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__________________________________ _________________________________________ 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 __________________ __________________ __________________ Eric Ott, City of Renton Kennydale Reservoir 24 N 5E 32 1404 North 30th Street Renton, WA 98056 X Murraysmith, Inc. (425) 252-9003 X X X FAA and FCC, NPDES X Conditional Use, Mechanical, Electrical X (425) 460-7295 1055 South Grady Way Renton, WA 98057 X X TBD TBD Cheyenne Covington, PE X DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 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 ______________________ _____________________________________Wellhead/Aquifer Protection Zone - Zone 2X Lake Washington East Basin N/A N/A TBD 2017 City of Renton Surface Water Design Manual DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 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: _________________________ Type A Hydrologic Soils 16% max Low TBD TBD TBD X Aquifer Protection Area - Zone 2 / Groundwater Protection 1 1/17/2017 Last on-site catch basin Permeable Pavement Infiltration Tank, DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 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: N/A City infrastructure Construction Bond 1, WQ for Presettling and Groundwater Projection None Flow control structure downstream of infiltration facility for reservoir emergency overflow in the event supply pump to reservoir does not automatically shut-off. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 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 > 4ƍ High Structural on Steep Slope Other _______________________________ X X X X X X X X Welded Steel Reservoir X X X X X X X X X Grassed Swale Proprietary Cartridge Perforated CMP X Perforated CMP X X X X X X Permeable Pavement (Access Road) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E $33(1',;% DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 5,290 441 Kennydale Reservoir This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. 4/6/2017 Legend 3000 150 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 300 WGS_1984_Web_Mercator_Auxiliary_Sphere Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels City and County Boundary Other City of Renton Parcels Section Township and Range Kennydale Reservoir Site PROJECT SITE Project Site FIGURE 1 - VICINITY MAP B-1 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6LWH/RFDWLRQ 7KLVPDSLVDXVHUJHQHUDWHGVWDWLFRXWSXWIURPDQ,QWHUQHWPDSSLQJVLWHDQG LVIRUUHIHUHQFHRQO\'DWDOD\HUVWKDWDSSHDURQWKLVPDSPD\RUPD\QRWEH DFFXUDWHFXUUHQWRURWKHUZLVHUHOLDEOH 1RQH /HJHQG 7+,60$3,612772%(86(')251$9,*$7,21 )HHW 1RWHV :*6BB:HEB0HUFDWRUB$X[LOLDU\B6SKHUH ,QIRUPDWLRQ7HFKQRORJ\*,6 5HQWRQ0DS6XSSRUW#5HQWRQZDJRY &LW\DQG&RXQW\%RXQGDU\ 2WKHU &LW\RI5HQWRQ Project Location FIGURE 2 - SITE LOCATION B-2 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E FIGURE 3 - DRAINAGE BASIN LOCATIONS B-3 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6(&7,21 '5$,1$*(5(9,(: &LW\RI5HQWRQ6XUIDFH:DWHU'HVLJQ0DQXDO ),*85($ )/2:&+$57)25'(7(50,1,1*7<3(2)'5$,1$*(5(9,(:5(48,5(' B-4 FIGURE 4 - DRAINAGE REVIEW FLOW CHARTDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6(&7,21 :$7(548$/,7<0(186 &LW\RI5HQWRQ6XUIDFH:DWHU'HVLJQ0DQXDO ),*85( $ :$7(548$/,7<75($70(17)$&,/,7< 6(/(&7,21)/2:&+$57 FIGURE 5 - WQ FLOW CHART B-5 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 4,409735 City of Renton GIS Map - Kennydale 320 Zone Reservoir This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes Downstream conveyance system 10/03/2016 Legend 500 0 250 500 Feet Murray, Smith & Associates RentonMapSupport@Rentonwa.gov City and County Boundary Other City of Renton Parcels Wellhead Protection Area Zones Zone 1 Zone 1 Modified Zone 2 Erosion hazard - high 100' Primary 100' Intermediate 20' Primary 20' Intermediate 5' Primary 5' Intermediate Network Structures Inlet Manhole Utility Vault Unknown Structure Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Wetland Stormwater Main Culvert Open Drains Facility Outline Private Network Structures Inlet Manhole Utility Vault Unknown Structure Private Control Structure Private Discharge Point Private Water Quality Kennydale Reservoir Project Location Downstream Stormwater Ditch N 30th St/Burnett Ave N Storm Improvement Project (30th St & Park Ave to 32nd St & Burnett Ave) 3,3 3 0 f t Stormwater Outfall to Lake Washington 32nd Street 30th Street 31stStreet Park Ave NBurnett Ave N33rd Street 33rd Place 34th Street 18" CPE @ 3.0% 12" Conc @ Unk% 9ft fall btw 30th & 31st inverts 12" Conc @ 9.4%12" Conc @ 3.0% 12" Conc @ 6.1% 12" CPE @ 6.9% 18" CPE @ 0.77% 24" CPE @ 4.5% 24" CPE @ 1.1%24" CPE @ 0.97% 12" PVC @ 15.0% 12" conc @ 1.07% 12" conc @ 0.24%12" conc @ 1.27% 12" conc @ 0.24% 12" conc @ 2.70% FIGURE 6 - DOWNSTREAM CONVEYANCE MAP B-6 Kennydale Zone 320 Reservoir Downstream Conveyance System 10/30/2016 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Stormwater TIRExisting Conditions PlanOctober 20187-ELEVENSHELLNORTH 30TH STREETPROPOSEDTRACT "A"16-1840.211City of RentonKennydale Reservoir ProjectEXISTING PROPERTYLINE (TYP)RIGHT-OF-WAY(TYP)FIGURE 7PROPOSED SITE FORFIRE STATION #15(SEPARATE TIR)PROPOSEDPROPERTY LINEEXISTINGOFFSITECONVEYANCESYSTEMPROPOSEDPROJECT SITERUNOFF EXITS SITETOWARD N 30TH STREETAS SHEET FLOWFLOWARROW (TYP)PROJECT SITEAREAEXISTING TREE (TYP)DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 12"W 2"DR08 ZONE)2"DR12"SD16"W22121412"W 2"DR08 ZONE)2"DR12"SD16"W221214PROPOSED1.29 MG308 ZONE RESERVOIRJanuary 19NORTH 30TH STREETPROPOSEDTRACT "A"PROPOSEDPROPERTY LINECity of RentonKennydale Reservoir ProjectRIGHT-OF-WAY (TYP)FIGURE 8PROPOSED WATER QUALITY VAULTStormwater TIRProposed Conditions Plan16-1840.211FLOW CONTROLSTRUCTURESTORM INFILTRATION ANDOVERFLOW DETENTION SYSTEMNEW NON-PGISROADWAYCONNECTION TO EXISTINGCONVEYANCE SYSTEMPROJECT SITEAREAWATER QUALITYVAULT BY OTHERSTRENCH DRAINLEGEND:ASPHALT PAVEMENT(NON-PGIS)CONCRETE PAVEMENT(NON-PGIS)ASPHALT PAVEMENT(PGIS)PERMEABLE PAVEMENT(NON-PGIS)PERMEABLE PAVEMENT(PGIS)RESERVOIR ROOF(NON-PGIS)CONCRETE PAVEMENT(PGIS)DETENTION SYSTEMBY OTHERSNEW PGIS PERMEABLE PAVEMENTNEW PGISROADWAYNEW NON-PGISRESERVOIR ROOFNEW NON-PGIS PERMEABLE PAVEMENTNEW NON-PGIS CONCRETE PAVEMENTPROPOSED AREASON-SITE TO INFILTRATION FACILITY(SF) (AC)ROOF1,9620.045ASPHALT PAVEMENT (NON-PGIS)2,0420.0469CONCRETE PAVEMENT (NON-PGIS)1,0570.0243PERMEABLE PAVEMENT (NON-PGIS)2,1330.049PERVIOUS (NON-PGIS)7,4750.1716TOTAL IMPERVIOUS7,1940.1652TOTAL PERVIOUS7,4750.1716ON-SITE TO FS* WQ VAULT(SF) (AC)ASPHALT PAVEMENT (NON-PGIS)392 0.009ASPHALT PAVEMENT (PGIS)3,4730.0797TOTAL IMPERVIOUS3,8650.0887TOTAL PERVIOUS00ON-SITE TO FS* DETENTION FACILITY(SF) (AC)ASPHALT PAVEMENT (NON-PGIS)392 0.009ASPHALT PAVEMENT (PGIS)3,4730.0797TOTAL IMPERVIOUS3,8650.0887TOTAL PERVIOUS00ROW BYPASS AREA(SF) (AC)ASPHALT PAVEMENT (PGIS)423 0.0097CONCRETE PAVEMENT (PGIS)331 0.0076WALK (NON-PGIS)60 0.0014TOTAL IMPERVIOUS814 0.0187TOTAL PERVIOUS00TOTAL IMPERVIOUS11,8730.2726TOTAL PERMEABLE PAVEMENT6,2040.1424TOTAL PERVIOUS9,8940.2271TOTAL DISTURBED27,9710.6421*Fire StationDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E FIGURE 9 - FLOW CONTROL MAP B-9 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E FIGURE 10 - AQUIFER PROTECTION ZONES B-10 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E $33(1',;& 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,QDFFRUGDQFHZLWKSHUPLWFRQGLWLRQ6$DFRPSOHWHDSSOLFDWLRQIRUPZLOOEHVXEPLWWHGWR (FRORJ\DQGWKHDSSURSULDWHORFDOMXULVGLFWLRQLIDSSOLFDEOHWREHFRYHUHGE\WKH*HQHUDO 3HUPLW DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6:333 $33(1',;$ DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 5,290 441 Kennydale Reservoir This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. 4/6/2017 Legend 3000 150 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 300 WGS_1984_Web_Mercator_Auxiliary_Sphere Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels City and County Boundary Other City of Renton Parcels Section Township and Range Kennydale Reservoir Site PROJECT SITE Project Site FIGURE 1 - VICINITY MAP B-1 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6LWH/RFDWLRQ 7KLVPDSLVDXVHUJHQHUDWHGVWDWLFRXWSXWIURPDQ,QWHUQHWPDSSLQJVLWHDQG LVIRUUHIHUHQFHRQO\'DWDOD\HUVWKDWDSSHDURQWKLVPDSPD\RUPD\QRWEH DFFXUDWHFXUUHQWRURWKHUZLVHUHOLDEOH 1RQH /HJHQG 7+,60$3,612772%(86(')251$9,*$7,21 )HHW 1RWHV :*6BB:HEB0HUFDWRUB$X[LOLDU\B6SKHUH ,QIRUPDWLRQ7HFKQRORJ\*,6 5HQWRQ0DS6XSSRUW#5HQWRQZDJRY &LW\DQG&RXQW\%RXQGDU\ 2WKHU &LW\RI5HQWRQ Project Location FIGURE 2 - SITE LOCATION B-2 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E PROPOSED 308 ZONE RESERVOIR (50' DIA) BELOW GRADE STORM DETENTION SYSTEM (28'x19') PROPOSED TRACT "A" PROPOSED PROPERTY LINE RETAINING WALL, TYP, SEE DET X, SHT X NO. DATE BY REVISION NOT TO SCALE THEN DRAWING IS NOT MEASURE 1" IF THIS BAR DOES NOTICE CHECKED DRAWN DESIGNED PROJECT NO.: SCALE: DATE:H:\EVT_Projects\16\1840 - Kennydale Reservoir\CAD\Sheets\16-1840-WA-CIVIL-SITE.dwg C-1 7/24/2017 1:42 PM DKH 21.0s (LMS Tech) SHEET 1201 CITY OF RENTON KENNYDALE RESERVOIR 30% SUBMITTAL SW 1/4, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M. RESERVOIR SITE PLAN - NORTH FLOW METER VAULT, SEE SHT M-1 CONTROL VALVE VAULT, SEE SHT M-2 RING WALL FOUNDATION KEYED NOTES: HMA ACCESS ROAD LAWN, SEE LANDSCAPE SHEETS PERVIOUS CONCRETE ROAD LANDSCAPED PLANTING AREA, SEE LANDSCAPE SHEETS 15' SIDE/REAR YARD SETBACK, TYP 10' FULLY SIGHT OBSCURING LANDSCAPE BUFFER, TYP, SEE SHT L-1 30'35'9' PERVIOUS CONCRETE 15' ACCESS ROAD 71' 16' HMA ACCESS ROAD 6' CHAIN LINK FENCE W/ PRIVACY SLATS, TYP, SEE DET X, SHT X SWALE, TYP, SEE DET X, SHT X 16' DOUBLE SWING GATE, SEE DET X, SHT X BELOW GRADE WATER QUALITY VAULT (6.75'x4.3'), SEE DET X, SHT X AIR GAP/DECHLOR MH, SEE DET X, SHT X 10' FIGURE 3 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 7-ELEVEN SHELL NORTH 30TH STREET PROPOSED TRACT "A" NO. DATE BY REVISION NOT TO SCALE THEN DRAWING IS NOT MEASURE 1" IF THIS BAR DOES NOTICE CHECKED DRAWN DESIGNED PROJECT NO.: SCALE: DATE:H:\EVT_Projects\16\1840 - Kennydale Reservoir\CAD\Sheets\16-1840-WA-CIVIL-SITE.dwg C-2 7/21/2017 12:35 PM BRETT.WILLIAMS 21.0s (LMS Tech)SHEET 1201 CITY OF RENTON KENNYDALE RESERVOIR 30% SUBMITTAL SW 1/4, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M. RESERVOIR SITE PLAN - SOUTH 35.0' WIDE DRIVEWAY 25' HMA ACCESS ROAD KEYED NOTES: HMA ACCESS ROAD LAWN, SEE LANDSCAPE SHEETS PERVIOUS CONCRETE ROAD LANDSCAPED PLANTING AREA, SEE LANDSCAPE SHEETS PROPOSED CURB AND SIDEWALK REPLACEMENT, TYP 10' STREET FRONTAGE LANDSCAPE BUFFER, TYP 10' FULLY SIGHT OBSCURING LANDSCAPE BUFFER, TYP, SEE SHT L-1 6' CHAIN LINK FENCE W/ PRIVACY SLATS, TYP, SEE DET X, SHT X SCHEDULE A SCHEDULE B 10' FIGURE 4 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E NO. DATE BY REVISION NOT TO SCALE THEN DRAWING IS NOT MEASURE 1" IF THIS BAR DOES NOTICE CHECKED DRAWN DESIGNED PROJECT NO.: SCALE: DATE:H:\EVT_Projects\16\1840 - Kennydale Reservoir\CAD\Sheets\16-1840-WA-CIVIL-ESCP.dwg C-3 7/21/2017 1:54 PM BRETT.WILLIAMS 21.0s (LMS Tech)SHEET 1201 CITY OF RENTON KENNYDALE RESERVOIR 30% SUBMITTAL SW 1/4, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M. EXISTING CONDITIONS, SITE PREPARATION AND EROSION CONTROL PLAN - NORTH CLEARING LIMITS DEMOLITION KEY NOTES: REMOVE AND DISPOSE EXISTING FENCE REMOVE VEGETATION EROSION CONTROL KEY NOTES: INSTALL HIGH VISIBILITY SILT FENCE LEGEND: REMOVE TREE INLET PROTECTION REMOVE VEGETATION PROTECT EXIST TREE FIGURE 5 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 7-ELEVEN SHELL NORTH 30TH STREET NO. DATE BY REVISION NOT TO SCALE THEN DRAWING IS NOT MEASURE 1" IF THIS BAR DOES NOTICE CHECKED DRAWN DESIGNED PROJECT NO.: SCALE: DATE:H:\EVT_Projects\16\1840 - Kennydale Reservoir\CAD\Sheets\16-1840-WA-CIVIL-ESCP.dwg C-4 7/21/2017 2:05 PM BRETT.WILLIAMS 21.0s (LMS Tech)SHEET 120 1 CITY OF RENTON KENNYDALE RESERVOIR 30% SUBMITTAL SW 1/4, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M. EXISTING CONDITIONS, SITE PREPARATION AND EROSION CONTROL PLAN - SOUTH DEMOLITION KEY NOTES: REMOVE AND DISPOSE EXISTING FENCE REMOVE VEGETATION EROSION CONTROL KEY NOTES: INSTALL INLET PROTECTION INSTALL HIGH VISIBILITY SILT FENCE INSTALL GRAVEL CONSTRUCTION ENTRANCE LEGEND: REMOVE TREE INLET PROTECTION REMOVE VEGETATION PROTECT EXIST TREE CLEARING LIMITS CLEARING LIMITS FIGURE 6 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6:333$33(1',;% DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 3DJH% .HQQ\GDOH5HVHUYRLU $XJXVW 6WRUPZDWHU3ROOXWLRQ3UHYHQWLRQ3ODQ &LW\RI5HQWRQ K?HYWBSURMHFWV??NHQQ\GDOHUHVHUYRLU?VXUIDFHZDWHUUHSRUW?UHSRUW?DSSHQGL[GVZSSS?DSSHQGL[EFRQVWUXFWLRQEPSOLVW?DSSHQGL[EWH[WGRF[ $33(1',;% &216758&7,21%0363(&,),&$7,216 $SSHQGL[%FRQWDLQVVSHFLILFDWLRQVIRUDOORIWKHFRQVWUXFWLRQ%03VOLVWHGLQ6HFWLRQ'RI $SSHQGL['&RQVWUXFWLRQ6WRUPZDWHU3ROOXWLRQ3UHYHQWLRQ6WDQGDUGVRIWKH&LW\RI 5HQWRQ6XUIDFH:DWHU'HVLJQ0DQXDO DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 D-9 D.2 GENERAL CSWPP REQUIREMENTS To satisfy the City of Renton’s requirements for CSWPP, the following steps are required of all construction projects: 1.Design the plan:In accordance with Sections 2.3.1 and 2.3.3 of the SWDM, prepare and submit a technical information report (TIR) and a CSWPP plan (comprised of the ESC plan and the SWPPS plan) for City review. Utilize the standards and details for ESC (Section D.2.1) and SWPPS control (Section D.2.2) of this appendix. Incorporate any City of Renton review comments as necessary to comply with Core Requirement #5, Section 1.2.5 of the SWDM,the Erosion and Sediment Control and Stormwater Pollution Prevention and Spill Control Standards in this appendix. 2.Construct the approved plan:Construct initial ESC, SWPPS and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection measures on site according to the approved CSWPP plan. 3.Maintain the BMPs:Inspect and maintain all CSWPP measures and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection throughout construction in accordance with the inspection and maintenance standards of Section D.2.4.4. Keep current any required documentation and reporting. 4.Manage the project:Make any changes or additions necessary during construction to ensure that CSWPP measures and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection perform in accordance with Core Requirement #5 and Sections D.2.1, D.2.2 and D.2.4. Coordinate construction in consideration of the applied BMP strategies. Ensure pollutant controls, facility processes and reporting requirements are met in accordance with Section D.2.3. The CSWPP supervisor is the primary point of contact for all ESC and SWPPP issues (see Section D.2.3.1). 