1867 0.090 0.016 0.000 0.546 0.2000 0.090 0.018 0.000 0.546 0.2133 0.090 0.019 0.000 0.546 0.2267 0.090 0.020 0.000 0.546 0.2400 0.090 0.021 0.000 0.546 0.2533 0.090 0.022 0.000 0.546 0.2667 0.090 0.024 0.000 0.546 0.2800 0.090 0.025 0.000 0.546 0.2933 0.090 0.026 0.000 0.546 0.3067 0.090 0.027 0.000 0.546 0.3200 0.090 0.028 0.000 0.546 0.3333 0.090 0.030 0.000 0.546 0.3467 0.090 0.031 0.000 0.546 0.3600 0.090 0.032 0.000 0.546 0.3733 0.090 0.033 0.000 0.546 0.3867 0.090 0.034 0.000 0.546 0.4000 0.090 0.036 0.000 0.546 0.4133 0.090 0.037 0.000 0.546 21679 6/30/2021 10:52:20 AM Page 9 0.4267 0.090 0.038 0.000 0.546 0.4400 0.090 0.039 0.000 0.546 0.4533 0.090 0.040 0.000 0.546 0.4667 0.090 0.042 0.000 0.546 0.4800 0.090 0.043 0.000 0.546 0.4933 0.090 0.044 0.000 0.546 0.5067 0.090 0.045 0.000 0.546 0.5200 0.090 0.046 0.000 0.546 0.5333 0.090 0.048 0.000 0.546 0.5467 0.090 0.049 0.000 0.546 0.5600 0.090 0.050 0.000 0.546 0.5733 0.090 0.051 0.000 0.546 0.5867 0.090 0.052 0.000 0.546 0.6000 0.090 0.054 0.000 0.546 0.6133 0.090 0.055 0.000 0.546 0.6267 0.090 0.056 0.000 0.546 0.6400 0.090 0.057 0.000 0.546 0.6533 0.090 0.059 0.000 0.546 0.6667 0.090 0.060 0.000 0.546 0.6800 0.090 0.061 0.000 0.546 0.6933 0.090 0.062 0.000 0.546 0.7067 0.090 0.063 0.008 0.546 0.7200 0.090 0.065 0.045 0.546 0.7333 0.090 0.066 0.096 0.546 0.7467 0.090 0.067 0.160 0.546 0.7600 0.090 0.068 0.233 0.546 0.7733 0.090 0.069 0.315 0.546 0.7867 0.090 0.071 0.405 0.546 0.8000 0.090 0.072 0.502 0.546 0.8133 0.090 0.073 0.605 0.546 0.8267 0.090 0.074 0.714 0.546 0.8400 0.090 0.075 0.829 0.546 0.8533 0.090 0.077 0.949 0.546 0.8667 0.090 0.078 1.074 0.546 0.8800 0.090 0.079 1.203 0.546 0.8933 0.090 0.080 1.336 0.546 0.9067 0.090 0.081 1.473 0.546 0.9200 0.090 0.083 1.613 0.546 0.9333 0.090 0.084 1.756 0.546 0.9467 0.090 0.085 1.901 0.546 0.9600 0.090 0.086 2.049 0.546 0.9733 0.090 0.087 2.198 0.546 0.9867 0.090 0.089 2.349 0.546 1.0000 0.090 0.090 2.501 0.546 1.0133 0.090 0.091 2.653 0.546 1.0267 0.090 0.092 2.806 0.546 1.0400 0.090 0.093 2.958 0.546 1.0533 0.090 0.095 3.110 0.546 1.0667 0.090 0.096 3.261 0.546 1.0800 0.090 0.097 3.411 0.546 1.0933 0.090 0.098 3.559 0.546 1.1067 0.090 0.099 3.704 0.546 1.1200 0.090 0.101 3.848 0.546 1.1333 0.090 0.102 3.988 0.546 1.1467 0.090 0.103 4.126 0.546 1.1600 0.090 0.104 4.260 0.546 1.1733 0.090 0.105 4.390 0.546 1.1867 0.090 0.107 4.517 0.546 21679 6/30/2021 10:52:20 AM Page 10 1.2000 0.090 0.108 4.639 0.546 1.2133 0.090 0.109 4.756 0.546 1.2267 0.000 0.000 4.869 0.000 21679 6/30/2021 10:52:20 AM Page 11 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.62 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:1.31 Total Impervious Area:1.31 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.07703 5 year 0.120979 10 year 0.145885 25 year 0.172272 50 year 0.188599 100 year 0.202487 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.038232 5 year 0.049949 10 year 0.058119 25 year 0.068935 50 year 0.077363 100 year 0.086118 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.076 0.053 1950 0.094 0.049 1951 0.170 0.033 1952 0.053 0.025 1953 0.043 0.027 1954 0.066 0.031 1955 0.106 0.034 1956 0.084 0.034 1957 0.068 0.041 1958 0.077 0.031 21679 6/30/2021 10:52:46 AM Page 12 1959 0.066 0.029 1960 0.115 0.034 1961 0.065 0.034 1962 0.040 0.028 1963 0.055 0.033 1964 0.073 0.031 1965 0.052 0.043 1966 0.050 0.026 1967 0.105 0.048 1968 0.065 0.053 1969 0.064 0.039 1970 0.053 0.036 1971 0.056 0.043 1972 0.126 0.049 1973 0.057 0.024 1974 0.062 0.040 1975 0.084 0.042 1976 0.061 0.031 1977 0.007 0.030 1978 0.054 0.037 1979 0.032 0.050 1980 0.120 0.056 1981 0.048 0.039 1982 0.092 0.059 1983 0.082 0.043 1984 0.051 0.029 1985 0.030 0.040 1986 0.134 0.033 1987 0.118 0.050 1988 0.047 0.029 1989 0.030 0.036 1990 0.247 0.084 1991 0.149 0.063 1992 0.057 0.029 1993 0.060 0.024 1994 0.020 0.024 1995 0.086 0.034 1996 0.180 0.041 1997 0.151 0.039 1998 0.034 0.035 1999 0.141 0.080 2000 0.060 0.038 2001 0.011 0.038 2002 0.065 0.052 2003 0.083 0.041 2004 0.108 0.074 2005 0.077 0.034 2006 0.091 0.031 2007 0.183 0.075 2008 0.236 0.062 2009 0.116 0.045 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2469 0.0837 2 0.2364 0.0801 3 0.1833 0.0750 21679 6/30/2021 10:52:46 AM Page 13 4 0.1805 0.0740 5 0.1696 0.0629 6 0.1509 0.0618 7 0.1487 0.0587 8 0.1415 0.0558 9 0.1335 0.0531 10 0.1263 0.0529 11 0.1197 0.0525 12 0.1181 0.0500 13 0.1161 0.0498 14 0.1147 0.0494 15 0.1078 0.0490 16 0.1059 0.0484 17 0.1047 0.0445 18 0.0943 0.0433 19 0.0920 0.0429 20 0.0912 0.0426 21 0.0856 0.0415 22 0.0844 0.0411 23 0.0842 0.0410 24 0.0833 0.0408 25 0.0825 0.0401 26 0.0773 0.0395 27 0.0766 0.0393 28 0.0757 0.0389 29 0.0728 0.0387 30 0.0680 0.0384 31 0.0664 0.0383 32 0.0657 0.0373 33 0.0653 0.0363 34 0.0653 0.0357 35 0.0647 0.0353 36 0.0639 0.0345 37 0.0623 0.0344 38 0.0610 0.0344 39 0.0597 0.0343 40 0.0596 0.0341 41 0.0574 0.0341 42 0.0573 0.0334 43 0.0564 0.0333 44 0.0553 0.0330 45 0.0535 0.0311 46 0.0535 0.0310 47 0.0527 0.0309 48 0.0521 0.0308 49 0.0509 0.0306 50 0.0501 0.0295 51 0.0478 0.0291 52 0.0466 0.0290 53 0.0432 0.0288 54 0.0403 0.0285 55 0.0341 0.0276 56 0.0323 0.0274 57 0.0304 0.0264 58 0.0302 0.0254 59 0.0201 0.0242 60 0.0107 0.0239 61 0.0073 0.0236 21679 6/30/2021 10:52:46 AM Page 14 UNMITIGATEDFLOW 21679 6/30/2021 10:52:46 AM Page 15 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0385 17554 116 0 Pass 0.0400 16161 103 0 Pass 0.0415 14968 86 0 Pass 0.0431 13851 77 0 Pass 0.0446 12816 67 0 Pass 0.0461 11811 61 0 Pass 0.0476 10898 57 0 Pass 0.0491 10121 44 0 Pass 0.0506 9383 37 0 Pass 0.0522 8733 31 0 Pass 0.0537 8145 26 0 Pass 0.0552 7593 22 0 Pass 0.0567 7060 20 0 Pass 0.0582 6590 17 0 Pass 0.0597 6147 14 0 Pass 0.0613 5777 12 0 Pass 0.0628 5431 9 0 Pass 0.0643 5097 8 0 Pass 0.0658 4808 7 0 Pass 0.0673 4524 7 0 Pass 0.0688 4252 7 0 Pass 0.0704 4017 6 0 Pass 0.0719 3784 5 0 Pass 0.0734 3546 5 0 Pass 0.0749 3339 3 0 Pass 0.0764 3138 2 0 Pass 0.0779 2950 2 0 Pass 0.0794 2785 2 0 Pass 0.0810 2597 1 0 Pass 0.0825 2447 1 0 Pass 0.0840 2304 0 0 Pass 0.0855 2160 0 0 Pass 0.0870 2026 0 0 Pass 0.0885 1898 0 0 Pass 0.0901 1790 0 0 Pass 0.0916 1687 0 0 Pass 0.0931 1583 0 0 Pass 0.0946 1483 0 0 Pass 0.0961 1379 0 0 Pass 0.0976 1292 0 0 Pass 0.0992 1218 0 0 Pass 0.1007 1156 0 0 Pass 0.1022 1098 0 0 Pass 0.1037 1048 0 0 Pass 0.1052 997 0 0 Pass 0.1067 930 0 0 Pass 0.1083 884 0 0 Pass 0.1098 839 0 0 Pass 0.1113 790 0 0 Pass 0.1128 744 0 0 Pass 0.1143 713 0 0 Pass 0.1158 669 0 0 Pass 0.1173 633 0 0 Pass 21679 6/30/2021 10:52:46 AM Page 16 0.1189 596 0 0 Pass 0.1204 567 0 0 Pass 0.1219 540 0 0 Pass 0.1234 496 0 0 Pass 0.1249 473 0 0 Pass 0.1264 435 0 0 Pass 0.1280 401 0 0 Pass 0.1295 370 0 0 Pass 0.1310 348 0 0 Pass 0.1325 323 0 0 Pass 0.1340 296 0 0 Pass 0.1355 273 0 0 Pass 0.1371 256 0 0 Pass 0.1386 235 0 0 Pass 0.1401 218 0 0 Pass 0.1416 195 0 0 Pass 0.1431 180 0 0 Pass 0.1446 158 0 0 Pass 0.1462 145 0 0 Pass 0.1477 130 0 0 Pass 0.1492 119 0 0 Pass 0.1507 110 0 0 Pass 0.1522 97 0 0 Pass 0.1537 91 0 0 Pass 0.1552 82 0 0 Pass 0.1568 76 0 0 Pass 0.1583 69 0 0 Pass 0.1598 61 0 0 Pass 0.1613 54 0 0 Pass 0.1628 48 0 0 Pass 0.1643 41 0 0 Pass 0.1659 38 0 0 Pass 0.1674 33 0 0 Pass 0.1689 27 0 0 Pass 0.1704 22 0 0 Pass 0.1719 21 0 0 Pass 0.1734 20 0 0 Pass 0.1750 19 0 0 Pass 0.1765 17 0 0 Pass 0.1780 14 0 0 Pass 0.1795 12 0 0 Pass 0.1810 9 0 0 Pass 0.1825 4 0 0 Pass 0.1841 3 0 0 Pass 0.1856 3 0 0 Pass 0.1871 3 0 0 Pass 0.1886 3 0 0 Pass 21679 6/30/2021 10:52:46 AM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.1872 acre-feet On-line facility target flow:0.1967 cfs. Adjusted for 15 min:0.1967 cfs. Off-line facility target flow:0.1092 cfs. Adjusted for 15 min:0.1092 cfs. 21679 6/30/2021 10:52:46 AM Page 18 LID Report 21679 6/30/2021 10:52:53 AM Page 19 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. 21679 6/30/2021 10:52:53 AM Page 20 Appendix Predeveloped Schematic 21679 6/30/2021 10:52:53 AM Page 21 Mitigated Schematic 21679 6/30/2021 10:52:54 AM Page 22 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 21679.wdm MESSU 25 Pre21679.MES 27 Pre21679.L61 28 Pre21679.L62 30 POC216791.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 SITE MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 21679 6/30/2021 10:52:54 AM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 21679 6/30/2021 10:52:54 AM Page 24 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** SITE*** PERLND 10 2.47 COPY 501 12 PERLND 10 2.47 COPY 501 13 BYPASS*** PERLND 10 0.15 COPY 501 12 PERLND 10 0.15 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-> *** 21679 6/30/2021 10:52:54 AM Page 25 <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 END MASS-LINK END RUN 21679 6/30/2021 10:52:54 AM Page 26 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 21679.wdm MESSU 25 Mit21679.MES 27 Mit21679.L61 28 Mit21679.L62 30 POC216791.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 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 *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 21679 6/30/2021 10:52:54 AM Page 27 <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 *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 21679 6/30/2021 10:52:54 AM Page 28 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 1.25 RCHRES 1 2 PERLND 16 1.25 RCHRES 1 3 IMPLND 1 1.22 RCHRES 1 5 bypass*** PERLND 16 0.06 COPY 501 12 PERLND 16 0.06 COPY 601 12 PERLND 16 0.06 COPY 501 13 PERLND 16 0.06 COPY 601 13 IMPLND 1 0.09 COPY 501 15 IMPLND 1 0.09 COPY 601 15 ******Routing****** PERLND 16 1.25 COPY 1 12 IMPLND 1 1.22 COPY 1 15 PERLND 16 1.25 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-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 2 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 *** 21679 6/30/2021 10:52:54 AM Page 29 # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 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 5.0 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 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.090250 0.000000 0.000000 0.000000 0.013333 0.090250 0.001203 0.000000 0.546013 0.026667 0.090250 0.002407 0.000000 0.546013 0.040000 0.090250 0.003610 0.000000 0.546013 0.053333 0.090250 0.004813 0.000000 0.546013 0.066667 0.090250 0.006017 0.000000 0.546013 0.080000 0.090250 0.007220 0.000000 0.546013 0.093333 0.090250 0.008423 0.000000 0.546013 0.106667 0.090250 0.009627 0.000000 0.546013 0.120000 0.090250 0.010830 0.000000 0.546013 0.133333 0.090250 0.012033 0.000000 0.546013 0.146667 0.090250 0.013237 0.000000 0.546013 0.160000 0.090250 0.014440 0.000000 0.546013 0.173333 0.090250 0.015643 0.000000 0.546013 0.186667 0.090250 0.016847 0.000000 0.546013 0.200000 0.090250 0.018050 0.000000 0.546013 0.213333 0.090250 0.019253 0.000000 0.546013 0.226667 0.090250 0.020457 0.000000 0.546013 0.240000 0.090250 0.021660 0.000000 0.546013 0.253333 0.090250 0.022863 0.000000 0.546013 0.266667 0.090250 0.024067 0.000000 0.546013 0.280000 0.090250 0.025270 0.000000 0.546013 0.293333 0.090250 0.026473 0.000000 0.546013 0.306667 0.090250 0.027677 0.000000 0.546013 0.320000 0.090250 0.028880 0.000000 0.546013 0.333333 0.090250 0.030083 0.000000 0.546013 0.346667 0.090250 0.031287 0.000000 0.546013 0.360000 0.090250 0.032490 0.000000 0.546013 0.373333 0.090250 0.033693 0.000000 0.546013 0.386667 0.090250 0.034897 0.000000 0.546013 0.400000 0.090250 0.036100 0.000000 0.546013 0.413333 0.090250 0.037303 0.000000 0.546013 0.426667 0.090250 0.038507 0.000000 0.546013 0.440000 0.090250 0.039710 0.000000 0.546013 0.453333 0.090250 0.040913 0.000000 0.546013 0.466667 0.090250 0.042117 0.000000 0.546013 0.480000 0.090250 0.043320 0.000000 0.546013 0.493333 0.090250 0.044523 0.000000 0.546013 0.506667 0.090250 0.045727 0.000000 0.546013 0.520000 0.090250 0.046930 0.000000 0.546013 0.533333 0.090250 0.048133 0.000000 0.546013 0.546667 0.090250 0.049337 0.000000 0.546013 0.560000 0.090250 0.050540 0.000000 0.546013 21679 6/30/2021 10:52:54 AM Page 30 0.573333 0.090250 0.051743 0.000000 0.546013 0.586667 0.090250 0.052947 0.000000 0.546013 0.600000 0.090250 0.054150 0.000000 0.546013 0.613333 0.090250 0.055353 0.000000 0.546013 0.626667 0.090250 0.056557 0.000000 0.546013 0.640000 0.090250 0.057760 0.000000 0.546013 0.653333 0.090250 0.058963 0.000000 0.546013 0.666667 0.090250 0.060167 0.000000 0.546013 0.680000 0.090250 0.061370 0.000000 0.546013 0.693333 0.090250 0.062573 0.000000 0.546013 0.706667 0.090250 0.063777 0.008670 0.546013 0.720000 0.090250 0.064980 0.045031 0.546013 0.733333 0.090250 0.066183 0.096853 0.546013 0.746667 0.090250 0.067387 0.160380 0.546013 0.760000 0.090250 0.068590 0.233729 0.546013 0.773333 0.090250 0.069793 0.315695 0.546013 0.786667 0.090250 0.070997 0.405406 0.546013 0.800000 0.090250 0.072200 0.502178 0.546013 0.813333 0.090250 0.073403 0.605446 0.546013 0.826667 0.090250 0.074607 0.714718 0.546013 0.840000 0.090250 0.075810 0.829550 0.546013 0.853333 0.090250 0.077013 0.949531 0.546013 0.866667 0.090250 0.078217 1.074270 0.546013 0.880000 0.090250 0.079420 1.203388 0.546013 0.893333 0.090250 0.080623 1.336514 0.546013 0.906667 0.090250 0.081827 1.473278 0.546013 0.920000 0.090250 0.083030 1.613314 0.546013 0.933333 0.090250 0.084233 1.756250 0.546013 0.946667 0.090250 0.085437 1.901713 0.546013 0.960000 0.090250 0.086640 2.049328 0.546013 0.973333 0.090250 0.087843 2.198714 0.546013 0.986667 0.090250 0.089047 2.349487 0.546013 1.000000 0.090250 0.090250 2.501261 0.546013 1.013333 0.090250 0.091453 2.653647 0.546013 1.026667 0.090250 0.092657 2.806255 0.546013 1.040000 0.090250 0.093860 2.958693 0.546013 1.053333 0.090250 0.095063 3.110572 0.546013 1.066667 0.090250 0.096267 3.261505 0.546013 1.080000 0.090250 0.097470 3.411109 0.546013 1.093333 0.090250 0.098673 3.559007 0.546013 1.106667 0.090250 0.099877 3.704831 0.546013 1.120000 0.090250 0.101080 3.848219 0.546013 1.133333 0.090250 0.102283 3.988826 0.546013 1.146667 0.090250 0.103487 4.126318 0.546013 1.160000 0.090250 0.104690 4.260378 0.546013 1.173333 0.090250 0.105893 4.390707 0.546013 1.186667 0.090250 0.107097 4.517030 0.546013 1.200000 0.090250 0.108300 4.639092 0.546013 1.213333 0.090250 0.109503 4.756668 0.546013 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*** 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 RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1002 FLOW ENGL REPL 21679 6/30/2021 10:52:54 AM Page 31 RCHRES 1 HYDR O 2 1 1 WDM 1003 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG 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 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 21679 6/30/2021 10:52:54 AM Page 32 Predeveloped HSPF Message File 21679 6/30/2021 10:52:54 AM Page 33 Mitigated HSPF Message File 21679 6/30/2021 10:52:54 AM Page 34 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. 