5.Conclude the plan:Prior to final construction approval, meet all the conditions in Section D.2.4.5 for final stabilization. A National Pollutant Discharge Elimination System (NPDES) General Permit for Construction (pursuant to the Washington State Department of Ecology’s Construction Stormwater General Permit) may also be required for projects that will disturb one or more acres (see SWDM Section 1.2.5.3 for additional information). Proposed projects subject to Simplified Drainage Review as determined in SWDM Section 1.1.2.1 may satisfy City of Renton CSWPP requirements by meeting the Small Site CSWPP requirements specified in Section D.3 and reiterated in Appendix C of the SWDM titled, “Simplified Drainage Requirements.” D.2.1 ESC MEASURES This section details the ESC measures that are required to minimize erosion and sediment transport off a construction site and protect areas of existing and proposed stormwater facilities (flow control facilities, runoff treatment facilities, and on-site BMPs). These ESC measures represent Best Management Practices (BMPs)6 for the control of erosion and entrained sediment as well as other impacts related to construction such as increased runoff due to land disturbing activities. The measures and practices are grouped into nine sections corresponding to each of the nine categories of ESC measures in Core Requirement #5, Section 1.2.5 of the SWDM. The introductory paragraphs at the beginning each section present the basic requirement for that category of measures, the purpose of those measures, installation requirements relative to construction activity, guidelines for the conditions of use, and other information relevant to all measures in the section/category. Compliance with each of the nine categories of the ESC measures, to the 6 Best Management Practices (BMPs)means the best available and reasonable physical, structural, managerial, or behavioral activities, that when singly or in combination, eliminate or reduce the contamination of surface and/or ground waters. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-10 extent applicable and necessary to meet the performance criteria in Section D.2.1, and compliance with the ESC implementation requirements in Section D.2.4, constitutes overall compliance with the City’s ESC Standards. Note: Additional measures shall be required by the City if the existing standards are insufficient to protect adjacent properties, drainage facilities, or water resources. The standards for each individual ESC measure are divided into four sections: 1. Purpose 2. Conditions of Use 3. Design and Installation Specifications 4. Maintenance Requirements. A code and symbol for each measure have also been included for ease of use on ESC plans. Note that the “Conditions of Use” always refers to site conditions. As site conditions change, ESC measures must be changed to remain in compliance with the requirements of this appendix. Whenever compliance with the City’s ESC Standards is required, all of the following categories of ESC measures must be considered for application to the project site as detailed in the following sections: 1.Clearing Limits: Prior to any site clearing or grading, areas to remain undisturbed during project construction shall be delineated on the project’s ESC plan and physically marked on the project site. 2.Cover Measures: Temporary and permanent cover measures shall be provided when necessary to protect disturbed areas. The intent of these measures is to prevent erosion by having as much area as possible covered during any period of precipitation. 3.Perimeter Protection: Perimeter protection to filter sediment from sheet flow shall be provided downstream of all disturbed areas prior to upslope grading. 4.Traffic Area Stabilization: Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized to minimize erosion and tracking of sediment offsite. 5.Sediment Retention: Surface water collected from all disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site, except those areas at the perimeter of the site small enough to be treated solely with perimeter protection. Sediment retention facilities shall be installed prior to grading any contributing area. 6.Surface Water Collection: Surface water collection measures (e.g., ditches, berms, etc.) shall be installed to intercept all surface water from disturbed areas, convey it to a sediment pond or trap, and discharge it downstream of any disturbed areas. Areas at the perimeter of the site, which are small enough to be treated solely with perimeter protection, do not require surface water collection. Significant sources of upstream surface water that drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point downstream of the disturbed areas. Surface water collection measures shall be installed concurrently with or immediately following rough grading and shall be designed, constructed, and stabilized as needed to minimize erosion. 7.Dewatering Control:The water resulting from construction site de-watering activities must be treated prior to discharge or disposed of as specified. 8.Dust Control: Preventative measures to minimize wind transport of soil shall be implemented when a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources. 9.Flow Control:Surface water from disturbed areas must be routed through the project’s onsite flow control facility or other provisions must be made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction (flow control DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-11 facility, runoff treatment facility, and on-site BMP areas [existing or proposed] shall not be used for this purpose). 10.Control Pollutants:Stormwater pollution prevention (SWPPS) measures are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. Section D.2.2 describes BMPs specific to this purpose; additionally, several of the ESC BMPs described herein are applicable. 11.Protect Existing and Proposed Stormwater Facilities and On-site BMPs:Sedimentation and soil compaction reduce the infiltration capacity of native and engineered soils. Protection measures shall be applied/installed and maintained so as to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site BMPs. 12.Maintain Protective BMPs:Protection measures shall be maintained to ensure continued performance of their intended function, to prevent adverse impacts to existing BMPs/facilities and areas of proposed BMPs/facilities, and protect other disturbed areas of the project. 13.Manage the Project:Coordination and timing of site development activities relative to ESC concerns, and timely inspection, maintenance and update of protective measures are necessary to effectively manage the project and ensure the success of protective ESC and SWPPS design and implementation. D.2.1.1 CLEARING LIMITS Prior to any site clearing or grading, those areas that are to remain undisturbed during project construction shall be delineated. At a minimum, clearing limits shall be installed at the edges of all critical area buffers and any other areas required to be left uncleared such as portions of the site subject to clearing limits under RMC 4-4-060, areas around significant trees identified to be retained, on-site BMP areas to be protected, and other areas identified to be left undisturbed to protect sensitive features. Purpose: The purpose of clearing limits is to prevent disturbance of those areas of the project site that are not designated for clearing or grading. This is important because limiting site disturbance is the single most effective method for reducing erosion. Clearing limits may also be used to control construction traffic, thus reducing the disturbance of soil and limiting the amount of sediment tracked off site. When to Install:Clearing limits shall be installed prior to the clearing and/or grading of the site. Measures to Use:Marking clearing limits by delineating the site with a continuous length of brightly colored survey tape is sometimes sufficient. The tape may be supported by vegetation or stakes, and it shall be 3 to 6 feet high and highly visible. Critical areas and their buffers require more substantial protection and shall be delineated with plastic or metal safety fences or stake and wire fences. Fencing may be required at the City’s discretion to control construction traffic or at any location where greater protection is warranted. Permanent fencing may also be used if desired by the applicant. Silt fence, in combination with survey flagging, is also an acceptable method of marking critical areas and their buffers. D.2.1.1.1 PLASTIC OR METAL FENCE Code: FE Symbol: Purpose Fencing is intended to (1) restrict clearing to approved limits; (2) prevent disturbance of critical areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and (4) protect areas where marking with survey tape may not provide adequate protection. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-12 Conditions of Use To establish clearing limits, plastic or metal fence may be used: 1. At the boundary of critical areas, their buffers, and other areas required to be left uncleared. 2. As necessary to control vehicle access to and on the site (see Sections D.2.1.4.1 and D.2.1.4.2). Design and Installation Specifications 1. The fence shall be designed and installed according to the manufacturer’s specifications. 2. The fence shall be at least 3 feet high and must be highly visible. 3. The fence shall not be wired or stapled to trees. Maintenance Requirements 1. If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. 2. Disturbance of a critical area, critical area buffer, native growth retention area, or any other area required to be left undisturbed shall be reported to the City for resolution. D.2.1.2 COVER MEASURES Temporary and permanent cover measures shall be provided to protect all disturbed areas, including the faces of cut and fill slopes. Temporary cover shall be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). These time limits may be relaxed if an area poses a low risk of erosion due to soil type, slope gradient, anticipated weather conditions, or other factors. Conversely, the City may reduce these time limits if site conditions warrant greater protection (e.g., adjacent to significant aquatic resources or highly erosive soils) or if significant precipitation (see Section D.2.4.2) is expected. Any area to remain unworked for more than 30 days shall be seeded or sodded, unless the City determines that winter weather makes vegetation establishment infeasible. During the wet season, slopes and stockpiles at 3H:1V or steeper and with more than ten feet of vertical relief shall be covered if they are to remain unworked for more than 12 hours. Also during the wet season, the material necessary to cover all disturbed areas must be stockpiled on site. The intent of these cover requirements is to have as much area as possible covered during any period of precipitation. Purpose:The purpose of covering exposed soils is to prevent erosion, thus reducing reliance on less effective methods that remove sediment after it is entrained in runoff. Cover is the only practical method of reducing turbidity in runoff. Structural measures, such as silt fences and sediment ponds, are only capable of removing coarse particles and in most circumstances have little to no effect on turbidity. When to Install:Any exposed soils that will remain unworked for more than the time limit set above shall be covered by the end of the working day. If the exposed area is to remain unworked for more than 30 days, the area shall be seeded with the temporary seed mix or an equivalent mix that will provide rapid protection (see Section D.2.1.2.6). If the disturbed area is to remain unworked for a year or more or if the area has reached final grade, permanent seed mix or an equivalent mix shall be applied. Measures to Use:Cover methods include the use of surface roughening, mulch, erosion control nets and blankets, plastic covering, seeding, and sodding. Mulch and plastic sheeting are primarily intended to protect disturbed areas for a short period of time, typically days to a few months. Seeding and sodding are measures for areas that are to remain unworked for months. Erosion nets and blankets are to be used in conjunction with seeding steep slopes. The choice of measures is left to the designer; however, there are restrictions on the use of these methods, which are listed in the “Conditions of Use” and the “Design and Installation Specifications” sections for each measure. The methods listed are by no means exhaustive. Variations on the standards presented here are encouraged if other cost-effective products or methods provide substantially equivalent or superior performance. Also, DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-13 the details of installation can, and should, vary with the site conditions. A useful reference on the application of cover measures in the Puget Sound area is Improving the Cost Effectiveness of Highway Construction Site Erosion and Pollution Control,Horner, Guedry, and Kortenhof (1990). D.2.1.2.1 SURFACE ROUGHENING Purpose The purpose of surface roughening is to aid in the establishment of vegetative cover and to reduce runoff velocity, increase infiltration, and provide for sediment trapping through the provision of a rough soil surface. The rough soil surface may be created by operating a tiller or other equipment on the contour to form horizontal depressions or by leaving slopes in a roughened condition by not fine grading. Conditions of Use 1. All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening. 2. Areas with grades steeper than 3H:1V should be roughened to a depth of 2 to 4 inches prior to seeding. 3. Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. 4. Slopes with a stable rock face do not require roughening. 5. Slopes where mowing is planned should not be excessively roughened. Design and Installation Specifications There are different methods for achieving a roughened soil surface on a slope, and the selection of an appropriate method depends upon the type of slope. Roughening methods include stair-step grading, grooving, contour furrows, and tracking. See Figure D.2.1.2.A for information on tracking and contour furrows. Factors to be considered in choosing a method are slope steepness, mowing requirements, and whether the slope is formed by cutting or filling.Sole reliance on roughening for temporary erosion control is of limited effectiveness in intense rainfall events. Stair-step grading may not be practical for sandy, steep, or shallow soils. 1. Disturbed areas that will not require mowing may be stair-step graded, grooved, or left rough after filling 2. Stair Step grading is particularly appropriate in soils containing large amounts of soft rock. Each “step” catches material that sloughs from above, and provides a level site where vegetation can become established. Stairs should be wide enough to work with standard earth moving equipment. Stair steps must be on contour or gullies will form on the slope. 