2005-2021; 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 1. PREVENT Keeping debris and sediment out of the system by pre-treating runoff is one of the smartest things an engineer can do when designing underground detention systems. It makes no sense to allow trash and sediments to flow unrestricted into an underground system where removal will be expensive. Instead, capture pollutants simply and inexpensively in the inlets, where removal is easy. There are several ways this can be accomplished with minimal cost impacts to your project. Trash Guard Plus® Trash Guard Plus is a patented stormwater pretreatment device that traps debris, sediment and floatables in the inlet. It helps extend maintenance cycles by using the full volume of the inlet structure for sediment capacity. And it is easy to maintain by accessing pollutants through the manhole lid. Trash Guard Plus works by both screening debris out of the runoff and by slowing the flow of runoff, causing sediments to fall to the bottom of the inlet. Testing at NC State has shown the Trash Guard to be effective at removing trash, sediment, nutrients, and metals. Gratemaster To treat a single inlet that serves as a junction for a larger drainage area, consider an insert like the Gratemaster. Ideal for capturing sediment and trash, it makes clean-up a snap by holding all the pollutants right near the surface for easy extraction. R-TANK MAINTENANCE For more information about Stormwater Management, contact Inside Sales at 800.448.3636 email at info@acfenv.com TECHNICALSTORMWATER MANAGEMENT ® Trash Guard Plus® Gratemaster Designing an underground stormwater detention system with future maintenance in mind is a simple process that includes three primary objectives: PREVENT debris from entering the system by using good pre-treatment systems, ISOLATE debris and sediments that manage to enter the system, and PROTECT the body of the system by providing backflush mechanisms to ensure longevity. Inlet Connection at Structure.dwg 11/11/1624" MIN.3" MIN. BASE MATERIAL NOTE: MAINTENANCE PORTSARE NOT SHOWN SECTION VIEW PLAN VIEW 8 OZ NONWOVENGEOTEXTILE R-TANK UNITS BACKFILL COMPACTED TO 95%STANDARD PROCTOR DENSITY PAVED SURFACEGEOGRID BASE MATERIALSAS REQUIRED OPTIONAL INLET PIPE ACTUAL NUMBER OF UNITSPENETRATING STRUCTURE TO BEDETERMINED BY ENGINEER OPTIONAL OUTLET PIPE INLET STRUCTURE TYPE AND SIZETO BE DETERMINED BY ENGINEER 12" SUMP DEPTH TO BEDETERMINED BY ENGINEER R-TANK UNITS OPTIONAL INLET PIPE FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.com 11/16 R-TANK INLET CONNECTION R-Tank Screening For a more centralized approach, some engineers prefer to create an opening in the inlet structures to allow the R-Tank modules to penetrate the structure to act as a trash screen. This works best with a structure that includes a sump (see drawing below). R-TANK MAINTENANCE 800.448.3636acfenvironmental.com 2. ISOLATE Some pollutants may elude the pre-treatment systems. Trap these materials inside the maintenance row (see drawing to right). Consolidating sediments in a single location makes them easy to remove. Maintenance rows are formed by using maintenance modules, which have open internal components that are fully accessible by conventional jet-vac systems. These modules are set in a row (or multiple rows) to your desired length. Longer maintenance rows should include an access structure on both ends. Extremely long rows may require access from the middle of the row, as well. The maintenance row is always wrapped in geotextile independently from the rest of the system. The geotextile retains trash, sediments, and other solids, preventing contamination of the rest of the system. The maintenance row should be sized to treat the first flush (usually 1”) of runoff. Use a bypass structure to divert that flow into the maintenance row, and allow larger flows to continue to a downstream inlet where they can enter the R-Tank outside of the maintenance row. The maintenance row is only available in LD, HD, and UD modules. For SD and XD modules, consider creating a forebay around the inlet locations to collect sediment. This is done by using a taller module installed at a lower invert. Geotextile baffles between the forebay and the rest of the system can help retain sediments. Concentrate Maintenance Ports (see PROTECT below) in the forebay to ensure access to sediment for removal. 3. PROTECT Every good system has a fall-back plan. You can ensure a long system life by including maintenance ports throughout the system footprint to remove any pollutants that evade the pretreatment system and maintenance row. Maintenance ports should be specified within 10’ of inlet and outlet connections, and roughly 50’ on center (see maintenance port detail to right). 2 2018 R-TANKHD MAINTENANCE ROW(SEE PLAN LAYOUT FOR ROW LENGTH) OPTIONALMAINTENANCE/ACCESSSTRUCTURE(BY OTHERS) B AA B DIVERSION/ACCESSSTRUCTURE W/ 12" SUMP(BY OTHERS) Ø12" MIN. SDR-35 PVC PIPEW/ BEVELED EDGE OR ASSPECIFIED BY PROJECT ENGINEER(BY OTHERS) PEAK FLOW JUNCTIONSTRUCTURE(BY OTHERS) R-TANKHDMAIN DETENTION/RETENTION SYSTEM(SEE PLANS FOR ACTUAL LAYOUT) MAINTENANCE PORT(QUANTITY & LOCATIONSPER PLAN LAYOUT) Ø24" F&C ACCESS(TYP, BY OTHERS) 2'-0" MIN. STONEPERIMETER Ø12" MIN. PIPE OR ASSPECIFIED BYPROJECT ENGINEER(BY OTHERS) Ø12" MIN. SDR-35 PVC PIPEW/ BEVELED EDGE OR ASSPECIFIED BY PROJECT ENGINEER(BY OTHERS) NOTE: IF PIPE CONNECTING TOMAINTENANCE ROW IS LARGERTHAN Ø12" SDR-35, IT SHALL BEABUTTED FLUSH TO END PLATE ANDSEALED WITH A GEOTEXTILE BOOT. GEOTEXTILEPIPE BOOT NON-CORROSIVEHOSE CLAMPMODULES TOP ANDSIDES WRAPPED WITH8 OZ. NONWOVENGEOTEXTILE MAINTENANCEROW MODULES Ø12" MIN. SDR-35 OR AS SPECIFIED FOR ADDITIONAL INFORMATION PLEASE CONTACT:ACF ENVIRONMENTAL 1-800-448-3636www.acfenvironmental.com DATE REVISION NOTE: ENGINEER OF RECORD TO REVIEW, APPROVE AND ENDORSE FINAL SITE SPECIFIC DESIGN.R-TANKHD MAINTENANCE ROW DETAILSACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.comDRAWN BY SHEET NO. DATE11/15/17 EDQ 1 of 1 R-TANKHD MAINTENANCE ROW WITH PRECAST INLET/ACCESS STRUCTURE R-TANKHD MAINTENANCE ROW SECTION A-A DIVERSION/ACCESSSTRUCTURE W/ 12" SUMP(BY OTHERS) FLOW Ø12" MIN. SDR-35 PVC PIPEW/ BEVELED EDGE OR ASSPECIFIED BY PROJECTENGINEER (TYP.) R-TANKHD MAINTENANCEMODULES TOP AND SIDESWRAPPED IN 8 OZ.NONWOVEN GEOTEXTILE PAVED OR GRASSSURFACE GEOGRID (REQUIRED IN TRAFFIC AREAS)PLACED 12” ABOVE THE R-TANKᴴᴰ SYSTEM.OVERLAP ADJACENT PANELS BY 18” MIN.GEOGRID SHOULD EXTEND 3' BEYOND THEEXCAVATION FOOTPRINT. 12" MIN. OPTIONALMAINTENANCE/ACCESSSTRUCTUREW/ 12" SUMP(BY OTHERS) DIVERSIONWEIR OUTLET/BYPASSPIPE NOTE: DIVERSION WEIR ELEVATION TO BE SET BY PROJECT ENGINEERBASED ON TREATMENT VOLUME/FLOW RATE REQUIRED. MAINTENANCEPLATE(5 PER MODULE) 2 LAYERS OF ACF S300WOVEN GEOTEXTILE TO BEPLACED BETWEEN R-TANKMODULES AND BASE SEE TRAFFIC LOADING DETAILOR GREEN SPACE DETAIL FORCOVER REQUIREMENTS PAVED OR GRASSSURFACE GEOGRID(REQUIRED IN AREAS SUBJECTTO VEHICULAR TRAFFIC LOADS) 12" MIN. R-TANKHDMAIN DETENTION/RETENTION SYSTEM(SEE PLANS FOR ACTUAL LAYOUT) R-TANKHD MAINTENANCEMODULES TOP AND SIDESWRAPPED IN 8 OZ.NONWOVEN GEOTEXTILE MAINTENANCE PLATE(5 PER MODULE) 2 LAYERS OF ACF S300 WOVENGEOTEXTILE TO BE PLACED BETWEENR-TANK MODULES AND BASE GEOTEXTILES MUSTEXTEND A MINIMUM 6"BEYOND MODULES R-TANKHD MAINTENANCE ROW SECTION B-B SINGLE R-TANKHD - MAINTENANCE MODULE DETAIL GEOMETRY:LENGTH = 28.15 IN. (715 MM)WIDTH = 15.75 IN. (400 MM)HEIGHT = 17.32 IN. (440 MM)TANK VOLUME = 4.44 CFSTORAGE VOLUME = 4.22 CFVOID INTERNAL VOLUME: 95%VOID SURFACE AREA: 90% MODULE DATA LOAD RATING:33.4 PSI, (MODULE ONLY)HS20, (WITH ACF COVER SYSTEM)MATERIAL:100% RECYCLED POLYPROPYLENESMALL PLATES PERSEGMENT/TOTAL:5/5 28.15"17.32"15.75"15.75" 28.15"17.32"TOP SIDE END ISOMETRIC NOTE:FOR TRAFFIC RATING COVER REQUIREMENTS,SEE APPROPRIATE DETAIL. TYPICAL PIPE CONNECTION DETAIL NOTES·THIS PORT IS USED TO PUMP WATER INTO THE SYSTEMAND RE-SUSPEND ACCUMULATED SEDIMENT SO THAT ITMAY BE PUMPED OUT.·MINIMUM REQUIRED MAINTENANCE INCLUDES AQUARTERLY INSPECTION DURING THE FIRST YEAR OFOPERATION AND A YEARLY INSPECTION THEREAFTER.FLUSH AS NEEDED.·ONLY R-TANKᴴᴰ AND R-TANKSD MAY BE USED IN TRAFFICAPPLICATIONS. 16.25" FRAME ANDCOVER PAVED SURFACE BACKFILL COMPACTED TO95% STANDARD PROCTORDENSITY B GEOGRID A NON-CORROSIVE HOSE CLAMP GEOTEXTILE NOTCH BOTTOMOF PIPESEE PATTERN NON-CORROSIVESOLID PLATEPLASTIC, SLATEOR EQUIVALENT 1" +/- VENTING PERFORATIONS PIPE NOTCHINGPATTERN 8" NOTCHES CUT IN SHADEDAREAS (8 OPENINGS TOTAL) 1.5" 3.5" MAINTENANCE PORT FOR R-TANK, R-TANKᴴᴰ, AND R-TANKSD FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.com 6/16 R-TANK(REGULAR SHOWN) DEPTH SUMMARY TYPE A B R-TANK 12" MIN - 36" MAX AS SHOWNON PLANS R-TANKᴴᴰ 20" MIN - 6.99' MAX 12" R-TANKSD 18" MIN - 9.99' MAX 12" 12" DIA. PVCMAINTENANCEPORT REINFORCEDCONCRETE COLLARWHERE REQUIRED FOR ADDITIONAL INFORMATION PLEASE CONTACT:ACF ENVIRONMENTAL 1-800-448-3636 www.acfenvironmental.com DATE REVISION R-TANK SPECIFICATIONACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.comDRAWN BY SHEET NO. DATE 08/18/17 EDQ 1 of 1 PART 1 - GENERAL 1.01 Related Documents A.Drawings, technical specification and general provisions of the Contract as modified herein apply to this section. 1.02 Description of Work Included A.Provide excavation and base preparation per geotechnical engineer's recommendations and/or as shown on the design drawings, to provide adequate support for project design loads and safety from excavation sidewall collapse. Excavations shall be in accordance with the owner's and OSHA requirements. B.Provide and install R-Tank, R-TankHD, or R-TankSD system (hereafter called R-Tank) and all related products including fill materials, geotextiles, geogrids, inlet and outlet pipe with connections per the manufacturer's installation guidelines provided in this section. C.Provide and construct the cover of the R-Tank system including; stone backfill, structural fill cover, and pavement section as specified. D.Protect R-Tank system from construction traffic after installation until completion of all construction activity in the installation area. 1.03 Quality Control A.All materials shall be manufactured in ISO certified facilities. B.Installation Contractor shall demonstrate the following experience: 1.A minimum of three R-Tank or equivalent projects completed within 2 years; and, 2.A minimum of 25,000 cubic feet of storage volume completed within 2 years. 3.Contractor experience requirement may be waived if the manufacturer's representative provides on-site training and review during construction. C.Installation Personnel: Performed only by skilled workers with satisfactory record of performance on bulk earthworks, pipe, chamber, or pond/landfill construction projects of comparable size and quality. D.Contractor must have manufacturer's representative available for site review if requested by Owner. 1.04 Submittals A.Submit proposed R-Tank layout drawings. Drawings shall include typical section details as well as the required base elevation of stone and tanks, minimum cover requirements and tank configuration. B.Submit manufacturer's product data, including compressive strength and unit weight. C.Submit manufacturer's installation instructions. D.Submit R-Tank sample for review. Reviewed and accepted samples will be returned to the Contractor. E.Submit material certificates for geotextile, geogrid, base course and backfill materials. F.Submit required experience and personnel requirements as specified in Section 1.03. G.Any proposed equal alternative product substitution to this specification must be submitted for review and approved prior to bid opening. Review package should include third party reviewed performance data that meets or exceeds criteria in Table 2.01 B. 1.05 Delivery, Storage, and Handling A.Protect R-Tank and other materials from damage during delivery, and store UV sensitive materials under tarp to protect from sunlight when time from delivery to installation exceeds two weeks. Storage of materials should be on smooth surfaces, free from dirt, mud and debris. B.Handling is to be performed with equipment appropriate to the materials and site conditions, and may include hand, handcart, forklifts, extension lifts, etc. C.Cold weather: 1.Care must be taken when handling plastics when air temperature is 40 degrees or below as plastic becomes brittle. 2.Do not use frozen materials or materials mixed or coated with ice or frost. 3.Do not build on frozen ground or wet, saturated or muddy subgrade. 1.06 Preinstallation Conference. A.Prior to the start of the installation, a preinstallation conference shall occur with the representatives from the design team, the general contractor, the excavation contractor, the R-Tank installation contractor, and the manufacturer's representative. 1.07 Project Conditions A.Coordinate installation for the R-Tank system with other on-site activities to eliminate all non-installation related construction traffic over the completed R-Tank system. No loads heavier than the design loads shall be allowed over the system, and in no case shall loads higher than a standard AASHTO HS20 (or HS25, depending on design criteria) load be allowed on the system at any time. B.Protect adjacent work from damage during R-Tank system installation. C.All pre-treatment systems to remove debris and heavy sediments must be in place and functional prior to operation of the R-Tank system. Additional pretreatment measures may be needed if unit is operational during construction due to increased sediment loads. D.Contractor is responsible for any damage to the system during construction. PART 2 - PRODUCTS 2.01 R-Tank Units A.R -Tank - Injection molded plastic tank plates assembled to form a 95% void modular structure of predesigned height (custom for each project). B.R-Tank units shall meet the following Physical & Chemical Characteristics: PART 3 - EXECUTION 3.01 Assembly of R-Tank Units A.On-site assembly of tanks shall be performed in accordance with the R-Tank Installation Manual, Section 2. 3.02 Layout and Excavation A.Installer shall stake out, excavate, and prepare the subgrade area to the required plan grades and dimensions, ensuring that the excavation is at least 2 feet greater than R-Tank dimensions in each direction allowing for installation of geotextile filter fabric, R-Tank modules, and free draining backfill materials. B.All excavations must be prepared with OSHA approved excavated sides and sufficient working space. C.Protect partially completed installation against damage from other construction traffic by establishing a perimeter with high visibility construction tape, fencing, barricades, or other means until construction is complete. D.Base of the excavation shall be uniform, level, and free of lumps or debris and soft or yielding subgrade areas. A minimum 2,000 pounds per square foot bearing capacity is required. 1.Standard Applications: Compact subgrade to a minimum of 95% of Standard Proctor (ASTM D698) density or as required by the Owner's engineer. 2.Infiltration Applications: Subgrade shall be prepared in accordance with the contract documents. Compaction of subgrade should not be performed in infiltration applications. E.Unsuitable Soils or Conditions: All questions about the base of the excavation shall be directed to the owner's engineer, who will approve the subgrade conditions prior to placement of stone. The owner's engineer shall determine the required bearing capacity of the R-Tank subgrade; however in no case shall a bearing capacity of less than 2,000 pounds per square foot be provided. 1.If unsuitable soils are encountered at the subgrade, or if the subgrade is pumping or appears excessively soft, repair the area in accordance with contract documents and/or as directed by the owner's engineer. 2.If indications of the water table are observed during excavation, the engineer shall be contacted to provide recommendations. 3.Do not start installation of the R-Tank system until unsatisfactory subgrade conditions are corrected and the subgrade conditions are accepted by the owner's engineer. 3.03 Preparation of Base A.Place a thin layer (3” unless otherwise specified) of bedding material (Section 2.03 A), over the subgrade to establish a level working platform for the R-Tank modules. Level to within ½” (+/- ¼”) or as shown on the plans. Native subgrade soils or other materials may be used if determined to meet the requirements of 2.03 A and are accepted by the owner's engineer. 1.Standard Applications: Static roll or otherwise compact bedding materials until they are firm and unyielding. 2.Infiltration Applications: Bedding materials shall be prepared in accordance with the contract documents. B.Outline the footprint of the R-Tank system on the excavation floor using spray paint or chalk line to ensure a 2' perimeter is available around the R-Tank system for proper installation and compaction of backfill. 3.04 Installation of the R-Tanks A.Where a geotextile wrap is specified on the stone base, cut strips to length and install in excavation, removing wrinkles so material lays flat. Overlap geotextile a minimum 12” or as recommended by manufacturer. B.Where an impervious liner (for containment) is specified, install the liner per manufacturer's recommendations and the contract documents. The R-Tank units shall be separated from impervious liner by a non-woven geotextile fabric installed accordance with Section 3.04A. C.Install R-Tank modules by placing side by side, in accordance with the design drawings. No lateral connections are required. It is advisable to use a string line to form square corners and straight edges along the perimeter of the R-Tank system. The modules are to be oriented as per the design drawing (15.75” x 28.15”) with required depth as shown on plans. The large side plate of the tank should be placed on the perimeter of the system. This will typically require that the two ends of the tank area will have a row of tanks placed perpendicular to all other tanks. If this is not shown in the construction drawings, it is a simple field adjustment that will have minimal effect on the overall system footprint. Refer to R-Tank Installation Guide for more details. D.Wrap the R-Tank top and sides in specified geotextile. Cut strips of geotextile so that it will cover the sides and top, encapsulating the entire system to prevent soil entry into the system. Overlap geotextile 12” or as recommended by manufacturer. Take great care to avoid damage to geotextile (and, if specified, impervious liner) during placement. E.Identify locations of inlet, outlet and any other penetrations of the geotextile (and optional liner). These connections should be installed flush (butted up to the R-Tank) and the geotextile fabric shall be cut to enable hydraulic continuity between the connections and the R-Tank units. These connections shall be secured using pipe boots with stainless steel pipe clamps. Support pipe in trenches during backfill operations to prevent pipe from settling and damaging the geotextile, impervious liner (if specified) or pipe. Connecting pipes at 90 degree angles facilitates construction, unless otherwise specified. Ensure end of pipe is installed snug against R-Tank system. F.Install Inspection and Maintenance Ports in locations noted on plans. At a minimum one maintenance port shall be installed within 10' of each inlet & outlet connection, and with a maximum spacing of one maintenance port for every 2,500 square feet. Install all ports as noted in the R-Tank Installation Guide. G.If required, install ventilation pipes and vents as specified on drawings to provide ventilation for proper hydraulic performance. The number of pipes and vents will depend on the size of the system. Vents are often installed using a 90 degree elbow with PVC pipe into a landscaped area with 'U” bend or venting bollard to inhibit the ingress of debris. A ground level concrete or steel cover can be used. 3.05 Backfilling of the R-Tank Units A.Backfill and fill with recommended materials as follows: 1.Place freely draining backfill materials (Section 2.03 B) around the perimeter in lifts with a maximum thickness of 12”. Each lift shall be placed around the entire perimeter such that each lift is no more than 24” higher than the side backfill along any other location on the perimeter of the R-Tank system. No fill shall be placed over top of tanks until the side backfill has been completed. 2.Each lift shall be compacted at the specified moisture content to a minimum of 95% of the Standard Proctor Density until no further densification is observed (for self-compacting stone materials). The side lifts must be compacted with walk behind compaction equipment. Even when “self-compacting” backfill materials are selected, a walk behind vibratory compactor must be used. 3.Take care to ensure that the compaction process does not allow the machinery to come into contact with the modules due to the potential for damage to the geotextile and R-Tank units. 4.No compaction equipment is permissible to operate directly on the R-Tank modules. 5.Following placement of side backfill, a uniform 12” lift of the freely draining material (Section 2.03 B) shall be placed over the R-Tank and lightly compacted using a walk-behind trench roller. Alternately, a roller (maximum gross vehicle weight of 6 tons) may be used. Roller must remain in static mode until a minimum of 24” of cover has been placed over the modules. Sheep foot rollers should not be used. 6.Install a geogrid (required for traffic applications) over the initial 12” lift of backfill. Geogrid shall extend a minimum of 3 feet beyond the limits of the excavation wall. 7.Following placement and compaction of the initial cover, subsequent lifts of structural fill (Section 2.03 C) shall be placed at the specified moisture content and compacted to a minimum of 95% of the Standard Proctor Density and shall cover the entire footprint of the R-Tank system. During placement of fill above the system, unless otherwise specified, a uniform elevation of fill shall be maintained to within 12” across the footprint of the R-Tank system. Do not exceed maximum cover depths listed in Table 2.01 B. 8. Place additional layers of geotextile and/or geogrid at elevations as specified in the design details. Each layer of geosynthetic reinforcement placed above the R-Tank system shall extend a minimum of 3 feet beyond the limits of the excavation wall. B. Only low pressure tire or track vehicles shall be operated over the R-Tank system during construction. No machinery should drive on top of the tank until a minimum of 18” of backfill and compaction is achieved. Dump Trucks and Pans shall not be operated within the R-Tank system footprint at any time. Where necessary the heavy equipment should unload in an area adjacent to the R-Tank system and the material should be moved over the system with tracked equipment. C.Ensure that all unrelated construction traffic is kept away from the limits of excavation until the project is complete and final surface materials are in place. No non-installation related loading should be allowed over the R-Tank system until the final design section has been constructed (including pavement). D.Place surfacing materials, such as groundcovers (no large trees), or paving materials over the structure with care to avoid displacement of cover fill and damage to surrounding areas. E.Backfill depth over R-Tank system must be within the limitations shown in the table in Section 2.01 B. If the total backfill depth does not comply with this table, contact engineer or manufacturer's representative for assistance. PART 4 - USING THE SYSTEM 4.01 Maintenance Requirements A.A routine maintenance effort is required to ensure proper performance of the R-Tank system. The Maintenance program should be focused on pretreatment systems. Ensuring these structures are clean and functioning properly will reduce the risk of contamination of the R-Tank system and stormwater released from the site. Pre-treatment systems shall be inspected yearly, or as directed by the regulatory agency and by the manufacturer (for proprietary systems). Maintain as needed using acceptable practices or following manufacturer's guidelines (for proprietary systems). B.Inspection and/or Maintenance Ports in the R-Tank system will need to be inspected for accumulation of sediments at least quarterly through the first year of operation and at least yearly thereafter. This is done by removing the cap of the port and using a measuring device long enough to reach the bottom of the R-Tank system and stiff enough to push through the loose sediments, allowing a depth measurement. C.If sediment has accumulated to the level noted in the R-Tank Maintenance Guide or beyond a level acceptable to the Owner's engineer, the R-Tank system should be flushed. D.A flushing event consists of pumping water into the Maintenance Port and/or adjacent structure, allowing the turbulent flows through the R-Tank system to re-suspend the fine sediments. If multiple Maintenance Ports have been installed, water should be pumped into each port to maximize flushing efficiency. Sediment-laden water can be filtered through a Dirtbag or approved equivalent if permitted by the locality. R-TANK SPECIFICATION 2.02 Geosynthetics A. Geotextile. A geotextile envelope is required to prevent backfill material from entering the R-Tank modules. 1.Standard Application: The standard geotextile shall be an 8 oz per square yard nonwoven geotextile (ACF N080 or equivalent). 2.Infiltration Applications: When water must infiltrate/exfiltrate through the geotextile as a function of the system design, a woven monofilament (ACF M200 or equivalent) shall be used. B. Geogrid. For installations subject to traffic loads and/or when required by project plans, install geogrid (ACF BX12 or equivalent) to reinforce backfill above the R-Tank system. Geogrid is often not required for non-traffic load applications. 2.03 Backfill & Cover Materials A.Bedding Materials: Stone (smaller than 1.5” in diameter) or soil (GW, GP, SW, or SP as classified by the Unified Soil Classification System) shall be used below the R-Tank system (3” minimum). Material must be free from lumps, debris, and any sharp objects that could cut the geotextile. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. For infiltration applications bedding material shall be free draining. B.Side and Top Backfill: Free draining stone (smaller than 1.5” in diameter) or soil (GW, GP, SW, or SP as classified by the Unified Soil Classification System) shall be used adjacent to (24” minimum) and above (for the first 12”) the R-Tank system. Material must be free from lumps, debris and any sharp objects that could cut the geotextile. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. C.Additional Cover Materials: Structural Fill shall consist of granular materials meeting the gradational requirements of SM, SP, SW, GM, GP or GW as classified by the Unified Soil Classification System. Structural fill shall have a maximum of 25 percent passing the No. 200 sieve, shall have a maximum clay content of 10 percent and a maximum Plasticity Index of 4. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. 2.04 Other Materials A.Utility Marker: Install metallic tape at corners of R-Tank system to mark the area for future utility detection. CB#14 TYPE 2-48" (PUBLIC) CB#13 TYPE 2-48" (PUBLIC) CB#11 TYPE 1 (PUBLIC) CB#12 TYPE 2-48" (PUBLIC) IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT SCALE: 1"=20' SCALE: 1"=20' SCALE: 1"=5' SCALE: 1"=20' SCALE: 1"=5' SCALE: 1"=20' CB#3 TYPE 2-48" (PUBLIC) W/ SOLID LOCKING LID CB#4 TYPE 1 (PUBLIC) W/ VANED GRATE IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT SCALE: 1"=10' SCALE: 1"=20' SCALE: 1"=5' SCALE: 1"=20' SCALE: 1"=5' CB#2 TYPE 1 (PUBLIC) W/ SOLID LOCKING LID EX CB#1 EX TYPE 1L CB#1 TYPE 1 (PUBLIC) W/ SOLID LOCKING LID IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT SCALE: 1"=20' SCALE: 1"=5' IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT 21679-TIR.docx 4.5 Water Quality System Water Quality Facilities located in Tract A will be sized in accordance with the 2017 RSWDM for providing Basic Water Quality Treatment standards. A Contech StormFilter or approved equal has been approved for Basin Water Quality through Washington State Department of Ecology GULD and 2017 RSWDM. The StormFilter will be installed directly upstream of the Infiltration Facility. Per the RSWDM the StormFilter has, an internal bypass and has been sized to treat the 2-year offline water quality flow rate of 0.11 CFS. Pretreatment will be addressed by a Contech CDS upstream of the StormFilter unit. The basin breakdown is as follows: Infiltration Facility Impervious Pervious Total Area 1.31 Ac(1)(3) 1.31 Ac(2) (3) 2.62 Ac Notes: 4. Roads and Sidewalks = 0.51 Ac Lot Area @ 4,000 sf per lot impervious = 0.74 Ac 5. Modeled as till grass = 1.31 Ac 6. Bypass: Pervious 0.06 Ac Impervious 0.09 Ac The GULD sizing information for StormFilter and CDS has been included within this section. Detailed sizing of the StormFilter is provide with in this section. SECTION 6.1 WATER QUALITY MENUS 12/12/2016 2017 City of Renton Surface Water Design Manual 6-4 FIGURE 6.1.A WATER QUALITY TREATMENT FACILITY SELECTION FLOW CHART FIG4.5.1 Page | 1 April 2017 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) AND PHOSPHORUS TREATMENT For CONTECH Engineered Solutions Stormwater Management StormFilter® with PhosphoSorb® media Ecology’s Decision: 1. Based on Contech Engineered Solutions application, Ecology hereby issues the following use level designation for the Stormwater Management StormFilter® using PhosphoSorb® media cartridges: General Use Level Designation (GULD) for Basic Treatment (total suspended solids) and for Phosphorus (total phosphorus) treatment. o Sized at a hydraulic loading rate of no greater than 1.67 gallon per minute (gpm) per square foot (sq ft.) of media surface, per Table 1. o Using Contech’s PhosphoSorb media. Specifications for the media shall match the specifications provided by the manufacturer and approved by Ecology. Table 1. StormFilter cartridge design flow rates for 18-inch diameter cartridges with PhosphoSorb media operating at 1.67 gpm/sq ft. Effective cartridge height (in) Cartridge flow rate (gpm/cartridge) 12 8.35 18 12.53 27 18.79 Figure 4.5.2 Page | 2 2. Ecology approves StormFilter systems containing PhosphoSorb media for treatment at the cartridge flow rate shown in Table 1, and sized based on the water quality design flow rate for an off-line system. Contech designs their StormFilter systems to maintain treatment of the water quality design flow while routing excess flows around the treatment chamber during periods of peak bypass. Calculate the water quality design flow rates using the following procedures: Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology- approved continuous runoff model. Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 3. The GULD designation has no expiration date but it may be amended or revoked by Ecology and is subject to the conditions specified below. Ecology’s Conditions of Use: StormFilter systems containing PhosphoSorb media shall comply with these conditions: 1. Design, assemble, install, operate, and maintain StormFilter systems containing PhosphoSorb media in accordance with applicable Contech Engineered Solutions manuals, documents, and the Ecology Decision. 2. Use sediment loading capacity, in conjunction with the water quality design flow rate, to determine the target maintenance interval. 3. Owners shall install StormFilter systems in such a manner that bypass flows exceeding the water quality treatment rate or flows through the system will not re-suspend captured sediments. 4. Pretreatment of TSS and oil and grease may be necessary, and designers shall provide pre-treatment in accordance with the most current versions of the CONTECH Product Design Manual or the applicable Ecology Stormwater Manual. Design pre-treatment using the performance criteria and pretreatment practices provided in the Stormwater Management Manual for Western Washington (SWMMWW), the Stormwater Management Manual for Eastern Washington (SWMMEW), or on Ecology’s “Evaluation of Emerging Stormwater Treatment Technologies” website. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device. Typically, CONTECH designs StormFilter systems for a target filter media replacement interval of 12 months. Maintenance includes removing accumulated Page | 3 sediment from the vault, and replacing spent cartridges with recharged cartridges. Indications of the need for maintenance include the effluent flow decreasing to below the design flow rate, as indicated by the scumline above the shoulder of the cartridge. Owners/operators must inspect StormFilter with PhosphoSorb media for a minimum of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. When inspections are performed, the following findings typically serve as maintenance triggers: Accumulated vault sediment depths exceed an average of 2 inches, or Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or Standing water remains in the vault between rain events, or Bypass during storms smaller than the design storm. Note: If excessive floatables (trash and debris) are present, perform a minor maintenance consisting of gross solids removal, not cartridge replacement. 