3. Areas that will be mowed (slopes less steep than 3H:1V) may have small furrows left by disking, harrowing, raking, or seed-planting machinery operated on the contour. 4. Graded areas with slopes greater than 3H:1V but less than 2H:1V should be roughened before seeding. This can be accomplished in a variety of ways, including “track walking” or driving a crawler tractor up and down the slope, leaving a pattern of cleat imprints parallel to slope contours. 5. Tracking is done by operating equipment up and down the slope to leave horizontal depressions in the soil. Maintenance Standards Periodically check roughened, seeded, planted, and mulched slopes for rills and gullies, particularly after a significant storm event. Fill these areas slightly above the original grade, then re-seed and mulch as soon as possible. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-14 FIGURE D.2.1.2.A SURFACE ROUGHENING 50' (15 m ) 1 GROOVES WILL CATCH SEED, FERTILIZER, MULCH, RAINFALL AND DECREASE RUNOFF. "TRACKING" WITH MACHINERY UP AND DOWN THE SLOPE PROVIDES GROOVES THAT WILL CATCH SEED, RAINFALL AND REDUCE RUNOFF. CONTOUR FURROWS TRACKING 6" MIN. (150mm) 3 MAX. SURFACE ROUGHENING BY TRACKING AND CONTOUR FURROWS NTS DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-15 D.2.1.2.2 MULCHING Code: MU Symbol: Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that may be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: 1. On disturbed areas that require cover measures for less than 30 days 2. As a cover for seed during the wet season and during the hot summer months 3. During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. Design and Installation Specifications For mulch materials, application rates, and specifications, see Table D.2.1.2.A.Note: Thicknesses may be increased for disturbed areas in or near critical areas or other areas highly susceptible to erosion. Maintenance Standards 1. The thickness of the cover must be maintained. 2. Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the drainage problem shall be assessed and alternate drainage such as interceptor swales may be needed to fix the problem and the eroded area remulched. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-16 TABLE D.2.1.2.A MULCH STANDARDS AND GUIDELINES Mulch Material Quality Standards Application Rates Remarks Straw Air-dried; free from undesirable seed and coarse material 2Ǝ–3Ǝ thick; 5bales per 1,000 sf or 2– 3 tons per acre Cost-effective protection when applied with adequate thickness. Hand-application generally requires greater thickness than blown straw. Straw should be crimped to avoid wind blow. The thickness of straw may be reduced by half when used in conjunction with seeding. Wood Fiber Cellulose No growth inhibiting factors Approx. 25–30 lbs per 1,000 sf or 1,500–2,000 lbs per acre Shall be applied with hydromulcher. Shall not be used without seed and tackifier unless the application rate is at least doubled. Some wood fiber with very long fibers can be effective at lower application rates and without seed or tackifier. Compost No visible water or dust during handling. Must be purchased from supplier with Solid Waste Handling Permit. 2ƎWKLFNPLQ approx. 100 tons per acre (approx. 1.5 cubic feet per square yard) More effective control can be obtained by increasing thickness to 3Ǝ (2.25 cubic feet per square yard). Excellent mulch for protecting final grades until landscaping because it can be directly seeded or tilled into soil as an amendment. Compost may not be used in Sensitive Lake 7 basins unless analysis of the compost shows no phosphorous release. Hydraulic Matrices (Bonded Fiber Matrix [BFM]) This mulch category includes hydraulic slurries composed of wood fiber, paper fiber or a combination of the two held together by a binding system. The BFM shall be a mixture of long wood fibers and various bonding agents. Apply at rates from 3,000 lbs per acre to 4,000 lbs per acre and based on manufacturers recommendations The BFM shall not be applied immediately before, during or immediately after rainfall so that the matrix will have an opportunity to dry for 24 hours after installation. Application rates beyond 2,500 pounds may interfere with germination and are not usually recommended for turf establishment. BFM is generally a matrix where all fiber and binders are in one bag, rather than having to mix components from various manufacturers to create a matrix. BFMs can be installed via helicopter in remote areas. They are approximately $1,000 per acre cheaper to install. Chipped Site Vegetation Average size shall be several inches. 2Ǝ minimum thickness This is a cost-effective way to dispose of debris from clearing and grubbing, and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approx. 10% because of its tendency to be transported by runoff. It is not recommended within 200 feet of surface waters. If seeding is expected shortly after mulch, the decomposition of the chipped vegetation may tie up nutrients important to grass establishment. 7 Sensitive lake means a lake that has proved to be particularly prone to eutrophication; the City did not have any lakes that had this designation at the time of SWDM adoption. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-17 D.2.1.2.3 NETS AND BLANKETS Code: NE Symbol: Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets are strands of material woven into an open, but high-tensile strength net (for example, jute matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: 1. For permanent stabilization of slopes 2H:1V or greater and with more than 10 feet of vertical relief. 2. In conjunction with seed for final stabilization of a slope, not for temporary cover. However, they may be used for temporary applications as long as the product is not damaged by repeated handling. In fact, this method of slope protection is superior to plastic sheeting, which generates high-velocity runoff (see Section D.2.1.2.4). 3. For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets may be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. Design and Installation Specifications 1.See Figure D.2.1.2.B and Figure D.2.1.2.C for typical orientation and installation of nettings and blankets.Note: Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. 2. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer thoroughly consults the manufacturer’s information and that a site visit takes place in order to ensure that the product specified is appropriate. 3. Jute matting must be used in conjunction with mulch (Section D.2.1.2.2). Excelsior, woven straw blankets, and coir (coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. Other types of products will have to be evaluated individually. In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. 4. Purely synthetic blankets are allowed but shall only be used for long-term stabilization of waterways. The organic blankets authorized above are better for slope protection and short-term waterway protection because they retain moisture and provide organic matter to the soil, substantially improving the speed and success of re-vegetation. Maintenance Standards 1. Good contact with the ground must be maintained, and there must not be erosion beneath the net or blanket. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-18 2. Any areas of the net or blanket that are damaged or not in close contact with the ground shall be repaired and stapled. 3. If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. FIGURE D.2.1.2.B WATERWAY INSTALLATION FIGURE D.2.1.2.C SLOPE INSTALLATION x DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES. x SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT. x ANCHOR, STAPLE, AND INSTALL CHECK SLOTS AS PER MANUFACTURER'S RECOMMENDATIONS. x AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH. x LIME, FERTILIZE AND SEED BEFORE INSTALLATION. MIN.4" OVERLAP' MIN.6" OVERLAP SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT STAPLING PATTERN AS PER MANUFACTURER'S RECOMMENDATION MIN. 2" OVERLAP LIME, FERTILIZE AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER INSTALLATION DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES FOR SLOPES LESS THAN 3H:1V, ROLLS MAY BE PLACED IN HORIZONTAL STRIPS BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS ANCHOR IN 6"x6" MIN. TRENCH AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS MAX. 5' SPACING IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF THE BERM MIN. 6" OVERLAP DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-19 D.2.1.2.4 PLASTIC COVERING Code: PC Symbol: Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of Use 1. Plastic covering may be used on disturbed areas that require cover measures for less than 30 days. 2. Plastic is particularly useful for protecting cut and fill slopes and stockpiles.Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term applications. 3. Clear plastic sheeting may be used over newly-seeded areas to create a greenhouse effect and encourage grass growth. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. 4. Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. Note: There have been many problems with plastic, usually attributable to poor installation and maintenance. However, the material itself can cause problems, even when correctly installed and maintained, because it generates high-velocity runoff and breaks down quickly due to ultraviolet radiation. In addition, if the plastic is not completely removed, it can clog drainage system inlets and outlets. It is highly recommended that alternatives to plastic sheeting be used whenever possible and that its use be limited. Design and Installation Specifications 1. See Figure D.2.1.2.D for details. 2. Plastic sheeting shall have a minimum thickness of 0.06 millimeters. 3. If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. FIGURE D.2.1.2.D PLASTIC COVERING TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED 10' MAX. 10' MAX. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-20 Maintenance Standards for Plastic Covering 1. Torn sheets must be replaced and open seams repaired. 2. If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. 3. When the plastic is no longer needed, it shall be completely removed. D.2.1.2.5 STRAW WATTLES Code: SW Symbol: Purpose Wattles are erosion and sediment control barriers consisting of straw wrapped in biodegradable tubular plastic or similar encasing material. Wattles may reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. Conditions of Use 1. Install on disturbed areas that require immediate erosion protection. 2. Use on slopes requiring stabilization until permanent vegetation can be established. 3. Can be used along the perimeter of a project, as a check dam in unlined ditches and around temporary stockpiles 4. Wattles can be staked to the ground using willow cuttings for added revegetation. 5. Rilling can occur beneath and between wattles if not properly entrenched, allowing water to pass below and between wattles Design and Installation Specifications 1. It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. 2. Narrow trenches should be dug across the slope, on contour, to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and during high rainfall events, the trenches should be dug to a depth of 5 to 7 inches, or ½ to 2/3 of the thickness of the wattle. 3. Start construction of trenches and installing wattles from the base of the slope and work uphill. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other method. Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches should be constructed. 4. Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. 5. Install stakes at each end of the wattle, and at 4 foot centers along the entire length of the wattle. 6. If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. 7. At a minimum, wooden stakes should be approximately ¾ x ¾ x 24 inches. Willow cuttings or 3/8 inch rebar can also be used for stakes. 8. Stakes should be driven through the middle of the wattle, leaving 2 to 3 inches of the stake protruding above the wattle. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-21 Maintenance Standards 1. Inspect wattles prior to forecasted rain, daily during extended rain events, after rain events, weekly during the wet season, and at two week intervals at all other times of the year. 2. Repair or replace split, torn, raveling, or slumping wattles 3. Remove sediment accumulations when exceeding ½ the height between the top of the wattle and the ground surface. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-22 FIGURE D.2.1.2.E STRAW WATTLES 1. STRAW ROLL INSTALLATION REQUIRES THE PLACEMENT AND SECURE STAKING OF THE ROLL IN A TRENCH, 3" x 5" (75-125mm) DEEP, DUG ON CONTOUR. 2. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR AROUND ROLL. ROLL SPACING DEPENDS ON SOIL TYPE AND SLOPE STEEPNESS STRAW ROLLS MUST BE PLACED ALONG SLOPE CONTOURS 3'-4' (1.2m) 10'-25' (3-8m) 3"-5" (75-125mm) ADJACENT ROLLS SHALL TIGHTLY ABUT SEDIMENT, ORGANIC MATTER, AND NATIVE SEEDS ARE CAPTURED BEHIND THE ROLLS LIVE STAKE 1" x 1" STAKE 8"-10" DIA. (200-250mm) NOTES: STRAW WATTLES NTS DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-23 D.2.1.2.6 TEMPORARY AND PERMANENT SEEDING Code: SE Symbol: Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use 1. Seeding shall be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. 2.Vegetation-lined channels shall be seeded. Channels that will be vegetated should be installed before major earthwork and hydroseeded or covered with a Bonded Fiber Matrix (BFM). 3.Retention/detention ponds shall be seeded as required. 4. At the City’s discretion, seeding without mulch during the dry season is allowed even though it will take more than seven days to develop an effective cover. Mulch is, however, recommended at all times because it protects seeds from heat, moisture loss, and transport due to runoff. 5. Prior to the beginning of the wet season, all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains (see Section D.2.4.2). Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the CED inspector. The CED inspector may require seeding of additional areas in order to protect surface waters, adjacent properties, or drainage facilities. 6. At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched (see Section D.2.4.5). Design and Installation Specifications 1. The best time to seed is fall (late September to October) or in spring (mid-March to June).Irrigation is required during the first summer following installation if seeding occurs in spring or summer or during prolonged dry times of year. Areas may also be seeded during the winter months, but it may take additional spring seeding applications to develop a dense groundcover due to cold temperatures. The application and maintenance of mulch is critical for winter seeding. 