6. Discharges from the StormFilter systems containing PhosphoSorb media shall not cause or contribute to water quality standards violations in receiving waters. Applicant: CONTECH Engineered Solutions Applicant’s Address: 11835 NE Glenn Widing Dr. Portland, OR 97220 Page | 4 Application Documents: The Stormwater Management StormFilter, PhosphoSorb at a Specific Flow Rate of 1.67 gpm/ft2, Conditional Use Level Designation Application. August 2012. Quality Assurance Project Plan The Stormwater Management StormFilter® PhosphoSorb® at a Specific Flow Rate of 1.67 gpm/ft2 Performance Evaluation. August 2012. The Stormwater Management StormFilter® PhosphoSorb® at a Specific Flow Rate of 1.67 gpm/ft2, General Use Level Designation, Technical Evaluation Report. October 2015. Applicant’s Use Level Request: General use level designation as a basic (TSS) and phosphorus (total phosphorus) treatment device in accordance with Table 2 of Ecology’s 2011 Technical Guidance Manual for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol – Ecology (TAPE). Applicant’s Performance Claims: Based on results from laboratory and field-testing, the applicant claims: The Stormwater Management StormFilter® with PhosphoSorb® media operating at 1.67 gpm/ft2 is able to remove 80% of Total Suspended Solids (TSS) for influent concentrations greater than 100 mg/L, is able to remove greater than 80% TSS for influent concentrations greater than 200 mg/L, and achieve a 20 mg/L effluent for influent concentrations less than 100 mg/L. The StormFilter with PhosphoSorb media is able to remove 50% or greater total phosphorus for influent concentrations between 0.1 to 0.5 mg/L. Recommendations: Ecology finds that: CONTECH Engineered Solutions has shown Ecology, through laboratory and field testing, that the Stormwater Management StormFilter® with PhosphoSorb® media is capable of attaining Ecology’s Basic and Total Phosphorus treatment goals. Findings of Fact: Laboratory testing A Phosphosorb StormFilter cartridge test unit, operating at 28 L/min (equivalent to 1.0 gpm/ sq. ft.), and subject to SSC with a silt loam texture (25% sand, 65% silt, and 10% clay by mass) originating from SCS 106 provides a mean SSC removal efficiency of 88%; A Phosphosorb StormFilter cartridge test unit, operating at 56 L/min (equivalent to 2.0 gpm/sq. ft.), and subject to SSC with a silt loam texture (25% sand, 65% silt, and 10% clay by mass) originating from SCS 106 provides a mean turbidity reduction of 82%; Page | 5 Laboratory testing of PhosphoSorb media in a Horizontal Flow Column (HFC; a 1/24th scale of a full cartridge) resulted in 50 percent dissolved phosphorus removal for the first 1,000 bed volumes. Granular activated carbon (GAC) tested under the same conditions resulted in 30 percent removal of dissolved phosphorus. Field testing Contech conducted monitoring of a StormFilter® with PhosphoSorb® media at a site along Lolo Pass Road in Zigzag, Oregon between February 2012 and February 2015. The manufacturer collected flow-weighted influent and effluent composite samples during 17 separate storm events. The system treated approximately 96 percent of the flows recorded during the monitoring period. The applicant sized the system at 1.67 gpm/sq. ft. o Influent TSS concentrations for qualifying sampled storm events ranged from 40 to 780 mg/L. For influent concentrations less than 100 mg/L (n=2) the effluent concentration was less than 10 mg/L. For influent concentrations greater than 100 mg/L the bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean TSS reduction was 85%. o Total phosphorus removal for 16 events with influent TP concentrations in the range of 0.1 to 0.5 mg/L averaged 75 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 67 percent. Other StormFilter system with PhosphoSorb media items the Company should address: 1. Conduct testing to obtain information about maintenance requirements in order to come up with a maintenance cycle. 2. Conduct loading tests on the filter to determine maximum treatment life of the system. Technology Description: Download at: http://www.conteches.com/Products/Stormwater- Management/Treatment/Stormwater-Management-StormFilter®.aspx Contact Information: Applicant: Jeremiah Lehman Contech Engineered Solutions 11815 NE Glenn Widing Drive Portland, OR, 97220 503-258-3136 jlehman@conteches.com Applicant website: www.conteches.com Page | 6 Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision History Date Revision December 2012 Original use-level-designation document: CULD for basic and phosphorus treatment. January 2013 Revised document to match standard formatting August 2014 Revised TER and expiration dates November 2015 Approved GULD designation for Basic and Phosphorus treatment November 2016 Revised Contech contact information April 2017 Revised sizing language to note sizing based on Off-line calculations August 2018 GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS) For CONTECH Engineered Solutions CDS® System Ecology’s Decision: Based on the CONTECH Engineered Solutions (CONTECH) application submissions for the CDS® System, Ecology hereby issues the following use designations for the CDS storm water treatment system: 1. General Use Level Designation (GULD) for pretreatment use, as defined in Ecology’s 2011 Technical Guidance Manual for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol – Ecology (TAPE) Table 2, (a) ahead of infiltration treatment, or (b) to protect and extend the maintenance cycle of a basic, enhanced, or phosphorus treatment device (e.g., sand or media filter). This GULD applies to 2,400 micron screen CDS® units sized per the table below. 2. The following table shows flowrates associated with various CDS models: CDS Model Water Quality Flow cfs L/s Precast** Inline or Offline CDS 2015-4 0.7 19.8 CDS 2015-5 0.7 19.8 CDS 2020-5 1.1 31.2 CDS2025-5 1.6 45.3 CDS3020-6 2 56.6 CDS3030-6 3 85.0 CDS3035-6 3.8 106.2 CDS4030-8 4.5 127.4 CDS4040-8 6 169.9 CDS4045-8 7.5 212.4 CDS5640-10 9 254.9 CDS5653-10 14 396.5 CDS5668-10 19 538.1 CDS5678-10 25 7.08 Offline Only CDS3030-V 3 85 Precast** CDS4030-7 4.5 127.4 CDS4040-7 6 169.9 Figure 4.5.3 CDS4045-7 7.5 212.4 CDS5640-8 9 254.9 CDS5653-8 14 396.5 CDS5668-8 19 538.1 CDS5678-8 25 708 CDS5042 9 254.9 CDS5050 11 311.5 CDS7070 26 736.3 CDS10060 30 849.6 CDS10080 50 1416 CDS100100 64 1812.5 Cast In Place CDS150134-22 148 4191.4 CDS200164-26 270 7646.6 CDS240160-32 300 8496.2 *Specially Designed CDS Units may be approved by Ecology on a on a site-by-site basis. **Contact Contech for updated model numbers if PMIU, PMSU, PSW, PSWC are specified. 3. The water quality design flow rates are calculated using the following procedures: Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology- approved continuous runoff model. Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 4. The pretreatment GULD has no expiration date; however, Ecology may amend or revoke the designation. 5. All designations are subject to the conditions specified below. 6. Properly designed and operated CDS systems may also have applicability in other situations (example: low-head situations such as bridges or ferry docks), for TSS where, on a case-by-case basis, it is found to be infeasible or impracticable to use any other approved practice. Jurisdictions covered under the Phase I or II municipal stormwater permits should use variance/exception procedures and criteria as required by their NPDES permit. 7. Ecology finds that the CDS, sized according to the table above, could also provide water quality benefits in retrofit situations. Ecology’s Conditions of Use: CDS systems shall comply with these conditions: 1. Design, assemble, install, operate, and maintain CDS Systems in accordance with Contech’s applicable manuals and documents and the Ecology decision and conditions specified herein. Ecology recommends use of the inspection and maintenance schedule included as Attachment 1. 2. Maintenance: The required inspection/maintenance interval for stormwater treatment devices is often dependent upon the efficiency of the device and the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured treatment device. Owners/operators must inspect the CDS™ System for a minimum of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to SWMMWW, the wet season for western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flow rate and/or a decrease in pollutant removal ability. 3. Discharges from the CDS System shall not cause or contribute to water quality standards violations in receiving waters. Applicant: Contech Engineered Solutions Applicant’s Address: 11835 NE Glen Widing Drive Portland, OR 97220 Application Documents: Contech Stormwater Solutions Application to: Washington State Department of Ecology Water Quality Program for General Use Level Designation – Pretreatment Applications and Conditional Use Level Designation – Oil Treatment of the Continuous Deflective Separation (CDS™) Technology (June 2007) Strynchuk, Royal, and England, The Use of a CDS Unit for Sediment Control in Brevard County. Walker, Allison, Wong, and Wootton, Removal of Suspended Solids and Associated Pollutants by a CDS Gross Pollutant Trap, Cooperative Research Centre for Catchment Hydrology, Report 99/2, February 1999 Allison, Walker, Chiew, O’Neill, McMahon, From Roads to Rivers Gross Pollutant Removal from Urban Waterways, Cooperative Research Centre for Catchment Hydrology, Report 98/6, May 1998 Applicant’s Use Level Request: General use level designation as a pretreatment device and conditional use level designation as an oil and grease device in accordance with Ecology’s Stormwater Management Manual for Western Washington. Applicant’s Performance Claims: Based on laboratory trials, the CDS™ System will achieve 50% removal of total suspended solids with d50 of 50-μm and 80% removal of total suspended solids with d50 of 125-μm at 100% design flowrate with typical influent concentration of 200-mg/L. Ecology’s Recommendation: Ecology finds that: The CDS™ system, sized per the table above, should provide, at a minimum, equivalent performance to a presettling basin as defined in the most recent Stormwater Management Manual for Western Washington, Volume V, Chapter 6. Findings of Fact: 1. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-m screen using OK-110 sand (d50 of 106-μm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK-110 sand showed removal rates from about 65% to 99% removal with 80% removal occurring near 70% of the design flowrate. 2. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-m screen using “UF” sediment (d50 of 20 to 30-μm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the “UF” sediment showed removal rates from about 42% to 94% removal with 80% removal occurring at 5% of the design flowrate. 3. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-m screen using OK-110 sand (d50 of 106-μm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK-110 sand showed removal rates from about 45% to 99% removal with an average removal of 83.1%. 4. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-m screen using “UF” sediment (d50 of 20 to 30-μm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the “UF” sediment showed removal rates from about 39% to 88% removal with an average removal of 56.1%. 5. Contech completed laboratory testing on a CDS2020 unit using motor oil at flowrates ranging from 25% to 75% of the design flowrate (1.1 cfs) with influents ranging from 7 to 47 mg/L. Laboratory results showed removal rates from 27% to 92% removal. A spill test was also run at 10% of the design flowrate with an influent of 82,000 mg/L with an average percent capture of 94.5% 6. Independent parties in California, Florida, and Australia completed various field studies. Field studies showed the potential for the unit to remove oils and grease and total suspended solids, and capture 100% gross solids greater than the aperture size of the screen under treatment flow rate. 7. CDS Technology has been widely accepted with over 6,200 installations in the United States and Canada. There are over 1,380 installations in Washington and Oregon. Technology Description: Engineers can download a technology description from the company’s website. www.conteches.com Recommended Research and Development: Ecology encourages Contech to pursue continuous improvements to the CDS system. To that end, Ecology makes the following recommendations: 1. Conduct testing to quantify the flowrate at which resuspension occurs. 2. Conduct testing on various sized CDS units to verify the sizing technique is appropriate. 3. Test the system under normal operating conditions, pollutants partially filling the swirl concentrator. Results obtained for “clean” systems may not be representative of typical performance. Contact Information: Applicant Contact: Jeremiah Lehman Contech Engineered Solutions (503) 258-3136 jlehman@conteches.com Applicant website: http://www.conteches.com/ Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie. P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision History Date Revision July 2008 Original use-level-designation document February 2010 Reinstate Contech’s Oil Control PULD August 2012 Revised design storm criteria, revised oil control QAPP, TER, and Expiration dates December 2012 Revised Contech Engineered Solutions Contact Information; Added QAPP for Oil Treatment May 2013 Revised model numbers in Attachment 1 April 2014 Revised Due dates for QAPP and TER and changed Expiration date August 2014 Revised Due dates for QAPP and TER and changed Expiration date July 2016 Updated Oil Control PULD to a CULD based on preliminary field monitoring results November 2016 Revised Contech Contact person August 2018 Removed CULD for Oil from document Attachment 1 CDS Stormwater Treatment Unit Checklist Frequency Drainage System Feature Problem Conditions to Check For Recommended Action Date Inspected* J F M A M J J A S O N D M & S Inlet Chamber Accumulation of trash, debris and sediment Trash blocking inlet throat opening & sediment accumulation exceeds 2 inches Remove trash, debris, and sediments. Inlet throat opening should not be blocked by any materials. A Screen Blockage/Damage Biological growth on the surface of the screen; broken screen or loose screen Powerwash screen to clean the surface and Contact CSS for screen repair (broken or loose) M Separation Chamber Trash and floatable debris accumulation Excessive trash and floatable debris accumulation on the surface in separation chamber Remove trash or other floatable debris in separation chamber to minimum level A Oil Baffle** Damaged Baffles corroding, cracking, warping, and/or showing signs of failure as determined by maintenance/inspection person. Baffles repaired or replaced to design specifications. M & S Oil sorbent** Consumed Change of color in sorbents (fresh sorbents typically appears to be white or light yellow) Remove spent oil sorbent and replace with new sorbent M Sediment Depth in the Sump Sediment accumulation Sediment accumulation exceeds 75-85% sump depth (varies depending on the Model, see attached Table) Sediment in sump should be removed using vactor truck. M Sediment Depth behind the screen Sediment accumulation Sediment accumulation exceeds 2 inches behind the screen Sediment behind the screen should be removed using vactor truck. Frequency Drainage System Feature Problem Conditions to Check For Recommended Action Date Inspected* J F M A M J J A S O N D M Access Cover (MH, Grate, cleanout) Access cover Damaged/ Not working One maintenance person cannot remove lid after applying 80 pounds of lift, corrosion of deformation of cover. Cover repaired to proper working specifications or replaced. A Inlet and Outlet Piping Damaged Piping/Leaking Any part of the pipes are crushed or damaged due to corrosion and/or settlement. Pipe repaired or replaced. A Concrete Structure Concrete structure (MH or diversion vault) has cracks in wall, bottom, and damage to frame and/or top slab. Cracks wider than ½ inch or evidence of soil particles entering the structure through the cracks, or maintenance/inspection personnel determine that the structure is not structurally sound. Structure repaired so that no cracks exist wider than 0.25 inch at the joint of inlet/outlet pipe. A Access Ladder Ladder rungs unsafe Maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. Ladder must be fixed or secured immediately. Ladder meets design standards and allows maintenance persons safe access. *Note dates when maintenance was performed and type of maintenance performed in notes section below. **May not be present on all units. (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). If you are unsure whether a problem exists, please contact a Professional Engineer. Notes: Maintenance of CDS stormwater treatment unit typically does not require confined space entry. Visual inspections should be performed above ground. If entry is required, it should be performed by qualified personnel. Refer to CDS Unit Operation & Maintenance Guideline for maintenance details. Typically the CDS unit needs to be inspected before and after the rainfall seasons (November to April), after any major storms (>1-inch within 24 hour) and in the event of chemical spills. Contact Contech Engineered Solutions (CSS) (800-548-4667) if there is any damage to the internal components of CDS Unit. CDS Maintenance Indicators and Sediment Storage Capacities CDS Model Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity ft m ft m yd3 m3 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 Tab 5.0 21679-TIR.docx 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The on-site and upstream bypass conveyance system has been designed in accordance with the 2017 RSWDM. The proposed conveyance system is sized to accommodate the full 100 year storm event. The storm drainage pipe used will consist of smooth-walled corrugated polyethylene pipe with a Manning's roughness coefficient of 0.014. Please see Figure 5.1 Conveyance Analysis provided below. A 100-year backwater analysis to determine the hydraulic grade line and to see if any catch basin rims overtop has also been performed using KCBW in accordance with the 2017 City of Renton Amendments to the KCSWDM. Please see Figure 5.2 Backwater Analysis in this section. I: I: I: I: I: I: I: IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000918/31/2021 SUMPTER SHORT PLAT SCALE: 1"=40' FIG - 5.1 - CONVEYANCE ANALYSIS 21679-conveyance BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula CITY OF RENTON DESIGN FOR 100 YEAR STORM JOB NAME:Sumpter Short Plat NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#:21679 DEFAULTS C=0.7 n=0.014 FILE NO.: d=12 Tc=6.3 A= Contributing Area (Ac)Qd= Design Flow (cfs)COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATION C= Runoff Coefficient Qf= Full Capacity Flow (cfs)STORM Ar Br Tc= Time of Concentration (min)Vd= Velocity at Design Flow (fps)2YR 1.58 0.58 I= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps)10YR 2.44 0.64 PRECIP=3.9 d= Diameter of Pipe (in) s= Slope of pipe (%)25YR 2.66 0.65 Ar=2.61 L= Length of Pipe (ft)n= Manning Roughness Coefficient 50YR 2.75 0.65 Br=0.63 D= Water Depth at Qd (in)Tt= Travel Time at Vd (min)100YR 2.61 0.63 FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd Qf Qd/Qf X D/d D Vf Vd/Vf Vd Tt Qr ====== ====== ====== ====== ================== ====== ============ ===================== ====== ====== ================== ====== ====== ====== ====== ====== ====== CB#10 CB#9 0.36 0.56 24 12 6.3 0.014 0.7 0.36 0.25 0.25 3.19 0.80 2.47 0.325 0.392 4.70 3.15 0.90 2.82 0.14 -- CB#9 CB#8 0.19 0.56 36 12 6.4 0.014 0.7 0.55 0.13 0.39 3.15 1.21 2.47 0.490 0.494 5.93 3.15 1.00 3.16 0.19 0.507 CB#8 CB#7 0.33 0.56 76 12 6.6 0.014 0.7 0.88 0.23 0.62 3.09 1.90 2.47 0.769 0.657 7.88 3.15 1.10 3.48 0.36 0.571 CB#7 CB#6 0.02 0.56 198 12 7.0 0.014 0.7 0.9 0.01 0.63 2.99 1.88 2.47 0.761 0.652 7.82 3.15 1.10 3.47 0.95 0.011 CB#6 CB#5 0.25 0.60 140 12 7.9 0.014 0.7 1.15 0.18 0.81 2.76 2.22 2.56 0.867 0.718 8.62 3.26 1.12 3.67 0.64 0.179 CB#5 CB#4 0.47 1.09 121 12 8.6 0.014 0.7 1.62 0.33 1.13 2.63 2.98 3.45 0.863 0.715 8.58 4.40 1.12 4.94 0.41 0.342 CB#4 CB#3 0.58 1.50 13 12 9.0 0.014 0.7 2.2 0.41 1.54 2.55 3.93 4.05 0.970 0.790 9.48 5.16 1.13 5.83 0.04 0.319 CB#3 TANK 0.00 1.67 6 12 9.0 0.014 0.7 2.2 0.00 1.54 2.55 3.92 4.27 0.917 0.748 8.98 5.45 1.13 6.15 0.02 0.003 CB#11 CB#12 6.64 1.40 71 18 15.0 0.014 0.31 6.64 2.06 2.06 1.85 3.80 11.54 0.330 0.396 7.12 6.53 0.90 5.88 0.20 -- CB#12 CB#13 0.00 3.80 98 18 15.2 0.014 0.31 6.64 0.00 2.06 1.83 3.77 19.01 0.198 0.299 5.38 10.76 0.77 8.32 0.20 0.008 CB#13 CB#14 0.00 4.03 60 18 15.4 0.014 0.31 6.64 0.00 2.06 1.82 3.74 19.57 0.191 0.293 5.27 11.09 0.77 8.49 0.12 0.008 CB#14 S OUTFALL 0.00 3.58 65 18 15.5 0.014 0.31 6.64 0.00 2.06 1.81 3.72 18.45 0.202 0.302 5.43 10.45 0.78 8.12 0.13 0.005 CB#2 CB#1 0.00 3.37 42 12 6.3 0.014 0.7 0 0.00 0.00 3.19 1.31 6.07 0.216 0.313 3.75 7.74 0.79 6.14 0.11 -- CB#1 EX CB#1 0.00 0.60 20 12 6.4 0.014 0.07 0 0.00 0.00 3.16 1.31 2.56 0.511 0.507 6.08 3.26 1.01 3.29 0.10 0.000 1 I: I: I: I: I: I: I: IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000918/31/2021 SUMPTER SHORT PLAT SCALE: 1"=40' FIG - 5.1 - CONVEYANCE ANALYSISRUN#1 RUN#2BACKWATER MAP BACKWATER MAP BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:21679.bwp Surcharge condition at intermediate junctions Tailwater Elevation:372.5 feet Discharge Range:3.43 to 4.43 Step of 0.5 [cfs] Overflow Elevation:377.39 feet Weir:NONE Channel Width:2. feet PIPE NO. 1: 6 LF - 12"CP @ 1.67% OUTLET: 371.06 INLET: 371.16 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 374.47 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.43 1.54 372.70 * 0.012 0.80 0.61 1.44 1.44 1.39 1.54 1.13 3.93 1.60 372.76 * 0.012 0.85 0.67 1.44 1.44 1.40 1.60 1.28 4.43 1.68 372.84 * 0.012 0.89 0.74 1.44 1.44 1.42 1.68 1.44 PIPE NO. 2: 13 LF - 12"CP @ 1.54% OUTLET: 371.16 INLET: 371.36 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 373.72 BEND: 90 DEG DIA/WIDTH: 1.8 Q-RATIO: 0.32 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.43 1.99 373.35 * 0.012 0.80 0.63 1.54 1.54 1.45 1.99 1.52 3.93 2.25 373.61 * 0.012 0.85 0.69 1.60 1.60 1.54 2.25 1.78 4.43 2.55 373.91 * 0.012 0.89 0.76 1.68 1.68 1.65 2.55 2.09 PIPE NO. 3: 121 LF - 12"CP @ 1.09% OUTLET: 371.36 INLET: 372.68 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 374.67 BEND: 0 DEG DIA/WIDTH: 1.8 Q-RATIO: 0.34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.60 1.41 374.09 * 0.012 0.70 0.59 1.99 1.99 1.22 1.41 1.04 2.98 1.89 374.57 * 0.012 0.74 0.64 2.25 2.25 1.65 1.89 1.14 **************** OVERFLOW ENCOUNTERED AT 3.36 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 3.36 2.45 375.13 * 0.012 0.79 0.70 2.55 2.55 2.14 2.45 1.27 PIPE NO. 4: 140 LF - 12"CP @ 0.60% OUTLET: 372.68 INLET: 373.52 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 379.54 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.18 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.94 0.99 374.51 * 0.012 0.60 0.59 1.41 1.41 0.89 0.99 0.84 2.22 1.63 375.15 * 0.012 0.64 0.65 1.89 1.89 1.52 1.63 0.91 2.50 2.34 375.86 * 0.012 0.68 0.71 2.45 2.45 2.20 2.34 0.98 OUTLET - CB#3 CB#3 - CB#4 CB#4 - CB#5 CB#5 - CB#6 (DESIGN FLOW (Q) AT THIS LOCATION IS 2.98 CFS) RUN#1 PIPE NO. 5: 198 LF - 12"CP @ 0.56% OUTLET: 373.52 INLET: 374.62 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 381.91 BEND: 60 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.64 0.85 375.47 * 0.012 0.55 0.55 0.99 0.99 0.55 0.85 0.78 1.88 1.08 375.70 * 0.012 0.59 0.59 1.63 1.63 0.98 1.08 0.85 2.12 1.98 376.60 * 0.012 0.63 0.64 2.34 2.34 1.85 1.98 0.92 PIPE NO. 6: 76 LF - 12"CP @ 0.57% OUTLET: 374.62 INLET: 375.05 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 378.79 BEND: 10 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.57 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.63 0.78 375.83 * 0.012 0.55 0.54 0.85 0.85 0.55 ***** 0.78 1.86 0.96 376.01 * 0.012 0.59 0.59 1.08 1.08 0.81 0.96 0.85 2.10 1.92 376.97 * 0.012 0.62 0.64 1.98 1.98 1.78 1.92 0.92 PIPE NO. 7: 36 LF - 12"CP @ 0.56% OUTLET: 375.05 INLET: 375.25 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 377.39 BEND: 90 DEG DIA/WIDTH: 1.8 Q-RATIO: 0.51 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.04 0.71 375.96 * 0.012 0.43 0.42 0.78 0.78 0.60 0.71 0.61 1.19 0.87 376.12 * 0.012 0.46 0.45 0.96 0.96 0.79 0.87 0.67 1.34 1.85 377.10 * 0.012 0.49 0.48 1.92 1.92 1.77 1.85 0.72 PIPE NO. 8: 24 LF - 12"CP @ 0.58% OUTLET: 375.25 INLET: 375.39 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.69 0.62 376.01 * 0.012 0.35 0.33 0.71 0.71 0.58 0.62 0.47 0.79 0.77 376.16 * 0.012 0.38 0.36 0.87 0.87 0.74 0.77 0.51 0.89 1.76 377.15 * 0.012 0.40 0.38 1.85 1.85 1.73 1.76 0.55 CB#6 - CB#7 CB#7 - CB#8 CB#8 - CB#9 CB#9 - CB#10 RUN#1 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:21679_BYPASS.bwp Surcharge condition at intermediate junctions Tailwater Elevation:370.51 feet Discharge Range:3.3 to 4.3 Step of 0.5 [cfs] Overflow Elevation:385.83 feet Weir:NONE Channel Width:2. feet PIPE NO. 1: 65 LF - 18"CP @ 3.60% OUTLET: 370.51 INLET: 372.85 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 376.35 BEND: 25 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.30 0.92 373.77 * 0.012 0.70 0.40 0.00 0.40 0.70 ***** 0.92 3.80 1.00 373.85 * 0.012 0.75 0.43 0.00 0.43 0.75 ***** 1.00 4.30 1.07 373.92 * 0.012 0.80 0.46 0.00 0.46 0.80 ***** 1.07 PIPE NO. 2: 60 LF - 18"CP @ 4.03% OUTLET: 372.85 INLET: 375.27 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 379.03 BEND: 10 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.30 0.91 376.18 * 0.012 0.70 0.39 0.92 0.92 0.70 ***** 0.91 3.80 0.99 376.26 * 0.012 0.75 0.42 1.00 1.00 0.75 ***** 0.99 4.30 1.06 376.33 * 0.012 0.80 0.45 1.07 1.07 0.80 ***** 1.06 PIPE NO. 3: 98 LF - 18"CP @ 3.81% OUTLET: 375.27 INLET: 379.00 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 384.53 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.27 0.98 379.98 * 0.012 0.69 0.39 0.91 0.91 0.69 ***** 0.98 3.76 1.07 380.07 * 0.012 0.75 0.42 0.99 0.99 0.75 ***** 1.07 4.26 1.16 380.16 * 0.012 0.80 0.45 1.06 1.06 0.80 ***** 1.16 PIPE NO. 4: 71 LF - 18"CP @ 4.69% OUTLET: 379.00 INLET: 382.33 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.27 0.91 383.24 * 0.012 0.69 0.37 0.98 0.98 0.69 ***** 0.91 3.76 0.99 383.32 * 0.012 0.75 0.40 1.07 1.07 0.75 ***** 0.99 4.26 1.07 383.40 * 0.012 0.80 0.43 1.16 1.16 0.80 ***** 1.07 OUTLET - CB#14 CB#14 - CB#13 CB#13 - CB#12 CB#12 - CB#11 RUN#2 Tab 6.0 21679-TIR.docx 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report for Sumpter Property prepared by Earth Solutions dated November 12, 2018 6.2 Groundwater Mounding Analysis prepared by Earth Solutions dated March 26, 2019 6.3 Geotechnical Evaluation Sumpter Short Plat: Reduced Infiltration Facility Setback by Earth Solutions dated May 28, 2021 Geotechnical Report for Sumpter Property prepared by Earth Solutions NW dated November 12, 2018 6.1 EarthSolutionsNWLLC EarthSolutionsNWLLC Geotechnical Engineering Construction Observation/Testing Environmental Services 1805 -136th Place N.E.,Suite 201 Bellevue,WA 98005 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com GEOTECHNICAL ENGINEERING STUDY SUMPTER PROPERTY 14204 -156 AVENUE SOUTHEAST RENTON,WASHINGTON ES-3220.03 TH Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction EarthSolutionsNWLLC EarthSolutionsNWLLC Observation/Testing and Environmental Services Vicinity Map Sumpter Property Renton,Washington MRS 10/25/2018 3220.03 TJD Oct.2018 1 NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 657 By The Thomas Guide Rand McNally 32nd Edition NORTH SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionObservation/TestingandEnvironmentalServicesEarthSolutionsNWLLCEarthSolutionsNWLLCTestPitLocationPlanSumpterPropertyRenton,WashingtonMRS TJD 10/25/2018 3220.03 2 NORTH 0 50 10 0 200 Scale in Feet1"=1 00' NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-3220.03,Sept.2018 Subject Site Existing Building Proposed Lot Number TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-1 1 2 3 4 5 6 7 8 Tract A S.E. 7TH PLACE S.E. 143RD STREET156TH AVENUE S.E.WAPATO PLACE S.E.158TH AVENUE S.E.Drainage Facility Gravel Driveway 5 Drwn.CAM Checked TJD Date Nov.2018 Date 11/12/2018 Proj.No.3220.03 Plate 3 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutionsNWLLC Geotechnical Engineering,Construction Observation/Testing and Environmental Services Retaining Wall Drainage Detail Sumpter Property Renton,Washington NOTES: Free-draining Backfill should consist of soil having less than 5 percent fines. Percent passing No.4 sieve should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free-draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1-inch Drain Rock. LEGEND: Free-draining Structural Backfill 1-inch Drain Rock 18"Min. Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Drwn.CAM Checked TJD Date Nov.2018 Date 11/12/2018 Proj.No.3220.03 Plate 4 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutionsNWLLC Geotechnical Engineering,Construction Observation/Testing and Environmental Services Footing Drain Detail Sumpter Property Renton,Washington Slope Perforated Rigid Drain Pipe (Surround in Drain Rock) 18"Min. NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal:native soil or other low-permeability material. 1-inch Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Groundwater Mounding Analysis prepared by Earth Solutions NW dated March 26, 2019 6.2 Reduced Infiltration Facility Setback prepared be Earth Solutions NW 6.3 dated May 28, 2021 15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services May 28, 2021 ES-3220.05 Mr. Kim Greer 5007 East Coral Lane Spokane, Washington 99223 Subject: Geotechnical Evaluation Sumpter Short Plat: Reduced Infiltration Facility Setback 14204 – 156th Avenue Southeast Renton, Washington Reference: Earth Solutions NW, LLC Groundwater Mounding Analysis ES-3220.04, dated March 26, 2019 Barghausen Consulting Engineers, Inc. Sumpter Short Plat Civil Plan Set, Sheets 17 and 19 Job No. 21679, dated May 13, 2021 Dear Mr. Greer: As requested, Earth Solutions NW, LLC (ESNW) has prepared this summary letter evaluating the feasibility of reducing setback distances for the proposed infiltration facility. Project Description The subject site is located at 14204 – 156th Avenue Southeast, in Renton, Washington and consists of King County parcel number 142305-9013. We understand the project is pursuing construction of eight residential home sites and associated infrastructure improvements. Stormwater management will be provided through infiltration located in the eastern site area within “Tract A”. We understand a reduced setback distance from Lot 1 and the 156th Avenue Southeast right-of-way (ROW) is being pursued. The proposed setback would be reduced from 20 feet to 5 feet. Mr. Kim Greer ES-3220.05 May 28, 2021 Page 2 Earth Solutions NW, LLC Review, Discussion, and Recommendations Review of the referenced Civil sheets indicates the proposed stormwater facility base will be at an elevation of about 371 feet. The westerly Lot 1 pad elevation will be at about 374 feet and the easterly ROW/property line boundary will be at an elevation of about 372 feet. ESNW performed a groundwater mounding analysis for the site and stormwater management configuration in March 2019 (referenced). The results of this analysis suggest that water will not mound into the facility and further suggests a relatively rapid decline in groundwater elevations beyond the facility foot print. On this basis, it is our opinion that the proposed setback reduction to 5 feet is feasible from a geotechnical standpoint given the above considerations. This setback reduction will not increase the potential for impacts to the adjacent ROW, given the characteristics of the soil anticipated to be exposed by the infiltration facility. ESNW should observe facility subgrade soils at the time of construction to confirm soil conditions are as anticipated and provide additional recommendations, if deemed necessary. We trust this letter meets your current needs. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Chase G. Halsen, L.G. Scott S. Riegel, L.G., L.E.G. Project Geologist Senior Project Manager Kyle R. Campbell, P.E. Principal Engineer cc: Barghausen Consulting Engineers, Inc. Attention: Mr. Trenton Skoda, P.E. (Email only) 05/28/2021 Tab 7.0 21679-TIR.docx 7.0 OTHER PERMITS The City of Renton will be the governing body for the storm drainage. A building permit and grading permit will be required from the City of Renton for the development of the on-site drainage and roadway facilities. Civil Construction Permit No: 418801 NPDES Permit (App ID #36874) No: TBD NOI No.: 36874 Building Permit for Lock and Load Retaining Walls No.: B21004617 UIC Registration (in process) No.: 36099 FPA Permit: TBD King County Permit for Storm and Road Improvements within KC ROW: TBD King County Water District 90 Water Permit: TBD 10/20/21, 1:59 PM Print Closure https://secureaccess.wa.gov/ecy/wquic/PrintClosure.aspx?id=36099 1/2 Underground Injection Control Home Contact Us Class V Well Closure To notify Ecology of a well(s) that is/are being closed or decommissioned. Registration Status Site Number:36099 Authorization Status:Rule-Authorized Comments: Facility/Site Information Facility Name:Sumpter Short Plat Address:14204 156th Ave SE PO Box/Suite/Building: City:Renton State:WA ZIP:98059 Phone:509-208-2151 County:King Facility Site ID: Contact Information Well Owner Property Owner Name:Kim Greer Name:Kim Greer Organization:Owner Organization:Owner Address:5007 E Coral Lane Address:5007 E Coral Lane PO Box/Suite/Building:PO Box/Suite/Building: City:Spokane City:Spokane State:WA ZIP:98059 State:WA ZIP:98059 E-mail:knlgreer@gmail.com E-mail:knlgreer@gmail.com Phone:509-280-2151 Phone:509-280-2151 Technical Contact Name:Barry Talkington Organization:Barghausen Consulting Engineers Address:18215 72nd ave S PO Box: City:Kent State:WA ZIP:98032 E-mail:btalkington@barghausen.com Phone:425-251-6222 Closure Specific Information UIC site number from original registration (if available): Was this site ever a toxic cleanup site?No Main Well Information Well Name Construction Date UIC Construction Type EPA Well Type Depth of UIC Well (ft.)Latitude Longitude Sumpter R-Tank 12/10/2021 infiltration vault 5H1 - Stormwater 4 47.475488 -122.132610 Main Well Information (continued) Well Name Closure Date UIC Construction Type Is this UIC well an imminent public health hazard? Is this UIC well constructed into an aquifer? Sumpter R- Tank 12/10/2021 infiltration vault N N Ecology Home Data Disclaimer Privacy Policy Release Notes Tab 8.0 21679-TIR.docx 8.0 ESC ANALYSIS AND DESIGN 8.1 (A) Erosion and Sediment Control (ESC) Plan Analysis and Design The Erosion Control plan included with the final engineering plans, prepared in accordance with the 2017 Renton Surface Water Design Manual, and standard industry practices throughout the construction process to limit the amount of sediment traveling into the downstream systems. BMPs that are proposed include a rocked construction entrance, silt fence where needed, straw mulch for the areas that reach final grade in the lot areas, V-ditched with rock check dams, sediment ponds, and hydroseeding. The site sediment basin has more than 3 acres of ground disturbance, therefore temporary sediment pond is an appropriate BMP for this project. Temporary sediment pond will be used in combination with V-Ditches for surface water control, silt fence for perimeter protection, and a stabilized construction entrance to reduce the amount of sediment transported onto paved roads by vehicles or equipment. Sediment traps, sized for 2 acres, will be used when need to accommodate construction sequencing. The temporary sediment ponds were sized per the 2017 RSWD manual, see Figure 8.0.1 – TESC Analysis for calculations. 8.2 (B) Stormwater Pollution Prevention and Spill (SWPPS) Plan Design A Stormwater Pollution Prevention and Spill Site Plan has been prepared for Forest Terrace subdivision as a part of the final engineering plans. This is a site specific plan that outlines the project scope of work and presents a comprehensive plan to prevent, respond to and report spills or release to the environment. It also provides suggested locations for: · Equipment parking/maintenance areas · Chemical storage areas with secondary containment · Construction materials and construction waste storage areas · Truck wheel washout areas This plan also provides general location of erosion control measures such as silt fencing, sediment pond, construction entrance, and clearing limits. The site is generally underlain by alluvial soils. A seasonally high groundwater table will be present during the wet weather and early spring months. Potential Spill Sources or Releases Potential spill sources during construction will include materials and equipment brought on-site. Potential spill sources include; fueling, lubricating oil, hydraulic oil, backhoes, bulldozers, water trucks, support trucks, lighting units, pumps, and generators. Equipment staging and maintenance areas for fueling, hazardous materials, and hazardous waste materials have been designated on the SWPPS. Construction debris will be present during demolition of the existing on-site buildings. No fuel tanks, gasoline, oils and hydraulic fuels will be stored on-site. 21679-TIR.docx Control Pollutants Pollutants other than sediment will be controlled as part of the implemented SWPPS plan. Maintenance and repair of heavy equipment and vehicles that may result in discharge or spillage of pollutants to the ground or surface water runoff will be conducted using spill prevention measures. Contaminated surfaces will be cleaned immediately following any discharge or spill incident. Spills will be reported within 24 hours. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Concrete truck chutes and pumps shall be washed out only into formed areas awaiting installation of concrete or asphalt. Unused concrete remaining in the truck and pump shall be returned to the originating batch plant for recycling. Hand tools including, but not limited to, screeds, shovels, rakes and trowels shall be washed off only into formed areas awaiting installation of concrete or asphalt. When no formed areas are available, washwater and leftover product shall be contained in a lined container or in a sump designed to receive the materials. Contained concrete shall be disposed of in a manner that does not violate groundwater or surface water quality standards. Recommended BMP’s include Concrete Handling (BMP C151) Spill Prevention and Containment The following is a list of BMP’s that will be used for the project. · Store and maintain equipment in a designated area. · Reduce the amount of hazardous materials and waste by substituting non-hazardous or less hazardous materials. · Use secondary containment (drain pan) to catch spills when removing or changing fluids. · Use proper equipment (pumps, funnels) to transfer fluids. · Keep spill kits readily accessible. · Check incoming vehicles for leaking oil and fluids. · Transfer used fluids and oil filters to waste or recycling drums. · Inspect equipment immediately, if necessary. · Implement a preventative maintenance schedule for equipment and vehicles. · Perform fueling in designated fueling area. · Do not “top-off” tanks. · Use secondary containment (drain pan) to catch spills. · Keep spill kits readily accessible. · Inspect fueling areas routinely for leaks and spills. · Monitor pollution prevention BMP’s and maintain records/reports of all inspections using the worksheets at the end of this section. 21679-TIR.docx Spill Response Response in the first 15 minutes is critical to minimize the impacts to human health and the environment and to minimize property damage and cleanup costs. The contractor will respond immediately to spills and regulated materials. Spill response equipment shall be stored in spill response kits located in a clearly marked and accessible area. The standard approach toward spill response will be as follows: · Stop operations. · Stop the source of the spill. · Use appropriate materials to absorb, berm, or cover the area to prevent further contamination. · Notify the construction manager. · Determine the method of clean up required. All methods shall comply with the state or local requirements to spill response. · Contact a cleanup response firm if necessary. Contact Personnel The designated personnel responsible for managing, implementing and maintaining this SWPPS plan include: Kim Greer – (509) 280-2151 CECL – TBD Contractor –TBDs A SWPPP report has also been prepared following the Department of Ecology (Ecology) format and will be kept on-site during all construction activities. The SWPPP report includes a narrative discussion of construction BMP’s that will be implemented during construction, based on the 13 required elements as defined by Ecology. The SWPPP report also outlines inspection, monitoring, and reporting requirements to meet the requirements of the NPDES permit. 21679-TIR.docx See TESC plan and calculations presented below. 21679-Sumpter Tjs Sediment Trap Peak flows per WWHM analysis: Q2yr = 0.33 cfs Required Surface Area at invert of weir: SA = (2) * (Q2yr)= (2) * (1.15) = 687.50 sf (0.00096)(0.00096) Basic Sediment Trap Geometry: - SA at top of weir (at elevation xxx.00) = xxx sf - Minimum 3.5' deep trap requirement is met (top of weir to bottom) - Maximum 3:1 interior side slope requirement is met - 1' freeboard requirement is met (top of weir to crest of overflow spillway) - Flat bottom requirement is met - Minimum 6' wide overflow spillway requirement is met - 1' deep overflow spillway requirement is met - Overflow spillway rip rap armorment requirement is met ! Sediment Trap - 2.5 AC WWHM2012 PROJECT REPORT 21679-tesc 4/7/2021 1:13:41 PM Page 2 General Model Information Project Name:21679-tesc Site Name: Site Address: City: Report Date:4/7/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 21679-tesc 4/7/2021 1:13:41 PM Page 3 Landuse Basin Data Predeveloped Land Use SITE Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 2.47 Pervious Total 2.47 Impervious Land Use acre Impervious Total 0 Basin Total 2.47 Element Flows To: Surface Interflow Groundwater 21679-tesc 4/7/2021 1:13:41 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 1.98 Pervious Total 1.98 Impervious Land Use acre ROADS FLAT 0.49 Impervious Total 0.49 Basin Total 2.47 Element Flows To: Surface Interflow Groundwater 21679-tesc 4/7/2021 1:13:41 PM Page 5 Routing Elements Predeveloped Routing 21679-tesc 4/7/2021 1:13:41 PM Page 6 Mitigated Routing 21679-tesc 4/7/2021 1:13:41 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.47 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:1.98 Total Impervious Area:0.49 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.07262 5 year 0.114053 10 year 0.137533 25 year 0.162409 50 year 0.177802 100 year 0.190895 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.328905 5 year 0.491742 10 year 0.614915 25 year 0.788489 50 year 0.931171 100 year 1.085629 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.071 0.543 1950 0.089 0.566 1951 0.160 0.325 1952 0.050 0.189 1953 0.041 0.170 1954 0.063 0.259 1955 0.100 0.265 1956 0.079 0.274 1957 0.064 0.381 1958 0.072 0.225 21679-tesc 4/7/2021 1:14:08 PM Page 8 1959 0.062 0.180 1960 0.108 0.347 1961 0.061 0.303 1962 0.038 0.185 1963 0.052 0.293 1964 0.069 0.251 1965 0.049 0.413 1966 0.047 0.204 1967 0.099 0.572 1968 0.062 0.431 1969 0.060 0.372 1970 0.050 0.297 1971 0.053 0.373 1972 0.119 0.531 1973 0.054 0.175 1974 0.059 0.366 1975 0.080 0.398 1976 0.058 0.281 1977 0.007 0.257 1978 0.050 0.304 1979 0.030 0.303 1980 0.113 0.635 1981 0.045 0.309 1982 0.087 0.612 1983 0.078 0.309 1984 0.048 0.234 1985 0.028 0.318 1986 0.126 0.320 1987 0.111 0.324 1988 0.044 0.158 1989 0.029 0.198 1990 0.233 1.077 1991 0.140 0.731 1992 0.054 0.240 1993 0.056 0.164 1994 0.019 0.136 1995 0.081 0.262 1996 0.170 0.480 1997 0.142 0.371 1998 0.032 0.287 1999 0.133 0.770 2000 0.056 0.329 2001 0.010 0.241 2002 0.062 0.535 2003 0.078 0.416 2004 0.102 0.686 2005 0.073 0.321 2006 0.086 0.311 2007 0.173 0.987 2008 0.223 0.716 2009 0.109 0.412 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2328 1.0773 2 0.2229 0.9869 3 0.1728 0.7705 21679-tesc 4/7/2021 1:14:08 PM Page 9 4 0.1702 0.7309 5 0.1599 0.7157 6 0.1422 0.6858 7 0.1402 0.6351 8 0.1334 0.6120 9 0.1259 0.5725 10 0.1191 0.5655 11 0.1129 0.5429 12 0.1113 0.5345 13 0.1094 0.5311 14 0.1081 0.4803 15 0.1016 0.4312 16 0.0998 0.4161 17 0.0987 0.4133 18 0.0889 0.4124 19 0.0867 0.3980 20 0.0860 0.3814 21 0.0807 0.3729 22 0.0796 0.3722 23 0.0794 0.3711 24 0.0785 0.3659 25 0.0778 0.3473 26 0.0729 0.3293 27 0.0722 0.3246 28 0.0713 0.3239 29 0.0686 0.3212 30 0.0641 0.3199 31 0.0626 0.3181 32 0.0619 0.3106 33 0.0616 0.3093 34 0.0615 0.3086 35 0.0610 0.3035 36 0.0603 0.3026 37 0.0587 0.3025 38 0.0575 0.2973 39 0.0563 0.2934 40 0.0561 0.2865 41 0.0541 0.2808 42 0.0541 0.2738 43 0.0531 0.2651 44 0.0521 0.2620 45 0.0505 0.2586 46 0.0504 0.2568 47 0.0497 0.2512 48 0.0491 0.2408 49 0.0480 0.2401 50 0.0472 0.2344 51 0.0451 0.2253 52 0.0439 0.2038 53 0.0408 0.1981 54 0.0380 0.1891 55 0.0322 0.1852 56 0.0305 0.1804 57 0.0287 0.1749 58 0.0285 0.1701 59 0.0189 0.1642 60 0.0101 0.1584 61 0.0068 0.1358 21679-tesc 4/7/2021 1:14:08 PM Page 10 21679-tesc 4/7/2021 1:14:08 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0363 17545 72465 413 Fail 0.0377 16168 67845 419 Fail 0.0392 14970 63610 424 Fail 0.0406 13854 59632 430 Fail 0.0420 12814 56017 437 Fail 0.0435 11811 52595 445 Fail 0.0449 10900 49472 453 Fail 0.0463 10119 46499 459 Fail 0.0477 9383 43911 467 Fail 0.0492 8729 41366 473 Fail 0.0506 8143 38992 478 Fail 0.0520 7593 36767 484 Fail 0.0535 7058 34757 492 Fail 0.0549 6590 32853 498 Fail 0.0563 6147 31014 504 Fail 0.0577 5777 29345 507 Fail 0.0592 5431 27763 511 Fail 0.0606 5097 26287 515 Fail 0.0620 4808 24854 516 Fail 0.0635 4524 23528 520 Fail 0.0649 4252 22287 524 Fail 0.0663 4017 21168 526 Fail 0.0678 3782 20101 531 Fail 0.0692 3546 19107 538 Fail 0.0706 3337 18127 543 Fail 0.0720 3136 17222 549 Fail 0.0735 2952 16388 555 Fail 0.0749 2785 15545 558 Fail 0.0763 2599 14792 569 Fail 0.0778 2447 14095 576 Fail 0.0792 2304 13421 582 Fail 0.0806 2160 12778 591 Fail 0.0820 2025 12194 602 Fail 0.0835 1898 11650 613 Fail 0.0849 1790 11152 623 Fail 0.0863 1687 10664 632 Fail 0.0878 1583 10194 643 Fail 0.0892 1483 9749 657 Fail 0.0906 1379 9315 675 Fail 0.0920 1292 8898 688 Fail 0.0935 1219 8528 699 Fail 0.0949 1155 8136 704 Fail 0.0963 1098 7777 708 Fail 0.0978 1048 7443 710 Fail 0.0992 997 7129 715 Fail 0.1006 930 6844 735 Fail 0.1021 884 6573 743 Fail 0.1035 841 6305 749 Fail 0.1049 789 6036 765 Fail 0.1063 743 5788 779 Fail 0.1078 716 5576 778 Fail 0.1092 673 5351 795 Fail 0.1106 632 5148 814 Fail 0.1121 596 4964 832 Fail 21679-tesc 4/7/2021 1:14:08 PM Page 12 0.1135 568 4776 840 Fail 0.1149 539 4577 849 Fail 0.1163 497 4398 884 Fail 0.1178 474 4256 897 Fail 0.1192 434 4090 942 Fail 0.1206 401 3951 985 Fail 0.1221 370 3822 1032 Fail 0.1235 348 3679 1057 Fail 0.1249 323 3533 1093 Fail 0.1264 296 3401 1148 Fail 0.1278 274 3281 1197 Fail 0.1292 256 3153 1231 Fail 0.1306 235 3054 1299 Fail 0.1321 217 2935 1352 Fail 0.1335 198 2830 1429 Fail 0.1349 180 2733 1518 Fail 0.1364 158 2646 1674 Fail 0.1378 145 2552 1760 Fail 0.1392 129 2462 1908 Fail 0.1406 119 2387 2005 Fail 0.1421 109 2312 2121 Fail 0.1435 97 2233 2302 Fail 0.1449 91 2167 2381 Fail 0.1464 82 2102 2563 Fail 0.1478 76 2044 2689 Fail 0.1492 69 1969 2853 Fail 0.1506 61 1895 3106 Fail 0.1521 55 1837 3340 Fail 0.1535 48 1773 3693 Fail 0.1549 41 1710 4170 Fail 0.1564 38 1668 4389 Fail 0.1578 33 1632 4945 Fail 0.1592 27 1579 5848 Fail 0.1607 22 1537 6986 Fail 0.1621 21 1489 7090 Fail 0.1635 20 1431 7155 Fail 0.1649 19 1392 7326 Fail 0.1664 17 1358 7988 Fail 0.1678 14 1320 9428 Fail 0.1692 12 1288 10733 Fail 0.1707 9 1256 13955 Fail 0.1721 4 1223 30575 Fail 0.1735 3 1195 39833 Fail 0.1749 3 1174 39133 Fail 0.1764 3 1152 38400 Fail 0.1778 3 1116 37200 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. 21679-tesc 4/7/2021 1:14:08 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. 21679-tesc 4/7/2021 1:14:08 PM Page 14 LID Report 21679-tesc 4/7/2021 1:14:15 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. 21679-tesc 4/7/2021 1:14:15 PM Page 16 Appendix Predeveloped Schematic 21679-tesc 4/7/2021 1:14:16 PM Page 17 Mitigated Schematic 21679-tesc 4/7/2021 1:14:16 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 21679-tesc.wdm MESSU 25 Pre21679-tesc.MES 27 Pre21679-tesc.L61 28 Pre21679-tesc.L62 30 POC21679-tesc1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 SITE MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 21679-tesc 4/7/2021 1:14:16 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 21679-tesc 4/7/2021 1:14:16 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** SITE*** PERLND 10 2.47 COPY 501 12 PERLND 10 2.47 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 21679-tesc 4/7/2021 1:14:16 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 21679-tesc 4/7/2021 1:14:16 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 21679-tesc.wdm MESSU 25 Mit21679-tesc.MES 27 Mit21679-tesc.L61 28 Mit21679-tesc.L62 30 POC21679-tesc1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 21679-tesc 4/7/2021 1:14:16 PM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 21679-tesc 4/7/2021 1:14:16 PM Page 24 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 1.98 COPY 501 12 PERLND 16 1.98 COPY 501 13 IMPLND 1 0.49 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 21679-tesc 4/7/2021 1:14:16 PM Page 25 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 21679-tesc 4/7/2021 1:14:16 PM Page 26 Predeveloped HSPF Message File 21679-tesc 4/7/2021 1:14:16 PM Page 27 Mitigated HSPF Message File 21679-tesc 4/7/2021 1:14:16 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. 2005-2021; 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 IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT SCALE: 1"=40' IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4188SUMPTER SHORT PLATKIM GREER5007 E CORAL LANESPOKANE, WA 99223SUMPTER SHORT PLATLUA: 19-000091C: 18-006619SUMPTER SHORT PLATPR: 19-0000919/13/2021 SUMPTER SHORT PLAT Tab 9.0 21679-TIR.docx 9.0 BOND QUANTITIES AND FACILITY SUMMARIES Figure 9.1 – Bond Quantity Worksheet Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date Prepared: Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Project Name: Project Owner: CED Plan # (LUA):Phone: CED Permit # (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:YES Water Service Provided by: If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: Barghausen Consultant Engineers Abbreviated Legal Description: Abbreviated Legal 14204 156th Ave SE SE 142nd PL and 156th AVE SE 18215 72nd Ave S Engineer Stamp Required (all cost estimates must have original wet stamp and signature) Clearing and Grading Utility Providers 509-280-2151 Prepared by: btalkington@barghausen.com Barry Talkington 4252516222 SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION KC WATER DISTRICT 90 CITY OF RENTON 10/19/2021 FOR APPROVALProject Phase 1 41423 404188 TBD Project Location and Description Project Owner Information Sumpter Short Plat Spokane, WA 99223 1423059013 Kim Greer 19-000091 5007 E Coral Lane Page 2 of 16 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 10/20/21 1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal Page 3 of 16 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Unit Reference #Price Unit Quantity Cost Backfill & compaction-embankment ESC-1 6.