2. To prevent seed from being washed away, confirm that all required surface water control measures have been installed. 3. The seedbed should not be compacted because soils that are well compacted will not vegetate as quickly or thoroughly. Slopes steeper than 3H:1V shall be surface roughened. Roughening can be accomplished in a variety of ways, but the typical method is track walking, or driving a crawling tractor up and down the slope, leaving cleat imprints parallel to the slope contours. 4. In general, 10-20-20 N-P-K (nitrogen-phosphorus-potassium) fertilizer may be used at a rate of 90 pounds per acre. Slow-release fertilizers are preferred because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over- application of fertilizer. Disturbed areas within 200 feet of water bodies and wetlands must use slow- release low-phosphorus fertilizer (typical proportions 3-1-2 N-P-K). 5. The following requirements apply to mulching: a) Mulch is always required for seeding slopes greater than 3H:1V (see Section D.2.1.2.2). b) If seeding during the wet season, mulch is required. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-24 c) The use of mulch may be required during the dry season at the City’s discretion if grass growth is expected to be slow, the soils are highly erodible due to soil type or gradient, there is a water body close to the disturbed area, or significant precipitation (see Section D.2.4.2) is anticipated before the grass will provide effective cover. d) Mulch may be applied on top of the seed or simultaneously by hydroseeding. 6.Hydroseeding is allowed as long as tackifier is included. Hydroseeding with wood fiber mulch is adequate during the dry season. Application of hydroseeded wood fiber mulch should be appropriate for slope angle. Follow manufacturer specifications for application rates. 7. Areas to be permanently landscaped shall use soil amendments. Good quality topsoil shall be tilled into the top six inches to reduce the need for fertilizer and improve the overall soil quality. Most native soils will require the addition of four inches of well-rotted compost to be tilled into the soil to provide a good quality topsoil. Compost used should meet specifications provided in Reference Section 11-C of the SWDM. 8. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 80 to 100 seeds per square foot. Wet sites should apply 120 to 150 seeds per square foot. Local suppliers should be consulted for information on current Pure Live Seed (PLS) rates and species specific seeds per pound in order to determine seed mix PLS pounds of seed per acre. The appropriate mix depends on a variety of factors, including exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the City may be used. Table D.2.1.2.B presents the standard mix for those areas where t a temporary or permanent vegetative cover is required. The following mix assumes a desired 150 seeds per square foot and should be applied at approximately 37 pounds of pure live seed per acre. TABLE D.2.1.2.B EROSION CONTROL SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Spike bentgrass/Agrostis exarata 690.1 California brome/Bromus carinatus 15 23 9.8 Tufted hairgrass/Deschampsia cespitosa 15 23 0.4 Blue wildrye/Elymus glaucus 18 27 10.7 California oatgrass/Danthonia californica 18 27 5.6 Native red fescue/Festuca rubra var.rubra 18 27 2.4 Meadow barley/Hordeum brachyantherum 10 15 7.7 Table D.2.1.2.C provides just one recommended possibility for landscaping seed. It assumes a desired 100 seeds per square foot and should be applied at 12 pounds of pure live seed per acre. TABLE D.2.1.2.C LANDSCAPING SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Sideoats grama/Bouteloua curtipendula 20 30 6.8 California oatgrass/Danthonia californica 20 30 6.2 Native red fescue/Festuca rubra var. rubra 30 45 3.9 Prairie junegrass/Koeleria macrantha 30 45 0.8 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-25 This turf seed mix in Table D.2.1.2.D is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. TABLE D.2.1.2.D LOW-GROWING TURF SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Hard fescue/Festuca brevipila 25 20 1.5 Sheep fescue/Festuca ovina 30 24 1.5 Native red fescue/Festuca rubra var. rubra 25 20 1.7 Prairie junegrass/Koeleria macrantha 20 16 0.3 Table D.2.1.2.E presents a mix recommended for bioswales and other intermittently wet areas. The mix assumes a desired 150 seeds per square foot and approximately 29 pounds of pure live seed per acre. Sod shall generally not be used for bioswales because the seed mix is inappropriate for this application. Sod may be used for lining ditches to prevent erosion, but it will provide little water quality benefit during the wet season. TABLE D.2.1.2.E BIOSWALE SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre American sloughgrass/Beckmannia syzigachne 15 23 0.9 Tufted hairgrass/Deschampsia cespitosa 20 30 0.5 Blue wildrye/Elymus glaucus 18 27 10.7 Native red fescue/Festuca rubra var.rubra 20 30 2.6 Meadow barley/Hordeum brachyantherum 12 18 9.2 Northwestern mannagrass/Glyceria occidentalis 15 23 4.9 The seed mix shown in Table D.2.1.2.F is a recommended low-growing, non-invasive seed mix appropriate for very wet areas that are not regulated wetlands (if planting in wetland areas, see Section 6.3.1 of the SWDM). Other mixes may be appropriate, depending on the soil type and hydrology of the area. This mixture assumes a target goal of 150 seeds per square foot and should be applied at a rate of 36 pounds per acre. TABLE D.2.1.2.F WET AREA SEED MIX* Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre California brome/Bromus carinatus 15 23 9.8 Columbia brome/Bromus vulgaris 18 27 8.1 Tufted hairgrass/Deschampsia cespitosa 15 23 0.4 California oatgrass/Danthonia californica 15 23 4.7 Native red fescue/Festuca rubra var.rubra 17 26 2.2 Western manna grass/Glyceria occidentalis 10 15 3.3 Meadow barley/Hordeum brachyantherum 10 15 7.7 * Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-26 The meadow seed mix in Table D.2.1.2.G is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right-of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. This seed mix assumes a target goal of 120 seeds per square foot and an application rate of 23 pounds of pure live seed per acre. TABLE D.2.1.2.G MEADOW SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Common yarrow/Achillea millefolium 450.1 Pearly everlasting/Anaphalis margartacae 110.0 California brome/Bromus carinatus 15 18 7.8 California oatgrass/Danthonia californica 15 18 3.7 Blue wildrye/Elymus glaucus 16 19 7.6 Festuca idahoensis 15 18 1.7 Native red fescue/Festuca rubra var.rubra 18 22 1.9 Sickle keeled lupine/Lupinus albicaulis 112.2 Fowl bluegrass/Poa palustris 15 18 0.4 Maintenance Standards for Temporary and Permanent Seeding 1. Any seeded areas that fail to establish at least 80 percent cover within one month shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding or nets/blankets, shall be used. If winter weather prevents adequate seed establishment and growth, this time limit may be relaxed at the discretion of the City when critical areas would otherwise be protected. 2. After adequate cover is achieved, any areas that experience erosion shall be re-seeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area re- seeded and protected by mulch. 3. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. D.2.1.2.7 SODDING Code: SO Symbol: Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: 1. Disturbed areas that require short-term or long-term cover 2. Disturbed areas that require immediate vegetative cover 3. All waterways that require vegetative lining (except biofiltration swales—the seed mix used in most sod is not appropriate for biofiltration swales). Waterways may also be seeded rather than sodded, and protected with a net or blanket (see Section D.2.1.2.3). DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-27 Design and Installation Specifications Sod shall be free of weeds, of uniform thickness (approximately 1-inch thick), and shall have a dense root mat for mechanical strength. The following steps are recommended for sod installation: 1. Shape and smooth the surface to final grade in accordance with the approved grading plan. 2. Amend four inches (minimum) of well-rotted compost into the top eight inches of the soil if the organic content of the soil is less than ten percent. Compost used shall meet compost specifications per SWDM Reference Section 11-C. 3. Fertilize according to the supplier’s recommendations. Disturbed areas within 200 feet of water bodies and wetlands must use non-phosphorus fertilizer. 4. Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. 5. Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1V. 6. Roll the sodded area and irrigate. 7. When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance Standards If the grass is unhealthy, the cause shall be determined and appropriate action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. D.2.1.2.8 POLYACRYLAMIDE FOR SOIL EROSION PROTECTION Purpose Polyacrylamide (PAM) is used on construction sites to prevent soil erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways. First, PAM increases the soil’s available pore volume, thus increasing infiltration through flocculation and reducing the quantity of stormwater runoff. Second, it increases flocculation of suspended particles and aids in their deposition, thus reducing stormwater runoff turbidity and improving water quality. Conditions of Use 1. PAM shall not be directly applied to water or allowed to enter a water body. 2. PAM may be applied to wet soil, but dry soil is preferred due to less sediment loss. 3. PAM will work when applied to saturated soil but is not as effective as applications to dry or damp soil. 4. PAM may be applied only to the following types of bare soil areas that drain to a sediment trap or a sediment pond: x Staging areas x Stockpiles x Pit sites x Balanced cut and fill earthwork x Haul roads prior to placement of crushed rock surfacing x Compacted soil road base DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-28 5. PAM may be applied only during the following phases of construction: x During rough grading operations x After final grade and before paving or final seeding and planting x During a winter shut down of site work. In the case of winter shut down, or where soil will remain unworked for several months, PAM should be used together with mulch. 6. Do not use PAM on a slope that flows directly to a stream or wetland. The stormwater runoff shall pass through a sediment control measure prior to discharging to surface waters. Design and Installation Specifications 1. PAM must be applied using one of two methods of application, “preferred” or “alternative.” The specifications for these methods are described under separate headings below. 2. PAM may be applied in dissolved form with water, or it may be applied in dry, granular or powdered form. The preferred application method is the dissolved form. 3. PAM is to be applied at a maximum rate of ½ pound PAM per 1000 gallons of water per 1 acre of bare soil. Table D.2.1.2.H may be used to determine the PAM and water application rate for disturbed soil areas. Higher concentrations of PAM do not provide any additional effectiveness. 4. Do not add PAM to water discharging from the site. 5. PAM shall be used in conjunction with other ESC measures and not in place of them. When the total drainage area is greater than or equal to 3 acres, PAM treated areas shall drain to a sediment pond per Section D.2.1.5.2. For drainage areas less than 3 acres, PAM treated areas must drain to a sediment trap per Section D.2.1.5.1. Other normally required sediment control measures such as perimeter protection measures (Section D.2.1.3) and surface water collection measures (Section D.2.1.6) shall be applied to PAM treated areas. 6. All areas not being actively worked shall be covered and protected from rainfall. PAM shall not be the only cover BMP used. 7. Keep the granular PAM supply out of the sun. Granular PAM loses its effectiveness in three months after exposure to sunlight and air. 8. Care must be taken to prevent spills of PAM powder onto paved surfaces. PAM, combined with water, is very slippery and can be a safety hazard. During an application of PAM, prevent over-spray from reaching pavement as the pavement will become slippery. If PAM powder gets on skin or clothing, wipe it off with a rough towel rather than washing with water. Washing with water only makes cleanup more difficult, messier, and time consuming. 9. The specific PAM copolymer formulation must be anionic. Cationic PAM shall not be used in any application because of known aquatic toxicity concerns. Only the highest drinking water grade PAM, certified for compliance with ANSI/NSF Standard 60 for drinking water treatment, may be used for soil applications. The Washington State Department of Transportation (WSDOT) lists approved PAM products on their web page. All PAM use shall be reviewed and approved by CED. 10. The PAM anionic charge density may vary from 2 to 30 percent; a value of 18 percent is typical. Studies conducted by the United States Department of Agriculture (USDA)/ARS demonstrated that soil stabilization was optimized by using very high molecular weight (12 to 15 mg/mole), highly anionic (>20% hydrolysis) PAM. 11. PAM must be “water soluble” or “linear” or “non-cross-linked.” Cross-linked or water absorbent PAM, polymerized in highly acidic (pH<2) conditions, are used to maintain soil moisture content. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-29 TABLE D.2.1.2.H PAM AND WATER APPLICATION RATES Disturbed Area (ac)PAM (lbs)Water (gal) 0.50 0.25 500 1.00 0.50 1,000 1.50 0.75 1,500 2.00 1.00 2,000 2.50 1.25 2,500 3.00 1.50 3,000 3.50 1.75 3,500 4.00 2.00 4,000 4.50 2.25 4,500 5.00 2.50 5,000 Preferred Application Method 1. Pre-measure the area where PAM is to be applied and calculate the amount of product and water necessary to provide coverage at the specified application rate (1/2 pound PAM/1,000 gallons/acre). 2. Dissolve pre-measured dry granular PAM with a known quantity of clean water in a bucket several hours or overnight. PAM has infinite solubility in water, but dissolves very slowly. Mechanical mixing will help dissolve PAM. Always add PAM to water – not water to PAM. 3. Pre-fill the water truck about 1/8 full with water.The water does not have to be potable, but it must have relatively low turbidity – in the range of 20 NTU or less. 4. Add PAM/Water mixture to the truck. 5. Completely fill the water truck to specified volume. 