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$ Each 7 560.00 Catch Basin Protection ESC-3 35.50$ Each 4 142.00 Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$ CY Ditching ESC-5 9.00$ CY Excavation-bulk ESC-6 2.00$ CY Fence, silt ESC-7 SWDM 5.4.3.1 1.50$ LF 725 1,087.50 Fence, Temporary (NGPE)ESC-8 1.50$ LF 650 975.00 Geotextile Fabric ESC-9 2.50$ SY Hay Bale Silt Trap ESC-10 0.50$ Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$ SY 12000 9,600.00 Interceptor Swale / Dike ESC-12 1.00$ LF 770 770.00 Jute Mesh ESC-13 SWDM 5.4.2.2 3.50$ SY Level Spreader ESC-14 1.75$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.50$ SY 12000 30,000.00 Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$ SY Piping, temporary, CPP, 6"ESC-17 12.00$ LF Piping, temporary, CPP, 8"ESC-18 14.00$ LF Piping, temporary, CPP, 12"ESC-19 18.00$ LF 120 2,160.00 Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$ SY Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$ Each 1 1,800.00 Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$ Each Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$ Each Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$ LF 10 700.00 Seeding, by hand ESC-27 SWDM 5.4.2.4 1.00$ SY Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00$ SY TESC Supervisor ESC-30 110.00$ HR 160 17,600.00 Water truck, dust control ESC-31 SWDM 5.4.7 140.00$ HR 160 22,400.00 Unit Reference #Price Unit Quantity Cost 4,500.00$ LS 1 4,500.00 1,800.00$ LS 1 1,800.00 EROSION/SEDIMENT SUBTOTAL:94,094.50 SALES TAX @ 10%9,409.45 EROSION/SEDIMENT TOTAL:103,503.95 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) Removal of Onsite water well per DOE Removal of Onsite Septic per DOE WRITE-IN-ITEMS Page 4 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost GENERAL ITEMS Backfill & Compaction- embankment GI-1 6.00$ CY 500 3,000.00 2000 12,000.00 6000 36,000.00 Backfill & Compaction- trench GI-2 9.00$ CY 500 4,500.00 Clear/Remove Brush, by hand (SY)GI-3 1.00$ SY Bollards - fixed GI-4 240.74$ Each 5 1,203.70 Bollards - removable GI-5 452.34$ Each 5 2,261.70 Clearing/Grubbing/Tree Removal GI-6 10,000.00$ Acre 0.1 1,000.00 0.42 4,200.00 2.2 22,000.00 Excavation - bulk GI-7 2.00$ CY 500 1,000.00 2000 4,000.00 8750 17,500.00 Excavation - Trench GI-8 5.00$ CY 500 2,500.00 750 3,750.00 Fencing, cedar, 6' high GI-9 20.00$ LF 2000 40,000.00 Fencing, chain link, 4'GI-10 38.31$ LF 100 3,831.00 Fencing, chain link, vinyl coated, 6' high GI-11 20.00$ LF 340 6,800.00 Fencing, chain link, gate, vinyl coated, 20' GI-12 1,400.00$ Each 1 1,400.00 Fill & compact - common barrow GI-13 25.00$ CY 500 12,500.00 2000 50,000.00 3500 87,500.00 Fill & compact - gravel base GI-14 27.00$ CY Fill & compact - screened topsoil GI-15 39.00$ CY 4000 156,000.00 Gabion, 12" deep, stone filled mesh GI-16 65.00$ SY Gabion, 18" deep, stone filled mesh GI-17 90.00$ SY Gabion, 36" deep, stone filled mesh GI-18 150.00$ SY Grading, fine, by hand GI-19 2.50$ SY Grading, fine, with grader GI-20 2.00$ SY 200 400.00 900 1,800.00 600 1,200.00 Monuments, 3' Long GI-21 250.00$ Each 2 500.00 Sensitive Areas Sign GI-22 7.00$ Each Sodding, 1" deep, sloped ground GI-23 8.00$ SY Surveying, line & grade GI-24 850.00$ Day Surveying, lot location/lines GI-25 1,800.00$ Acre 0.2 360.00 0.42 756.00 2 3,600.00 Topsoil Type A (imported)GI-26 28.50$ CY Traffic control crew ( 2 flaggers )GI-27 120.00$ HR 8 960.00 Trail, 4" chipped wood GI-28 8.00$ SY Trail, 4" crushed cinder GI-29 9.00$ SY Trail, 4" top course GI-30 12.00$ SY Conduit, 2"GI-31 5.00$ LF 1500 7,500.00 Wall, retaining, concrete GI-32 55.00$ SF Wall, rockery GI-33 15.00$ SF SUBTOTAL THIS PAGE:26,220.00 77,006.00 386,796.40 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 5 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) ROAD IMPROVEMENT/PAVEMENT/SURFACING AC Grinding, 4' wide machine < 1000sy RI-1 30.00$ SY 100 3,000.00 AC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$ SY AC Grinding, 4' wide machine > 2000sy RI-3 10.00$ SY AC Removal/Disposal RI-4 35.00$ SY 200 7,000.00 Barricade, Type III ( Permanent )RI-5 56.00$ LF Guard Rail RI-6 30.00$ LF Curb & Gutter, rolled RI-7 17.00$ LF Curb & Gutter, vertical RI-8 12.50$ LF 170 2,125.00 400 5,000.00 500 6,250.00 Curb and Gutter, demolition and disposal RI-9 18.00$ LF Curb, extruded asphalt RI-10 5.50$ LF Curb, extruded concrete RI-11 7.00$ LF 20 140.00 Sawcut, asphalt, 3" depth RI-12 1.85$ LF 400 740.00 Sawcut, concrete, per 1" depth RI-13 3.00$ LF Sealant, asphalt RI-14 2.00$ LF Shoulder, gravel, 4" thick RI-15 15.00$ SY Sidewalk, 4" thick RI-16 38.00$ SY 105 3,990.00 600 22,800.00 400 15,200.00 Sidewalk, 4" thick, demolition and disposal RI-17 32.00$ SY Sidewalk, 5" thick RI-18 41.00$ SY 33 1,353.00 100 4,100.00 Sidewalk, 5" thick, demolition and disposal RI-19 40.00$ SY Sign, Handicap RI-20 85.00$ Each Striping, per stall RI-21 7.00$ Each Striping, thermoplastic, ( for crosswalk )RI-22 3.00$ SF 40 120.00 Striping, 4" reflectorized line RI-23 0.50$ LF Additional 2.5" Crushed Surfacing RI-24 3.60$ SY HMA 1/2" Overlay 1.5" RI-25 14.00$ SY HMA 1/2" Overlay 2"RI-26 18.00$ SY 120 2,160.00 HMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$ SY HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$ SY 80 3,600.00 500 22,500.00 1000 45,000.00 HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$ SY HMA Road, 4", 4.5" ATB RI-31 38.00$ SY Gravel Road, 4" rock, First 2500 SY RI-32 15.00$ SY Gravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$ SY Thickened Edge RI-34 8.60$ LF SUBTOTAL THIS PAGE:22,875.00 51,653.00 70,550.00 (B)(C)(D)(E) Page 6 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL-1 21.00$ SY 2" AC, 1.5" top course & 2.5" base course PL-2 28.00$ SY 4" select borrow PL-3 5.00$ SY 1.5" top course rock & 2.5" base course PL-4 14.00$ SY SUBTOTAL PARKING LOT SURFACING: (B)(C)(D)(E) LANDSCAPING & VEGETATION No. Street Trees LA-1 250.00$ EA 10 2,500.00 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 500.00$ MSF 6 3,000.00 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION:5,500.00 (B)(C)(D)(E) TRAFFIC & LIGHTING No. Signs TR-1 Street Light System ( # of Poles)TR-2 10,000.00$ EA 6 60,000.00 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING:60,000.00 (B)(C)(D)(E) WRITE-IN-ITEMS Lock and Load Retaining Wall 30.00$ SF 3100 93,000.00 SUBTOTAL WRITE-IN ITEMS:93,000.00 STREET AND SITE IMPROVEMENTS SUBTOTAL:114,595.00 128,659.00 550,346.40 SALES TAX @ 10%11,459.50 12,865.90 55,034.64 STREET AND SITE IMPROVEMENTS TOTAL:126,054.50 141,524.90 605,381.04 (B)(C)(D)(E) Page 7 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D-1 26.00$ SY 100 2,600.00 * (CBs include frame and lid) Beehive D-2 90.00$ Each Through-curb Inlet Framework D-3 400.00$ Each CB Type I D-4 1,500.00$ Each 2 3,000.00 5 7,500.00 CB Type IL D-5 1,750.00$ Each CB Type II, 48" diameter D-6 2,300.00$ Each 3 6,900.00 4 9,200.00 for additional depth over 4' D-7 480.00$ FT CB Type II, 54" diameter D-8 2,500.00$ Each for additional depth over 4'D-9 495.00$ FT CB Type II, 60" diameter D-10 2,800.00$ Each for additional depth over 4'D-11 600.00$ FT CB Type II, 72" diameter D-12 6,000.00$ Each for additional depth over 4'D-13 850.00$ FT CB Type II, 96" diameter D-14 14,000.00$ Each for additional depth over 4'D-15 925.00$ FT Trash Rack, 12"D-16 350.00$ Each Trash Rack, 15"D-17 410.00$ Each Trash Rack, 18"D-18 480.00$ Each 1 480.00 Trash Rack, 21"D-19 550.00$ Each Cleanout, PVC, 4"D-20 150.00$ Each Cleanout, PVC, 6"D-21 170.00$ Each 2 340.00 25 4,250.00 Cleanout, PVC, 8"D-22 200.00$ Each Culvert, PVC, 4" D-23 10.00$ LF Culvert, PVC, 6" D-24 13.00$ LF 20 260.00 1020 13,260.00 Culvert, PVC, 8" D-25 15.00$ LF Culvert, PVC, 12" D-26 23.00$ LF Culvert, PVC, 15" D-27 35.00$ LF Culvert, PVC, 18" D-28 41.00$ LF Culvert, PVC, 24"D-29 56.00$ LF Culvert, PVC, 30" D-30 78.00$ LF Culvert, PVC, 36" D-31 130.00$ LF Culvert, CMP, 8"D-32 19.00$ LF Culvert, CMP, 12"D-33 29.00$ LF SUBTOTAL THIS PAGE:480.00 10,500.00 36,810.00 (B) (C) (D) (E) Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 8 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued) Culvert, CMP, 15"D-34 35.00$ LF Culvert, CMP, 18"D-35 41.00$ LF Culvert, CMP, 24"D-36 56.00$ LF Culvert, CMP, 30"D-37 78.00$ LF Culvert, CMP, 36"D-38 130.00$ LF Culvert, CMP, 48"D-39 190.00$ LF Culvert, CMP, 60"D-40 270.00$ LF Culvert, CMP, 72"D-41 350.00$ LF Culvert, Concrete, 8"D-42 42.00$ LF Culvert, Concrete, 12"D-43 48.00$ LF Culvert, Concrete, 15"D-44 78.00$ LF Culvert, Concrete, 18"D-45 48.00$ LF Culvert, Concrete, 24"D-46 78.00$ LF Culvert, Concrete, 30"D-47 125.00$ LF Culvert, Concrete, 36"D-48 150.00$ LF Culvert, Concrete, 42"D-49 175.00$ LF Culvert, Concrete, 48"D-50 205.00$ LF Culvert, CPE Triple Wall, 6" D-51 14.00$ LF Culvert, CPE Triple Wall, 8" D-52 16.00$ LF Culvert, CPE Triple Wall, 12" D-53 24.00$ LF Culvert, CPE Triple Wall, 15" D-54 35.00$ LF Culvert, CPE Triple Wall, 18" D-55 41.00$ LF Culvert, CPE Triple Wall, 24" D-56 56.00$ LF Culvert, CPE Triple Wall, 30" D-57 78.00$ LF Culvert, CPE Triple Wall, 36" D-58 130.00$ LF Culvert, LCPE, 6"D-59 60.00$ LF Culvert, LCPE, 8"D-60 72.00$ LF Culvert, LCPE, 12"D-61 84.00$ LF 15 1,260.00 330 27,720.00 Culvert, LCPE, 15"D-62 96.00$ LF Culvert, LCPE, 18"D-63 108.00$ LF 160 17,280.00 Culvert, LCPE, 24"D-64 120.00$ LF Culvert, LCPE, 30"D-65 132.00$ LF Culvert, LCPE, 36"D-66 144.00$ LF Culvert, LCPE, 48"D-67 156.00$ LF Culvert, LCPE, 54"D-68 168.00$ LF SUBTOTAL THIS PAGE:18,540.00 27,720.00 (B) (C) (D) (E) Page 9 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued) Culvert, LCPE, 60"D-69 180.00$ LF Culvert, LCPE, 72"D-70 192.00$ LF Culvert, HDPE, 6"D-71 42.00$ LF Culvert, HDPE, 8"D-72 42.00$ LF Culvert, HDPE, 12"D-73 74.00$ LF Culvert, HDPE, 15"D-74 106.00$ LF Culvert, HDPE, 18"D-75 138.00$ LF Culvert, HDPE, 24"D-76 221.00$ LF Culvert, HDPE, 30"D-77 276.00$ LF Culvert, HDPE, 36"D-78 331.00$ LF Culvert, HDPE, 48"D-79 386.00$ LF Culvert, HDPE, 54"D-80 441.00$ LF Culvert, HDPE, 60"D-81 496.00$ LF Culvert, HDPE, 72"D-82 551.00$ LF Pipe, Polypropylene, 6"D-83 84.00$ LF Pipe, Polypropylene, 8"D-84 89.00$ LF Pipe, Polypropylene, 12"D-85 95.00$ LF Pipe, Polypropylene, 15"D-86 100.00$ LF Pipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 111.00$ LF Pipe, Polypropylene, 30"D-89 119.00$ LF Pipe, Polypropylene, 36"D-90 154.00$ LF Pipe, Polypropylene, 48"D-91 226.00$ LF Pipe, Polypropylene, 54"D-92 332.00$ LF Pipe, Polypropylene, 60"D-93 439.00$ LF Pipe, Polypropylene, 72"D-94 545.00$ LF Culvert, DI, 6"D-95 61.00$ LF Culvert, DI, 8"D-96 84.00$ LF Culvert, DI, 12"D-97 106.00$ LF 350 37,100.00 Culvert, DI, 15"D-98 129.00$ LF Culvert, DI, 18"D-99 152.00$ LF 140 21,280.00 Culvert, DI, 24"D-100 175.00$ LF Culvert, DI, 30"D-101 198.00$ LF Culvert, DI, 36"D-102 220.00$ LF Culvert, DI, 48"D-103 243.00$ LF Culvert, DI, 54"D-104 266.00$ LF Culvert, DI, 60"D-105 289.00$ LF Culvert, DI, 72"D-106 311.00$ LF SUBTOTAL THIS PAGE:21,280.00 37,100.00 Page 10 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES (B) (C) (D) (E) Page 11 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Specialty Drainage Items Ditching SD-1 9.50$ CY Flow Dispersal Trench (1,436 base+)SD-3 28.00$ LF French Drain (3' depth)SD-4 26.00$ LF 90 2,340.00 Geotextile, laid in trench, polypropylene SD-5 3.00$ SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$ Each Pond Overflow Spillway SD-7 16.00$ SY Restrictor/Oil Separator, 12"SD-8 1,150.00$ Each Restrictor/Oil Separator, 15"SD-9 1,350.00$ Each Restrictor/Oil Separator, 18"SD-10 1,700.00$ Each Riprap, placed SD-11 42.00$ CY Tank End Reducer (36" diameter)SD-12 1,200.00$ Each Infiltration pond testing SD-13 125.00$ HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:2,340.00 (B) (C) (D) (E) STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch) Detention Pond SF-1 Each Detention Tank SF-2 Each Detention Vault SF-3 Each Infiltration Pond SF-4 Each Infiltration Tank SF-5 50,000.00$ Each 1 50,000.00 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:50,000.00 (B) (C) (D) (E) Page 12 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs) StormFilter WI-1 30,000.00$ EA 1 30,000.00 CDS WI-2 20,000.00$ EA 1 20,000.00 WI-3 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS:50,000.00 DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:480.00 50,320.00 203,970.00 SALES TAX @ 10%48.00 5,032.00 20,397.00 DRAINAGE AND STORMWATER FACILITIES TOTAL:528.00 55,352.00 224,367.00 (B) (C) (D) (E) Page 13 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Connection to Existing Watermain W-1 2,000.00$ Each Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$ LF Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$ LF Gate Valve, 4 inch Diameter W-7 500.00$ Each Gate Valve, 6 inch Diameter W-8 700.00$ Each Gate Valve, 8 Inch Diameter W-9 800.00$ Each Gate Valve, 10 Inch Diameter W-10 1,000.00$ Each Gate Valve, 12 Inch Diameter W-11 1,200.00$ Each Fire Hydrant Assembly W-12 4,000.00$ Each Permanent Blow-Off Assembly W-13 1,800.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,500.00$ Each Compound Meter Assembly 3-inch Diameter W-16 8,000.00$ Each Compound Meter Assembly 4-inch Diameter W-17 9,000.00$ Each Compound Meter Assembly 6-inch Diameter W-18 10,000.00$ Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$ Each WATER SUBTOTAL: SALES TAX @ 10% WATER TOTAL: (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 14 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 CED Permit #:404188 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,000.00$ Each 8 8,000.00 Grease Interceptor, 500 gallon SS-2 8,000.00$ Each Grease Interceptor, 1000 gallon SS-3 10,000.00$ Each Grease Interceptor, 1500 gallon SS-4 15,000.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$ LF 250 23,750.00 Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$ LF 260 27,300.00 610 64,050.00 Sewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 115.00$ LF Sewer Pipe, DI, 12 Inch Diameter SS-10 130.00$ LF Manhole, 48 Inch Diameter SS-11 6,000.00$ Each 3 18,000.00 3 18,000.00 Manhole, 54 Inch Diameter SS-13 6,500.00$ Each Manhole, 60 Inch Diameter SS-15 7,500.00$ Each Manhole, 72 Inch Diameter SS-17 8,500.00$ Each Manhole, 96 Inch Diameter SS-19 14,000.00$ Each Pipe, C-900, 12 Inch Diameter SS-21 180.00$ LF Outside Drop SS-24 1,500.00$ LS Inside Drop SS-25 1,000.00$ LS Sewer Pipe, PVC, ____ Inch Diameter SS-26 Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL:45,300.00 113,800.00 SALES TAX @ 10%4,530.00 11,380.00 SANITARY SEWER TOTAL:49,830.00 125,180.00 (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 15 of 16 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200 Date: Name:Project Name: PE Registration No:CED Plan # (LUA): Firm Name:CED Permit # (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)126,054.50$ Future Public Improvements Subtotal (c)191,354.90$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)280,247.00$ (e) (f) Site Restoration Civil Construction Permit Maintenance Bond 119,531.28$ Bond Reduction2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead and profit. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 103,503.95$ 126,054.50$ 469,328.75$ 103,503.95$ -$ 280,247.00$ -$ 572,832.70$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 10/19/2021 Barry Talkington 41423 Barghausen Consultant Engineers R ((b x 150%) + (d x 100%)) S (e) x 150% + (f) x 100% Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2 Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2 T (P +R - S) Prepared by:Project Information CONSTRUCTION BOND AMOUNT */** (prior to permit issuance) 4252516222 btalkington@barghausen.com Sumpter Short Plat 19-000091 14204 156th Ave SE 1423059013 FOR APPROVAL 404188 18215 72nd Ave S Page 16 of 16 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 10/20/2021 Tab 10.0 21679-TIR.docx 10.0 OPERATIONS AND MAINTENANCE MANUAL The site has a single Infiltration Facility and a Contech StormFilter vault located within Tract A of the proposed plat. Maintenance of these facilities shall be the responsibility of the individual lot owners within the project development. The onsite conveyance system consists of a series of catch basins and storm pipes, which direct stormwater to the drainage facilities within Tract A. Onsite Conveyance Systems within the right of way will be inspected and maintained by the City of Renton and HOA. Onsite conveyance systems within the drainage easements or tracts will be maintained by the property owners through the Homeowners' Association created by the subdivision (with each property owner having equal responsibility for maintenance). These conveyance elements include those entering and exiting the tract from/to the public right-of-way. For conveyance pipes entering the tract from right-of-way, responsibility begins at the last structure prior to entering the tract. For conveyance pipes exiting the tract to right-of-way, responsibility ends at the next downstream structure. The easement shall grant the City rights for inspection. Maintenance of the above listed stormwater facilities shall be conducted on an annual basis. Please refer to the maintenance requirements within this section. 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 12/12/2016 2017 City of Renton Surface Water Design Manual A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure 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 structure. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. 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 structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and 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 structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure 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 structure 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. Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damaged FROP-T T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-9 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED FROP-T Section (cont.) Damaged FROP-T (cont.) Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing cleanout gate Cleanout gate is missing. Replace cleanout gate. Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing orifice plate Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions to orifice plate Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions to overflow pipe Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip of overflow pipe Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (If applicable) 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. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation growth Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-13 NO. 7 – DEBRIS BARRIERS (E.G., TRASH RACKS) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED. Site Trash and debris Trash or debris plugging more than 20% of the area of the barrier. Barrier clear to receive capacity flow. Sediment accumulation Sediment accumulation of greater than 20% of the area of the barrier Barrier clear to receive capacity flow. Structure Cracked, broken, or loose pipe or structure Structure which bars attached to is damaged – pipe is loose or cracked or concrete structure is cracked, broken, or loose. Structure barrier attached to is sound. Bars Incorrect bar spacing Bar spacing exceeds 6 inches. Bars have at most 6 inches spacing. Damaged or missing bars Bars are bent out of shape more than 3 inches. Bars in place with no bends more than ¾ inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% deterioration to any part of barrier. Repair or replace barrier to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-14 NO. 8 – ENERGY DISSIPATERS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved rock Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil. Rock pad prevents erosion. Dispersion Trench Pipe plugged with sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned/flushed so that it matches design. Not discharging water properly Visual evidence of water discharging at concentrated points along trench (normal condition is a “sheet flow” of water along trench). Water discharges from feature by sheet flow. Perforations plugged Over 1/4 of perforations in pipe are plugged with debris or sediment. Perforations freely discharge flow. Water flows out top of “distributor” catch basin. Water flows out of distributor catch basin during any storm less than the design storm. No flow discharges from distributor catch basin. Receiving area over-saturated Water in receiving area is causing or has potential of causing landslide problems. No danger of landslides. Gabions Damaged mesh Mesh of gabion broken, twisted or deformed so structure is weakened or rock may fall out. Mesh is intact, no rock missing. Corroded mesh Gabion mesh shows corrosion through more than ¼ of its gage. All gabion mesh capable of containing rock and retaining designed form. Collapsed or deformed baskets Gabion basket shape deformed due to any cause. All gabion baskets intact, structure stands as designed. Missing rock Any rock missing that could cause gabion to loose structural integrity. No rock missing. Manhole/Chamber Worn or damaged post, baffles or side of chamber Structure dissipating flow deteriorates to ½ or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. Structure is in no danger of failing. Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch or any evidence of soil entering the structure through cracks, or maintenance inspection personnel determines that the structure is not structurally sound. Manhole/chamber is sealed and structurally sound. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No soil or water enters and no water discharges at the joint of inlet/outlet pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-15 NO. 9 – FENCING MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Erosion or holes under fence Erosion or holes more than 4 inches high and 12-18 inches wide permitting access through an opening under a fence. No access under the fence. Wood Posts, Boards and Cross Members Missing or damaged parts Missing or broken boards, post out of plumb by more than 6 inches or cross members broken No gaps on fence due to missing or broken boards, post plumb to within 1½ inches, cross members sound. Weakened by rotting or insects Any part showing structural deterioration due to rotting or insect damage All parts of fence are structurally sound. Damaged or failed post foundation Concrete or metal attachments deteriorated or unable to support posts. Post foundation capable of supporting posts even in strong wind. Metal Posts, Rails and Fabric Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1½ inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Fence is aligned and meets design standards. Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or protective coating Part or parts that have a rusting or scaling condition that has affected structural adequacy. Structurally adequate posts or parts with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-16 NO. 10 – GATES/BOLLARDS/ACCESS BARRIERS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Chain Link Fencing Gate Damaged or missing members Missing gate. Gates in place. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Hinges intact and lubed. Gate is working freely. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Gate is aligned and vertical. Missing stretcher bar, stretcher bands, and ties. Stretcher bar, bands, and ties in place. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. Bar Gate Damaged or missing cross bar Cross bar does not swing open or closed, is missing or is bent to where it does not prevent vehicle access. Cross bar swings fully open and closed and prevents vehicle access. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Support post damaged Support post does not hold cross bar up. Cross bar held up preventing vehicle access into facility. Bollards Damaged or missing bollards Bollard broken, missing, does not fit into support hole or hinge broken or missing. No access for motorized vehicles to get into facility. Bollards do not lock Locking assembly or lock missing or cannot be attached to lock bollard in place. No access for motorized vehicles to get into facility. Boulders Dislodged boulders Boulders not located to prevent motorized vehicle access. No access for motorized vehicles to get into facility. Evidence of vehicles circumventing boulders Motorized vehicles going around or between boulders. No access for motorized vehicles to get into facility. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-17 NO. 11 – GROUNDS (LANDSCAPING) 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. Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged tree or shrub identified Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-18 NO. 12 – ACCESS ROADS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet (i.e., trash and debris would fill up one standards size garbage can). Roadway drivable by maintenance vehicles. Debris which could damage vehicle tires or prohibit use of road. Roadway drivable by maintenance vehicles. 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. Blocked roadway Any obstruction which reduces clearance above road surface to less than 14 feet. Roadway overhead clear to 14 feet high. Any obstruction restricting the access to a 10- to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. At least 12-foot of width on access road. Road Surface Erosion, settlement, potholes, soft spots, ruts Any surface defect which hinders or prevents maintenance access. Road drivable by maintenance vehicles. Vegetation on road surface Trees or other vegetation prevent access to facility by maintenance vehicles. Maintenance vehicles can access facility. Shoulders and Ditches Erosion Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Shoulder free of erosion and matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches in height or hinder maintenance access. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. Modular Grid Pavement 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. Damaged or missing blocks/grids Access surface compacted because of broken on missing modular block. Access road surface restored so road infiltrates. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-31 NO. 21 – PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturers’ requirements shall be followed. Facility Documentation Update facility inspection record after each inspection. Maintenance records are up to date. Provide certification of replaced filter media. Filter media is certified to meet manufacturer specifications. Site Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle Once per year. Facility is re-inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Sediment on top of cartridges Varies – Refer to manufacturer’s requirements. Vault is free of sediment. Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Filter Media Standing water in vault Varies – Refer to manufacturer’s requirements. No standing water in vault 24 hours after a rain event. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean-Outs Sediment and debris Underdrains or clean-outs partially plugged or filled with sediment and/or debris. Underdrains and clean-outs free of sediment and debris. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-32 NO. 21 – PROPRIETARY FACILITY CARTRIDGE FILTER SYSTEMS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large Access Doors/Plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-37 NO. 24 – CATCH BASIN INSERT (NOT ALLOWED IN THE CITY FOR OIL CONTROL) APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-39 NO. 27 – GRAVEL FILLED DISPERSION TRENCH BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow to dispersion trench or preventing spreader function. Dispersion trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the dispersion trench is evident. No trash or debris that could get into the dispersion trench can be found. Pipes Plugged inlet The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/root growth in pipes Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged pipe Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken pipe or joint leaks. Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Broken or missing cleanout caps Cleanout caps are broken, missing, or buried. Cleanout caps are accessible and intact. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Perforated pipe plugged Flow not able to enter or properly exit from perforated pipe. Water freely enters and exits perforated pipe. Flow not spreading evenly at outlet of trench Outlet flows channelizing or not spreading evenly from trench. Sheet flow occurs at the outlet of the trench. Cleanout/inspection access does not allow cleaning or inspection of perforated pipe The cleanout/inspection access is not available. Cleanout/inspection access is available. Filter Media Plugged filter media Filter media plugged. Flow through filter media is normal. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-40 NO. 28 – NATIVE VEGETATED SURFACE/NATIVE VEGETATED LANDSCAPE BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the native vegetated surface/native vegetated landscape site. Native vegetated surface site free of any trash or debris. Vegetation Insufficient vegetation Less than two species each of native trees, shrubs, and groundcover occur in the design area. A minimum of two species each of native trees, shrubs, and groundcover is established and healthy. Poor vegetation coverage Less than 90% if the required vegetated area has healthy growth. A minimum of 90% of the required vegetated area has healthy growth. Undesirable vegetation present Weeds, blackberry, and other undesirable plants are invading more than 10% of vegetated area. Less than 10% undesirable vegetation occurs in the required native vegetated surface area. Vegetated Area Soil compaction Soil in the native vegetation area compacted. Less than 8% of native vegetation area is compacted. Insufficient vegetation Less than 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. A minimum of 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. Excess slope Slope of native vegetation area greater than 15%. Slope of native growth area does not exceed 15%. NO. 29 – PERFORATED PIPE CONNECTIONS BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow into perforated pipe system or outfall of BMP is plugged or otherwise nonfunctioning. Outfall of BMP is receiving designed flows from perforated pipe connection. Inflow Inflow impeded Inflow into the perforated pipe is partially or fully blocked or altered to prevent flow from getting into the pipe. Inflow to the perforated pipe is unimpeded. Pipe Trench Area Surface compacted Ground surface over the perforated pipe trench is compacted or covered with impermeable material. Ground surface over the perforated pipe is not compacted and free of any impervious cover. Outflow Outflow impeded Outflow from the perforated pipe into the public drainage system is blocked. Outflow to the public drainage system is unimpeded. Outfall Area Erosion or landslides Existence of the perforated pipe is causing or exasperating erosion or landslides. Perforated pipe system is sealed off and an alternative BMP is implemented. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction • To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-48 NO. 39 – RETAINED TREES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or acceptable substitute NO. 40 – FILTERRA SYSTEM MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed. Facility – General Requirements Life cycle Once per year, except mulch and trash removal twice per year Facility is re-inspected and any needed maintenance performed 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 Excessive sediment or trash accumulation Accumulated sediments or trash impair free flow of water into system Inlet should be free of obstructions allowing free distributed flow of water into system Mulch Cover Trash and floatable debris accumulation Excessive trash and/or debris accumulation Minimal trash or other debris on mulch cover. Mulch cover raked level. “Ponding” of water on mulch cover “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils Stormwater should drain freely and evenly through mulch cover Proprietary Filter Media/ Vegetation Substrate “Ponding” of water on mulch cover after mulch cover has been maintained Excessive fine sediment passes the mulch cover and clogs the filter media/vegetative substrate Stormwater should drain freely and evenly through mulch cover. Replace substrate and vegetation when needed Vegetation Plants not growing or in poor condition Soil/mulch too wet, evidence of spill, incorrect plant selection, pest infestation, and/or vandalism to plants Plants should be healthy and pest free Media/mulch too dry Irrigation is required Plants absent Plants absent Appropriate plants are present Excessive plant growth Excessive plant growth inhibits facility function or becomes a hazard for pedestrian and vehicular circulation and safety Pruning and/or thinning vegetation maintains proper plant density. Appropriate plants are present. Structure Structure has visible cracks Cracks wider than ½ inch Evidence of soil particles entering the structure through the cracks Structure is sealed and structurally sound