6. Spray PAM/Water mixture onto dry soil until the soil surface is uniformly and completely wetted. Alternate Application Method PAM may also be applied as a powder at the rate of 5 pounds per acre. This must be applied on a day that is dry. For areas less than 5 to 10 acres, a hand-held “organ grinder” fertilized spreader set to the smallest setting will work. Tractor mounted spreaders will work for larger areas. Maintenance Standards 1. PAM may be reapplied on actively worked areas after a 48-hour period 2. Reapplication is not required unless PAM treated soil is disturbed or unless turbidity levels show the need for an additional application. If PAM treated soil is left undisturbed, a reapplication may be necessary after two months. More PAM applications may be required for steep slopes, silty and clay soils, (USDA classification Type “C” and “D” soils), long grades, and high precipitation areas. When PAM is applied first to bare soil and then covered with straw, a reapplication may not be necessary for several months. D.2.1.2.9 COMPOST BLANKETS Code: COBL Symbol: Purpose Compost blankets are intended to: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-30 x Provide immediate temporary protection from erosion by protecting soil from rainfall and slowing flow velocity over the soil surface. x Enhance temporary or permanent plant establishment by conserving moisture, holding seed and topsoil in place, providing nutrients and soil microorganisms, and moderating soil temperatures. x Compost blankets, applied at the proper thickness and tilled into the soil, are also an option for amending soils for permanent landscaping. x Compost generally releases and adds phosphorous to stormwater. Therefore, compost blankets are not recommended for use in watersheds where phosphorous sensitive water resources are located. Unless prior approval is given by the City, they should not be used in Sensitive Lake Watersheds. Conditions of Use 1. Compost blankets may be used unseeded on disturbed areas that require temporary cover measures up to 1 year. Compost applied as temporary cover may be reclaimed and re-used for permanent cover. 2. Compost provides cover for protecting final grades until landscaping can be completed as it can be directly seeded or tilled into soil as an amendment. 3. Compost blankets meet mulch requirements for seed. 4. Seed may be applied to a compost blanket at any time for permanent or temporary stabilization of disturbed areas. Seed may be applied prior to blanket application, on top of blankets, or injected and mixed into the compost as it is applied. 5. Compost blankets may be applied on slopes up to 2H:1V. Design and Installation Specifications 1. Compost shall be applied at a minimum of 2 inches thick, unless otherwise directed by an ESC supervisor or the City. At an application of 2 inches, this will equal approximately 100 tons per acre (compost generally weighs approximately 800 lbs per cubic yard). Thickness shall be increased at the direction of the design engineer for disturbed areas in or near critical areas or other areas highly susceptible to erosion. 2. Compost shall meet criteria in Reference Section 11-C of the SWDM. 3. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. 4. Compost blankets shall be applied over the top of the slope to which it is applied, to prevent water from running under the blanket 5. Compost blankets shall not be used in areas exposed to concentrated flow (e.g., channels, ditches, dikes) Maintenance Standards 1. The specified thickness of the blanket/cover must be maintained. 2. Any areas that show signs of erosion must be re-mulched. If the erosion problem is drainage related, then the drainage problem must first be remedied and then the eroded area re-mulched. D.2.1.3 PERIMETER PROTECTION Perimeter protection to filter sediment from sheetwash shall be located downslope of all disturbed areas and shall be installed prior to upslope grading. Perimeter protection includes the use of vegetated strips as well as, constructed measures, such as silt fences, fiber rolls, sand/gravel barriers, brush or rock filters, triangular silt dikes and other methods. During the wet season, 50 linear feet of silt fence (and the necessary stakes) per acre of disturbed area must be stockpiled on site. Purpose:The purpose of perimeter protection is to reduce the amount of sediment transported beyond the disturbed areas of the construction site. Perimeter protection is primarily a backup means of sediment control. Most, if not all, sediment-laden water is to be treated in a sediment trap or pond. The only DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-31 circumstances in which perimeter control is to be used as a primary means of sediment removal is when the catchment is very small (see below). When to Install:Perimeter protection is to be installed prior to any upslope clearing and grading. Measures to Use:The above measures may be used interchangeably and are not the only perimeter protection measures available. If surface water is collected by an interceptor dike or swale and routed to a sediment pond or trap, there may be no need for the perimeter protection measures specified in this section. Criteria for Use as Primary Treatment:At the boundary of a site, perimeter protection may be used as the sole form of treatment when the flowpath meets the criteria listed below. If these criteria are not met, perimeter protection shall only be used as a backup to a sediment trap or pond. Average Slope Slope Percent Flowpath Length 1.5H:1V or less 67% or less 100 feet 2H:1V or less 50% or less 115 feet 4H:1V or less 25% or less 150 feet 6H:1V or less 16.7% or less 200 feet 10H:1V or less 10% or less 250 feet D.2.1.3.1 SILT FENCE Code: SF Symbol: Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Silt fence may be used downslope of all disturbed areas. 2. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a silt fence, rather than by a sediment trap or pond, is when the area draining to the fence is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3 above). Design and Installation Specifications 1. See Figure D.2.1.3.A and Figure D.2.1.3.B for details. 2. The geotextile used must meet the standards listed below. A copy of the manufacturer’s fabric specifications must be available on site. AOS (ASTM D4751)30–100 sieve size (0.60–0.15 mm) for slit film 50–100 sieve size (0.30–0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sec -1 minimum Grab Tensile Strength (ASTM D4632) (see Specification Note 3) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. (woven) Ultraviolet Resistance (ASTM D4355) 70% min. 3. Standard strength fabric requires wire backing to increase the strength of the fence. Wire backing or closer post spacing may be required for extra strength fabric if field performance warrants a stronger fence. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-32 4. Where the fence is installed, the slope shall be no steeper than 2H:1V. 5. If a typical silt fence (per Figure D.2.1.3.A) is used, the standard 4 x 4 trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a trench that stabilizes the fence and does not allow water to bypass or undermine the silt fence. Maintenance Standards 1. Any damage shall be repaired immediately. 2. If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment trap or pond. 3. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. 4. Sediment must be removed when the sediment is 6 inches high. 5. If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-33 FIGURE D.2.1.3.A SILT FENCE 2"X2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED NOTE:FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS OR EQUIVALENT TO ATTACH FABRIC TO POSTS. FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1-1/2" WASHED GRAVEL MINIMUM 4"x4" TRENCH 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 6' MAX.2' MIN.12" MIN.DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-34 FIGURE D.2.1.3.B SILT FENCE INSTALLATION BY SLICING 1. GATHER FABRIC AT POSTS, IF NEEDED. 2. UTILIZE THREE TIES PER POST, ALL WITHIN TOP 8" OF FABRIC. 3. POSITION EACH TIE DIAGONALLY, PUNCTURING HOLES VERTICALLY A MINIMUM OF 1" APART. 4. HANG EACH TIE ON A POST NIPPLE AND TIGHTEN SECURELY. USE CABLE TIES (50 LBS) OF SOFT WIRE. TOP OF FABRIC BELT DIAGONAL ATTACHMENT DOUBLES STRENGTH FLOW STEEL SUPPORT POST1. POST SPACING: 7' MAX. ON OPEN RUNS 4' MAX. ON POOLING AREAS. 2. POST DEPTH: AS MUCH BELOW GROUND AS FABRIC ABOVE GROUND. 3. PONDING HEIGHT MAX. 24" ATTACH FABRIC TO UPSTREAM SIDE OF POST. 4. DRIVE OVER EACH SIDE OF SILT FENCE 2 TO 4 TIMES WITH DEVICE EXERTING 60 P.S.I. OR GREATER. 5. NO MORE THAN 24" OF A 36" FABRIC IS ALLOWED ABOVE GROUND. 6. VIBRATORY PLOW IS NOT ACCEPTABLE BECAUSE OF HORIZONTAL COMPACTION. 100% COMPACTION EACH SIDE OPERATION ROLL OF SILT FENCE PLOW FABRIC ABOVE GROUND HORIZONTAL CHISEL POINT (76 mm WIDTH)200-300mm SILT FENCE TOP 8" NOTES: ATTACHMENT DETAILS: SILT FENCE INSTALLATION BY SLICING METHOD NTS DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-35 D.2.1.3.2 BRUSH BARRIER Code: BB Symbol: Purpose The purpose of brush barriers is to reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Brush barriers may be used downslope of all disturbed areas. 2. Brush barriers are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a barrier, rather than by a sediment trap or pond, is when the area draining to the barrier is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3). Design and Installation Specifications 1. See Figure D.2.1.3.C for details. 2. The City may require filter fabric (geotextile) anchored over the brush berm to enhance the filtration ability of the barrier. Maintenance Standards 1. There shall be no signs of erosion or concentrated runoff under or around the barrier. If concentrated flows are bypassing the barrier, it must be expanded or augmented by toed-in filter fabric. 2. The dimensions of the barrier must be maintained. FIGURE D.2.1.3.C BRUSH BARRIER IF REQUIRED, DRAPE FILTER FABRIC OVER BRUSH AND SECURE IN 4"x4" MIN. TRENCH WITH COMPACTED BACKFILL MAX. 6" DIAMETER WOODY DEBRIS FOR BARRIER CORE. ALTERNATIVELY TOPSOIL STRIPPINGS MAY BE USED TO FORM THE BARRIER. ANCHOR DOWNHILL EDGE OF FILTER FABRIC WITH STAKES, SANDBAGS, OR EQUIVALENT 2' MIN. HEIGHT 5' MIN. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-36 D.2.1.3.3 VEGETATED STRIP Code: VS Symbol: Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Vegetated strips may be used downslope of all disturbed areas. 2. Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a strip, rather than by a sediment trap or pond, is when the area draining to the strip is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3). Design and Installation Specifications 1. The vegetated strip shall consist of a 25-foot minimum width continuous strip of dense vegetation with a permeable topsoil. Grass-covered, landscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally, vegetated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of runoff. 2. The slope within the strip shall not exceed 4H:1V. 3. The uphill boundary of the vegetated strip shall be delineated with clearing limits as specified in Section D.2.1.1. Maintenance Standards 1. Any areas damaged by erosion or construction activity shall be seeded immediately and protected by mulch. 2. If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed using the standards for installation found in Section D.2.1.2.7. If there are indications that concentrated flows are traveling across the buffer, surface water controls must be installed to reduce the flows entering the buffer, or additional perimeter protection must be installed. D.2.1.3.4 TRIANGULAR SILT DIKE (GEOTEXTILE ENCASED CHECK DAM) Code: TSD Symbol: Purpose Triangular silt dikes (TSDs) may be used as check dams, for perimeter protection, for temporary soil stockpile protection, for drop inlet protection, or as a temporary interceptor dike. Silt dikes, if attached to impervious surfaces with tack or other adhesive agent may also be used as temporary wheel wash areas, or concrete washout collection areas. Conditions of Use 1. May be used for temporary check dams in ditches. 2. May be used on soil or pavement with adhesive or staples. 3. TSDs have been used to build temporary sediment ponds, diversion ditches, concrete washout facilities, curbing, water bars, level spreaders, and berms. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-37 Design and Installation Specifications 1. TSDs must be made of urethane foam sewn into a woven geosynthetic fabric. 2. TSDs are triangular, 10 inches to 14 inches high in the center, with a 20-inch to 28-inch base. A 2-foot apron extends beyond both sides of the triangle along its standard section of 7 feet. A sleeve at one end allows attachment of additional sections as needed 3. Install TSDs with ends curved up to prevent water from flowing around the ends 4. Attach the TSDs and their fabric flaps to the ground with wire staples. Wire staples must be No. 11 gauge wire or stronger and shall be 200 mm to 300 mm in length. 5. When multiple units are installed, the sleeve of fabric at the end of the unit shall overlap the abutting unit and be stapled. 6. TSDs must be located and installed as soon as construction will allow. 7. TSDs must be placed perpendicular to the flow of water. 8. When used as check dams, the leading edge must be secured with rocks, sandbags, or a small key slot and staples. 9. When used in grass-lined ditches and swales, the TSD check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the TSD check dams shall be seeded and mulched immediately after dam removal. Maintenance Standards 1. Triangular silt dikes shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall event. Sediment shall be removed when it reaches one half the height of the silt dike. 2. Anticipate submergence and deposition above the triangular silt dike and erosion from high flows around the edges of the dike/dam. Immediately repair any damage or any undercutting of the dike/dam. D.2.1.3.5 COMPOST BERMS Code: COBE Symbol: Purpose Compost berms are an option to meet the requirements of perimeter protection. Compost berms may reduce the transport of sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Compost berms trap sediment by filtering water passing through the berm and allowing water to pond, creating a settling area for solids behind the berm. Organic materials in the compost can also reduce concentrations of metals and petroleum hydrocarbons from construction runoff. Due to the increase in phosphorous seen in the effluent data from compost berms, they should be used with some cautions in areas that drain to phosphorus sensitive water bodies, and should only be used in Sensitive Lake watersheds, such as Lake Sammamish, with the approval from the City or the local jurisdiction. Conditions of Use 1. Compost berms may be used in most areas requiring sediment or erosion control where runoff is in the form of sheet flow or in areas where silt fence is normally considered acceptable. Compost berms may be used in areas where migration of aquatic life such as turtles and salamanders are impeded by the use of silt fence. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-38 2. Compost berms are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed via a drainage system to a sediment pond or trap. 3. For purposes of long-term sediment control objectives, berms may be seeded at the time of installation to create an additional vegetated filtering component. Design and Installation Specifications 1. Compost berms shall be applied using a pneumatic blower device or equivalent, to produce a uniform cross-section and berm density. 2. Compost berms shall be triangular in cross-section.The ratio of base to height dimensions shall be 2:1. 3. The minimum size of a compost berm is a 2-foot base with a 1-foot height. 4. Compost berms shall be sized and spaced as indicated in the table below. SLOPE SLOPE Maximum Slope Length or Berm Spacing (linear feet) Berm Size Required (height x base width) 0% – 2% Flatter than 50:1 250 1 ft x 2 ft 2% – 10% 50:1 – 10:1 125 1 ft x 2 ft 10% – 20% 10:1 – 5:1 100 1 ft x 2 ft 20% – 33% 5:1 – 3:1 75 1 ft x 2 ft 33% – 50% 3:1 – 2:1 50 1.5 ft x 3 ft 5. Compost berms shall not be used on slopes greater than 2H:1V. 6. Compost shall meet criteria in Reference Section 11-C of the SWDM except for the particle size distribution (see Bullet 8). 7. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. 8. Compost particle size distribution shall be as follows: 99% passing a 1 inch sieve, 90% passing a 3/4-inch sieve and a minimum of 70% greater than the 3/8-inch sieve. A total of 98% shall not exceed 3 inches in length. 9. Berms shall be placed on level contours to assist in dissipating flow into sheet flow rather than concentrated flows. Berms shall not be constructed to concentrate runoff or channel water. Sheet flow of water shall be perpendicular to the berm at impact. No concentrated flow shall be directed towards compost berms. 10. Where possible, berms shall be placed 5 feet or more from the toe of slopes to allow space for sediment deposition and collection. 11. In order to prevent water from flowing around the ends of the berms, the ends of the berm shall be constructed pointing upslope so the ends are at a higher elevation than the rest of the berm. 12. A compost blanket extending 10 to 15 feet above the berm is recommended where the surface above the berm is rutted or uneven, to reduce concentrated flow and promote sheet flow into the berm. Maintenance Standards 1. Compost berms shall be regularly inspected to make sure they retain their shape and allow adequate flow-through of stormwater. 2. When construction is completed on site, the berms shall be dispersed for incorporation into the soil or left on top of the site for final seeding to occur. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-39 3. Any damage to berms must be repaired immediately. Damage includes flattening, compacting, rills, eroded areas due to overtopping. 4. If concentrated flows are evident uphill of the berm, the flows must be intercepted and conveyed to a sediment trap or pond. 5. The uphill side of the berm shall be inspected for signs of the berm clogging and acting as a barrier to flows and causing channelization of flows parallel to the berm. If this occurs, replace the berm or remove the trapped sediment. 6. Sediment that collects behind the berm must be removed when the sediment is more than 6 inches deep. D.2.1.3.6 COMPOST SOCKS Code: COSO Symbol: Purpose Compost socks reduce the transport of sediment from a construction site by providing a temporary physical barrier to sediment-laden water and reducing the runoff velocities of overland flow. Compost socks trap sediment by filtering water that passes through the sock and allows water to pond behind the sock, creating a settling area for solids. Organic materials in the compost also may reduce metal and petroleum hydrocarbon concentrations in construction runoff. Compost socks function similarly to compost berms; however, because the compost is contained in a mesh tube, they are appropriate for both concentrated flow and sheet flow. Compost socks may be used to channel concentrated flow on hard surfaces. Conditions of Use 1. Compost socks may be used in areas requiring sediment or erosion control where runoff is in the form of sheet flow or in areas that silt fence is normally considered acceptable. Compost socks may also be used in sensitive environmental areas where migration of aquatic life, including turtles, salamanders and other aquatic life may be impeded by the used of silt fence. 2. Compost socks are not intended to treat substantial amounts of overland flow. However, compost socks may be subjected to some ponding and concentrated flows. If intended primarily as a filtration device, the socks should be sized and placed so that flows do not overtop the socks. 3. For purposes of long term sediment control objectives, compost socks may be seeded at the time of installation to create an additional vegetated filtering component. Design and Installation Specifications 1. Compost socks shall be produced using a pneumatic blower hose or equivalent to fill a mesh tube with compost to create a uniform cross-section and berm density. 2. Socks shall be filled so they are firmly – packed yet flexible. Upon initial filling, the socks shall be filled to have a round cross-section. Once placed on the ground, it is recommended to apply weight to the sock to improve contact with the underlying surface. This may cause the sock to assume an oval shape. 3. Compost socks shall be a minimum of 8 inches in diameter. Larger diameter socks are recommended for areas where ponding is expected behind the sock. 4. Compost socks shall not be used on slopes greater than 2H:1V. 5. Compost shall meet criteria in Reference Section 11-C of the SWDM,except for the particle size distribution (see Bullet 7). 6. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-40 7. Compost particle size distribution shall be as follows: 99% passing a 1-inch sieve, 90% passing a 3/4-inch sieve and a minimum of 70% greater than the 3/8-inch sieve. A total of 98% shall not exceed 3 inches in length. 8. In order to prevent water from flowing around the ends of compost socks, the ends must be pointed upslope so the ends of the socks are at a higher elevation than the remainder of the sock. Maintenance Standards 1. Compost socks shall be regularly inspected to make sure the mesh tube remains undamaged, the socks retain their shape, and allow adequate flow through of surface water. If the mesh tube is torn, it shall be repaired using twine, zip-ties, or wire. Large sections of damaged socks must be replaced. Any damage must be repaired immediately upon discovery of damage. 2. When the sock is no longer needed, the socks shall be cut open and the compost dispersed to be incorporated into the soil or left on top of the soil for final seeding to occur. The mesh material must be disposed of properly as solid waste. If spills of oil, antifreeze, hydraulic fluid, or other equipment fluids have occurred that have saturated the sock, the compost must be disposed of properly as a waste. 3. Sediment must be removed when sediment accumulations are within 3 inches of the top of the sock. D.2.1.4 TRAFFIC AREA STABILIZATION Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized to minimize erosion and tracking of sediment off site. Stabilized construction entrances shall be installed as the first step in clearing and grading. At the City’s discretion, road and parking area stabilization is not required during the dry season (unless dust is a concern) or if the site is underlain by coarse-grained soils. Roads and parking areas shall be stabilized immediately after initial grading. Purpose:The purpose of traffic area stabilization is to reduce the amount of sediment transported off site by construction vehicles and to reduce the erosion of areas disturbed by vehicle traffic. Sediment transported off site onto paved streets is a significant problem because it is difficult to effectively remove, and any sediment not removed ends up in the drainage system. Additionally, sediment on public right-of- way can pose a serious traffic hazard. Construction road and parking area stabilization is important because the combination of wet soil and heavy equipment traffic typically forms a slurry of easily erodible mud. Finally, stabilization also is an excellent form of dust control in the summer months. When to Install:The construction entrance is to be installed as the first step in clearing and grading. Construction road stabilization shall occur immediately after initial grading of the construction roads and parking areas. Measures to Use:There are two types of traffic area stabilization: (1) a stabilized construction entrance and (2) construction road/parking area stabilization. Both measures must be used as specified under “Conditions of Use” for each measure. D.2.1.4.1 STABILIZED CONSTRUCTION ENTRANCE Code: CE Symbol: Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by motor vehicles or runoff by constructing a stabilized pad of quarry spalls at entrances to construction sites. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-41 Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Access and exits shall be limited to one route if possible, or two for linear projects such as roadway where more than one access/exit is necessary for maneuvering large equipment. For residential construction provide stabilized construction entrances for each residence in addition to the main subdivision entrance. Stabilized surfaces shall be of sufficient length/width to provide vehicle access/parking, based on lot size/configuration. Design and Installation Specifications 1. See Figure D.2.1.4.A for details. 2. A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4632) 200 lbs min. Grab Tensile Elongation (ASTM D4632) 30% max.(woven) Puncture Strength (ASTM D6241) 495 lbs min. AOS (ASTM D4751) 20–45 (U.S. standard sieve size) 3. Do not use crushed concrete, cement, or calcium chloride for construction entrance stabilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. 4. Hog fuel (wood based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. The effectiveness of hog fuel is highly variable, but it has been used successfully on many sites. It generally requires more maintenance than quarry spalls. Hog fuel is not recommended for entrance stabilization in urban areas. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause difficulties with compaction. 5. Fencing (see Section D.2.1.1) shall be installed as necessary to restrict traffic to the construction entrance. 6. Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance Standards 1. Quarry spalls (or hog fuel) shall be added if the pad is no longer in accordance with the specifications. 2. If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. If washing is used, it shall be done on an area covered with crushed rock, and wash water shall drain to a sediment trap or pond. 3. Any sediment that is tracked onto pavement shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be controlled. Wash water must be pumped back onto the site and cannot discharge to systems tributary to surface waters. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-42 4. Any quarry spalls that are loosened from the pad and end up on the roadway shall be removed immediately. 5. If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see Section D.2.1.1) shall be installed to control traffic. FIGURE D.2.1.4.A SCHEMATIC REPRESENTATION OF A STABILIZED CONSTRUCTION ENTRANCE D.2.1.4.2 CONSTRUCTION ROAD/PARKING AREA STABILIZATION Code: CRS Symbol: Purpose Stabilizing subdivision roads, parking areas and other onsite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. Conditions of Use 1. Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic. 2. Fencing (see Section D.2.1.1) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and Installation Specifications 1. A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or x PER KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS (KCRDCS), DRIVEWAYS SHALL BE PAVED TO EDGE OF R-O-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. x IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA IF A ROADSIDE DITCH IS PRESENT, INSTALL DRIVEWAY CULVERT PER KCRDCS GEOTEXTILE 4"- 8" QUARRY SPALLS R=25' MIN. 10 0 ' M I N . EXISTI N G R O A D 15' MI N. NOTES: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-43 calcium chloride for soil stabilization. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade.Note: If the area will be used for permanent road or parking installation later in the project, the subgrade will be subject to inspection. 2.Temporary road gradients shall not exceed 15 percent. Roadways shall be carefully graded to drain transversely. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super-elevated section. Drainage ditches shall be designed in accordance with the standards given in Section D.2.1.6.4 and directed to a sediment pond or trap. 3. Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet-flows into a heavily vegetated area with a well-developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include vegetated wetlands. If runoff is allowed to sheet flow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. 4. In order to control construction traffic, the City may require that signs be erected on site informing construction personnel that vehicles, other than those performing clearing and grading, are restricted to stabilized areas. 5. If construction roads do not adequately reduce trackout to adjacent property or roadways, a wheel wash system will be required. Maintenance Standards Crushed rock, gravel base, hog fuel, etc., shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. D.2.1.4.3 WHEEL WASH Code: WW Symbol: Purpose Wheel wash systems reduce the amount of sediment transported onto paved roadways and into surface water systems by construction vehicles. Conditions of Use When a stabilized construction entrance is not preventing sediment from being tracked onto pavement: x Wheel washing is generally an effective erosion and sediment control method and BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck wheels and undercarriage can run unimpeded into the street. x Pressure washing combined with an adequately sized and properly surfaced wash pad with direct drainage discharge to a large 10-foot x 10-foot sump can be very effective. Design and Installation Specifications A suggested detail is shown in Figure D.2.1.4.B. 1. A minimum of 6 inches of asphalt treated base (ATB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash area. 2. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-44 3. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. 4. Midpoint spray nozzles are only needed in very muddy conditions. 5. Wheel wash systems should be designed with a small grade change, 6 to 12 inches for a 10-foot-wide pond, to allow sediment to flow to the low side of the pond and to help prevent re-suspension of sediment. 6. A drainpipe with a 2- to 3-foot riser should be installed on the low side of the wheel wash pond to allow for easy cleaning and refilling. Polymers may be used to promote coagulation and flocculation in a closed-loop system. 7. Polyacrylamide (PAM) added to the wheel washwater at a rate of 0.25 to 0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck, the same truck may be used to change the washwater. Maintenance Standards 1. The wheel wash should start out each day with clean, fresh water. 2. The washwater should be changed a minimum of once per day. On large earthwork jobs where more than 10 to 20 trucks per hour are expected, the washwater will need to be changed more often. 3. Wheel wash or tire bath wastewater shall be discharged to a separate onsite treatment system, such as a closed-loop recirculation system or land application, or to the sanitary sewer system with proper approval and/or permits from King County and the City of Renton. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-45 FIGURE D.2.1.4.B WHEEL WASH AND PAVED CONSTRUCTION ENTRANCE 2% SLOPE 15'15'20'15'50' 18' 12' 3' 5' BUILD 8'x8' SUMP TO ACCOMODATE CLEANING BY TRACKHOE. SECTION A-A NTS 8'x8' SUMP, SEE NOTE LOCATE INVERT OF TOP PIPE 1' ABOVE BOTTOM OF WHEEL WASH DRAIN PIPE 1:1 SLOPE WATER LEVEL ELEVATION VIEW NTS PLAN VIEW NTS 6" SLEEVE CURB ASPHALT CURB ON THE LOW ROAD SIDE TO DIRECT WATER BACK TO POND 6" ATB CONSTRUCTION ENTRANCE 1-1/2" SCHEDULE 40 FOR SPRAYERS 2% SLOPE MIDPOINT SPRAY NOZZLES, IF NEEDED 3" TRASH PUMP WITH FLOATS ON SUCTION HOSE 2" SCHEDULE 40 6" SLEEVE UNDER ROAD 8'x8' SUMP WITH 5' OF CATCH 6" SEWER PIPE WITH BUTTERFLY VALVES 1:1 SLOPE A A 5:1 SLOPE 5:1 SLOPE 15' ATB APRON TO PROTECT GROUND FROM SPLASHING WATER BALL VALVES NOTE: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-46 D.2.1.5 SEDIMENT RETENTION Surface water collected from disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site. An exception is for areas at the perimeter of the site with drainage areas small enough to be treated solely with perimeter protection (see Section D.2.1.3). Also, if the soils and topography are such that no offsite discharge of surface water is anticipated up to and including the developed 2-year runoff event, sediment ponds and traps are not required. A 10-year peak flow using the approved model with 15-minute time steps shall be used for sediment pond/trap sizing if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection (see below). At the City’s discretion, sites may be worked during the dry season without sediment ponds and traps if there is some other form of protection of surface waters, such as a 100-foot forested buffer between the disturbed areas and adjacent surface waters. For small sites, use the criteria defined in Section D.2.1.3, Perimeter Protection to determine minimum flow path length. If the site work has to be extended into the wet season, a back-up plan must be identified in the CSWPP plan and implemented. Protection of catch basins is required for inlets that are likely to be impacted by sediment generated by the project and that do not drain to an onsite sediment pond or trap. Sediment retention facilities shall be installed prior to grading of any contributing area and shall be located so as to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. Purpose:The purpose of sediment retention facilities is to remove sediment from runoff generated from disturbed areas. When to Install:The facilities shall be constructed as the first step in the clearing and grading of the site. The surface water conveyances may then be connected to the facilities as site development proceeds. Measures to Use:There are three sediment retention measures in this section. The first two, sediment traps and ponds, serve the same function but for different size catchments. All runoff from disturbed areas must be routed through a trap or pond except for very small areas at the perimeter of the site small enough to be treated solely with perimeter protection (see Section D.2.1.3). The third measure is for catch basin protection. It is only to be used in limited circumstances and is not a primary sediment treatment facility. It is only intended as a backup in the event of failure of other onsite systems. Use of Permanent Drainage Facilities:All projects that are constructing permanent facilities for runoff quantity control are strongly encouraged to use the rough-graded or final-graded permanent facilities for ponds and traps. This includes combined facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirements of sediment traps (for drainages less than 3 acres) or sediment ponds (more than 3 acres) must be met. If the surface area requirements are larger than the surface area of the permanent facility, then the pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. Either a permanent control structure or the temporary control structure described in Section D.2.1.5.2 may be used. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of the pond. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of three feet above final grade. Excavation should be done with a backhoe working at “arm’s length” to minimize disturbance and compaction of the infiltration surface. Additionally, any required pretreatment facilities shall be fully constructed prior to any release of sediment-laden water to the facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized (see Section D.2.4.5). Selection of the Design Storm:In most circumstances, the developed condition 2-year peak flow using the approved model with 15-minute time steps is sufficient for calculating surface area for ponds and traps and for determining exemptions from the sediment retention and surface water collection requirements (Sections D.2.1.5 and D.2.1.6, respectively). In some circumstances, however, the approved model 10-year 15-minute peak flow should be used. Examples of such circumstances include the following: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-47 x Sites that are within ¼ mile of salmonid streams, wetlands, and designated sensitive lakes such as Lake Sammamish x Sites where significant clearing and grading is likely to occur during the wet season x Sites with downstream erosion or sedimentation problems. Natural Vegetation:Whenever possible, sediment-laden water shall be discharged into onsite, relatively level, vegetated areas. This is the only way to effectively remove fine particles from runoff. This can be particularly useful after initial treatment in a sediment retention facility. The areas of release must be evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system, not replace it because of the possibility of pump failure or runoff volume in excess of pump capacity. D.2.1.5.1 SEDIMENT TRAP Code: ST Symbol: Purpose Sediment traps remove sediment from runoff originating from disturbed areas of the site. Sediment traps are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually only result in a small reduction in turbidity. Conditions of Use A sediment trap shall be used where the contributing drainage area is 3 acres or less. Design and Installation Specifications 1. See Figure D.2.1.5.A for details. 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see “Use of Permanent Drainage Facilities” in Section D.2.1.5). 3. To determine the trap geometry, first calculate the design surface area (SA) of the trap, measured at the invert of the weir. Use the following equation: SA =FS(Q2/Vs) where Q2 = Design inflow (cfs) from the contributing drainage area based on the developed condition 2-year or 10-year peak discharge using the approved model with 15-minute time steps as computed in the hydrologic analysis. The approved model 10-year 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection, or if the pond discharge path leaves the site (note provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction, see Section D.3.9, Flow Control). If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the SWDM). Vs = The settling velocity (ft/sec) of the soil particle of interest. The 0.02 mm (medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle of interest and has a settling velocity (Vs) of 0.00096 ft/sec. FS = A safety factor of 2 to account for non-ideal settling. Therefore, the equation for computing surface area becomes: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-48 Note: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived from the above formula. If they do not, the pond must be enlarged. 4. To aid in determining sediment depth, all traps shall have a staff gage with a prominent mark one foot above the bottom of the trap. Maintenance Standards 1. Sediment shall be removed from the trap when it reaches 1 foot in depth. 2. Any damage to the trap embankments or slopes shall be repaired. FIGURE D.2.1.5.A SEDIMENT TRAP NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION 3 H : 1 VMA X . FLAT BOTTOM 1' MIN. 18" MIN. 1' MIN. 1' MIN. DEPTH OVERFLOW SPILLWAY CROSS SECTION TRAP OUTLET NATIVE SOIL OR COMPACTED BACKFILL GEOTEXTILE 6' MIN. MIN.1' DEPTH 2"-4" ROCK MIN. 1' DEPTH 3/4"-1 1/2" WASHED GRAVEL 4' MIN. 3.5'-5' SURFACE AREA DETERMINED AT TOP OF WEIR DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER 3/4"-1 1/2" WASHED GRAVEL GEOTEXTILE 2"-4" ROCK RIPRAP 1' MIN. OVERFLOW DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-49 D.2.1.5.2 SEDIMENT POND Code: SP Symbol: Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually reduce turbidity only slightly. Conditions of Use A sediment pond shall be used where the contributing drainage area is 3 acres or more. Design and Installation Specifications 1. See Figure D.2.1.5.B, Figure D.2.1.5.C, and Figure D.2.1.5.D for details. 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see “Use of Permanent Drainage Facilities” in Section D.2.1.5). Determining Pond Geometry 1. Obtain the discharge from the hydrologic calculations for the 2-year and 10-year peak flows using the approved model with 15-minute time steps (Q2 and Q10). The approved model 10-year 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection, or if the pond discharge path leaves the site (note provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction, see Section D.3.9, Flow Control). If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the SWDM). 2. Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q10/0.00096 or 2080 square feet per cfs of inflow See Section D.2.1.5.1 for more information on the derivation of the surface area calculation. 3. The basic geometry of the pond can now be determined using the following design criteria: x Required surface area SA (from Step 2 above) at top of riser x Minimum 3.5-foot depth from top of riser to bottom of pond x Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes may be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface x One foot of freeboard between the top of the riser and the crest of the emergency spillway x Flat bottom x Minimum one foot deep spillway x Length-to-width ratio between 3:1 and 6:1. Sizing of Discharge Mechanisms Principal Spillway:Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the developed condition 10-year peak flow using the approved model with 15-minute time steps (Q10). Use Figure 5.1.4.H (SWDM Chapter 5) to determine this diameter (h = one foot).Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway:Determine the required size and design of the emergency overflow spillway for the developed condition 100-year approved model 15-minute peak flow using the procedure in Section 5.1.1 (“Emergency Overflow Spillway” subsection) of the SWDM. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-50 Dewatering Orifice:Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. 1. Determine the required area of the orifice with the following equation: hATg hAA s s o )10(81.43600x6.0 )2(6 5.0 5.0 where Ao = orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second 2) 2. Convert the required surface area to the required diameter D (inches) of the orifice: o o AADx54.13x24 S 3. The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The flow rate should be controlled by the orifice. Additional Design Specifications x The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one foot below the top of the riser. Wire-backed, 2- to 3- foot high, extra strength filter fabric (see Section D.2.1.3.1) supported by treated 4Ǝ x4Ǝs may be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used. x If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier. x To aid in determining sediment depth, one-foot intervals shall be prominently marked on the riser. x If an embankment of more than 6 feet is proposed, the pond must comply with the criteria under “Embankments” in Section 5.1.1 of the Surface Water Design Manual. Maintenance Standards 1. Sediment shall be removed from the pond when it reaches 1 foot in depth. 2. Any damage to the pond embankments or slopes shall be repaired. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-51 FIGURE D.2.1.5.B SEDIMENT POND PLAN VIEW FIGURE D.2.1.5.C SEDIMENT POND CROSS SECTION INFLOW NOTE: POND MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER EMERGENCY OVERFLOW SPILLWAY KEY DIVIDER INTO SLOPE TO PREVENT FLOW AROUND SIDES THE POND LENGTH SHALL BE 3 TO 6 TIMES THE MAXIMUM POND WIDTH SILT FENCE OR EQUIVALENT DIVIDER RISER PIPE POND LENGTH 3H :1V MAX . RISER PIPE (PRINCIPAL SPILLWAY) OPEN AT TOP WITH TRASH RACK PER FIG. 5.1.1.C DEWATERING DEVICE (SEE RISER DETAIL)2H:1VMAX.3H:1VMAX.WIRE-BACKED SILT FENCE, STAKED STRAW BALES WRAPPED WITH FILTER FABRIC, OR EQUIVALENT DIVIDER CONCRETE BASE (SEE RISER DETAIL) DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER DEWATERING ORIFICE CREST OF EMERGENCY SPILLWAY 1' 6' MIN. BERM WIDTH EMBANKMENT COMPACTED 95% MODIFIED PROCTOR. PERVIOUS MATERIALS SUCH AS GRAVEL OR CLEAN SAND SHALL NOT BE USED. 1' MIN. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-52 FIGURE D.2.1.5.D SEDIMENT POND RISER DETAIL D.2.1.5.3 STORM DRAIN INLET PROTECTION Code: FFP or CBI or CBP Symbol: or or Purpose Storm drain inlets are protected to prevent coarse sediment from entering storm drainage systems. Temporary devices around storm drains assist in improving the quality of water discharged to inlets or catch basins by ponding sediment-laden water. These devices are effective only for relatively small drainage areas. Conditions of Use 1. Protection shall be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. 2. Inlet protection may be used anywhere at the applicant’s discretion to protect the drainage system. This will, however, require more maintenance, and it is highly likely that the drainage system will still require some cleaning. 3. The contributing drainage area must not be larger than one acre. Design and Installation Specifications 1. There are many options for protecting storm drain inlets. Two commonly used options are filter fabric protection and catch basin inserts.Filter fabric protection (see Figure D.2.1.5.E) is filter fabric (geotextile) placed over the grate. This method is generally very ineffective and requires intense maintenance efforts.Catch basin inserts (see Figure D.2.1.5.F) are manufactured devices that nest inside a catch basin. This method also requires a high frequency of maintenance to be effective. Both options provide adequate protection, but filter fabric is likely to result in ponding of water above the 3.5' MIN. 18" MIN. 2X RISER DIA. MIN. CORRUGATED METAL RISER CONCRETE BASE ALTERNATIVELY, METAL STAKES AND WIRE MAY BE USED TO PREVENT FLOTATION DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB MIN. DIAMETER AS PER CALCULATIONS 6" MIN. PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED DEWATERING DEVICE, SEE NOTE WATERTIGHT COUPLING TACK WELD NOTE: PERFORATED CORRUGATED POLYETHYLENE (CPE) DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-53 catch basin, while the insert will not. Thus, filter fabric is only allowed where ponding will not be a traffic concern and where slope erosion will not result if the curb is overtopped by ponded water. Trapping sediment in the catch basins is unlikely to improve the water quality of runoff if it is treated in a pond or trap because the coarse particles that are trapped at the catch basin settle out very quickly in the pond or trap.Catch basin protection normally only improves water quality where there is no treatment facility downstream. In these circumstances, catch basin protection is an important last line of defense. It is not, however, a substitute for preventing erosion. The placement of filter fabric under grates is generally prohibited and the use of filter fabric over grates is strictly limited and discouraged. 2. It is sometimes possible to construct a small sump around the catch basin before final surfacing of the road. This is allowed because it can be a very effective method of sediment control. 3. Block and gravel filters, gravel and wire mesh filter barriers, and bag barriers filled with various filtering media placed around catch basins can be effective when the drainage area is 1 acre or less and flows do not exceed 0.5 cfs. It is necessary to allow for overtopping to prevent flooding. Many manufacturers have various inlet protection filters that are very effective in keeping sediment-laden water from entering the storm drainage system. The following are examples of a few common methods. a)Block and gravel filters (Figure D.2.1.5.G) are a barrier formed around an inlet with standard concrete block and gravel, installed as follows: x Height is 1 to 2 feet above the inlet. x Recess the first row of blocks 2 inches into the ground for stability. x Support subsequent rows by placing a 2x4 through the concrete block opening. x Do not use mortar. x Lay some blocks in the bottom row on their side for dewatering the pooled water. x Place cloth or mesh with ½ inch openings over all block openings. x Place gravel below the top of blocks on slopes of 2:1 or flatter. x An alternate design is a gravel donut. b)Gravel and wire mesh filters consist of a gravel barrier placed over the top of an inlet. This structure generally does not provide overflow. Install as follows: x Cloth or comparable wire mesh with ½ inch openings is placed over inlet. x Coarse aggregate covers the cloth or mesh. x Height/depth of gravel should be 1 foot or more, 18 inches wider than inlet on all sides. c)Curb inlet protection with a wooden weir is a barrier formed around an inlet with a wooden frame and gravel, installed as follows: x Construct a frame and attach wire mesh (½ inch openings) and filter fabric to the frame. x Pile coarse washed aggregate against the wire/fabric. x Place weight on frame anchors. d)Curb and gutter sediment barriers (Figure D.2.1.5.H) consist of sandbags or rock berms (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape, installed as follows: x Bags of either burlap or woven geotextile fabric, filled with a variety of media such as gravel, wood chips, compost or sand stacked tightly allows water to pond and allows sediment to separate from runoff. x Leave a “one bag gap” in the top row of the barrier to provide a spillway for overflow. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-54 x Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 x 3 and at least 2 feet from the inlet. x Construct a horseshoe shaped sedimentation trap on the outside of the berm to sediment trap standards for protecting a culvert inlet. 4.Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected and overflow capability is needed. If emergency overflow is provided, additional end-of-pipe treatment may be required. Excavated drop inlets consist of an excavated impoundment area around a storm drain. Sediment settles out of the stormwater prior to enter the drain.Install according to the following specifications: a) The impoundment area should have a depth of 1 to 2 feet measured from the crest of the inlet structure. b) Side slopes of the excavated area must be no steeper than 2:1. c) Minimum volume of the excavated area should be 35 cubic yards. d) Install provisions for draining the area to prevent standing water problems. e) Keep the area clear of debris. f) Weep holes may be drilled into the side of the inlet. g) Protect weep holes with wire mesh and washed aggregate. h) Weep holes must be sealed when removing and stabilizing excavated area. i) A temporary dike may be necessary on the down slope side of the structure to prevent bypass flow. Maintenance Standards 1. Any accumulated sediment on or around inlet protection shall be removed immediately. Sediment shall not be removed with water, and all sediment must be disposed of as fill on site or hauled off site. 2. Any sediment in the catch basin insert shall be removed when the sediment has filled one-third of the available storage. The filter media for the insert shall be cleaned or replaced at least monthly. 3. Regular maintenance is critical for all forms of catch basin/inlet protection. Unlike many forms of protection that fail gradually, catch basin protection will fail suddenly and completely if not maintained properly. FIGURE D.2.1.5.E FILTER FABRIC PROTECTION CATCH BASIN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. GRATE STANDARD STRENGTH FILTER FABRIC DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-55 FIGURE D.2.1.5.F CATCH BASIN INSERT NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS: x A MIN. 0.5 C.F. OF STORAGE, x THE MEANS TO DEWATER THE STORED SEDIMENT, x AN OVERFLOW, AND x CAN BE EASILY MAINTAINED. OVERFLOW GRATECATCH BASIN POROUS BOTTOM SOLID WALLS FILTER MEDIA FOR DEWATERING DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-56 FIGURE D.2.1.5.G BLOCK AND GRAVEL CURB INLET PROTECTION 1. USE BLOCK AND GRAVEL TYPE SEDIMENT BARRIER WHEN CURB INLET IS LOCATED IN GENTLY SLOPING SEGMENT, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2. BARRIER SHALL ALLOW FOR OVERFLOW FROM SEVERE STORM EVENT. 3. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. 2x4 WOOD STUD OVERFLOW WATER A A PLAN VIEW NTS SECTION A-A NTS BLOCK AND GRAVEL CURB INLET PROTECTION NTS CATCH BASIN COVER CURB INLET CONCRETE BLOCKS CATCH BASIN COVER CURB INLET CATCH BASIN BACK OF SIDEWALK CURB FACE 3/4" DRAIN GRAVEL (20 mm) WIRE SCREEN OR FILTER FABRIC POND HEIGHT WIRE SCREEN OR FILTER FABRIC 2x4 WOOD STUD (100x50 TIMBER STUD) 3/4" DRAIN GRAVEL (20 mm) NOTES: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-57 FIGURE D.2.1.5.H CURB AND GUTTER BARRIER PROTECTION RUNOFF RUNOFF SPILLWAY 1. PLACE CURB-TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2. SANDBAGS OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC ARE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. 3. LEAVE A ONE-SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 4. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. GRAVEL FILLED SANDBAGS STACKED TIGHTLY DRAIN GRATE GUTTER CURB FACE CURB INLET SANDBAGS TO OVERLAP ONTO CURB BACK OF SIDEWALK PLAN VIEW NTS CURB AND GUTTER BARRIER NTS NOTES: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-58 D.2.1.6 SURFACE WATER COLLECTION All surface water from disturbed areas shall be intercepted, conveyed to a sediment pond or trap, and discharged downslope of any disturbed areas. An exception is for areas at the perimeter of the site with drainage areas small enough to be treated solely with perimeter protection (see Section D.2.1.3). Also, if the soils and topography are such that no offsite discharge of surface water is anticipated up to and including the developed 2-year runoff event, surface water controls are not required. A 10-year approved model 15-minute peak flow shall be used for sizing surface water controls if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection (see the introduction to Section D.2.1.5). At the City’s discretion, sites may be worked during the dry season without surface water controls, if there is some other form of protection of surface waters, such as a 100-foot forested buffer between the disturbed areas and adjacent surface waters. Significant sources of upslope surface water that drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point downslope of the disturbed areas. Surface water controls shall be installed concurrently with rough grading. Purpose:The purpose of surface water control is to collect and convey surface water so that erosion is minimized, and runoff from disturbed areas is treated by a sediment pond or trap. Surface water control essentially consists of three elements: 1. Interception of runoff on and above slopes 2. Conveyance of the runoff to a sediment pond or trap (if the runoff was collected from a disturbed area) 3. Release of the runoff downslope of any disturbed areas. When to Install:Surface water controls shall be constructed during the initial grading of an area and must be in place before there is any opportunity for storm runoff to cause erosion. Measures to Install:Interceptor dikes/swales intercept runoff, ditches and pipe slope drains convey the runoff, and riprap or level spreaders help release the runoff in a non-erosive manner. Each measure is to be used under different circumstances so there is very little overlap. However, the two options for releasing water in a non-erosive manner, outlet protection and level spreaders, can be somewhat interchangeable. See Figure D.2.1.6.A for a schematic drawing demonstrating the use of these measures. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-59 FIGURE D.2.1.6.A SKETCH PLAN OF SURFACE WATER CONTROLS D.2.1.6.1 INTERCEPTOR DIKE AND SWALE Code: ID or IS Symbol: or Purpose Interceptor dikes and swales intercept storm runoff from drainage areas on or above disturbed slopes and convey it to a sediment pond or trap. They may also be used to intercept runoff from undisturbed areas and convey the runoff to a point below any exposed soils. Interception of surface water reduces the possibility of slope erosion. Interceptor dikes and swales differ from ditches (see Section D.2.1.6.4) in that they are intended to convey smaller flows along low-gradient drainage ways to larger conveyance systems such as ditches or pipe slope drains. Conditions of Use Interceptor dikes and swales are required in the following situations: 1. At the top of all slopes in excess of 3H:1V and with more than 20 feet of vertical relief. 2. At intervals on any slope that exceeds the dimensions specified in this section for the horizontal spacing of dikes and swales. Design and Installation Specifications 1. See Figure D.2.1.6.B for details of an interceptor dike and Figure D.2.1.6.C for an interceptor swale. 2. Interceptor dikes and swales shall be spaced horizontally as follows: Average Slope Slope Percent Flowpath Length 20H:1V or less 3–5% 300 feet (10 to 20)H:1V 5–10% 200 feet (4 to 10)H:1V 10–25% 100 feet (2 to 4)H:1V 25–50% 50 feet INTERCEPTOR DIKE TOP OF SLOPE TOE OF SLOPE OUTLET PROTECTION DITCH SEDIMENT POND SILT FENCE STREAM PIPE SLOPE DRAIN FLOW ID PD ID OP DI SP SF SF OP DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-60 3. For slopes steeper than 2H:1V with more than 10 feet of vertical relief, benches may be constructed or closer spaced interceptor dikes or swales may be used. Whichever measure is chosen, the spacing and capacity of the measures must be designed by the engineer and the design must include provisions for effectively intercepting the high velocity runoff associated with steep slopes. 4. If the dike or swale intercepts runoff from disturbed areas, it shall discharge to a stable conveyance system that routes the runoff to a sediment pond or trap (see Section D.2.1.5). If the dike or swale intercepts runoff that originates from undisturbed areas, it shall discharge to a stable conveyance system that routes the runoff downslope of any disturbed areas and releases the water at a stabilized outlet. 5.Construction traffic over temporary dikes and swales shall be minimized. Maintenance Standards 1. Damage resulting from runoff or construction activity shall be repaired immediately. 2. If the facilities do not regularly retain storm runoff, the capacity and/or frequency of the dikes/swales shall be increased. FIGURE D.2.1.6.B INTERCEPTOR DIKE FIGURE D.2.1.6.C INTERCEPTOR SWALE DIKE SPACING DEPENDS ON SLOPE GRADIENT 2' MIN.18" MIN. 2 MAX. 12 MAX. 1 DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR SWALE SPACING DEPENDS ON SLOPE GRADIENT 2' MIN. 1' MIN. LEVEL BOTTOM 2:1 MAX. SLOPE DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-61 D.2.1.6.2 PIPE SLOPE DRAINS Code: PD Symbol: Purpose Pipe slope drains are designed to carry concentrated runoff down steep slopes without causing erosion, or saturation of slide-prone soils. Pipe slope drains may be used to divert water away from or over bare soil to prevent gullies, channel erosion, and saturation of slide prone soils Conditions of Use Pipe slope drains should be used when a temporary or permanent stormwater conveyance is needed to move water down a steep slope to avoid erosion. Pipe slope drains may be: 1. Connected to new catch basins and used temporarily until all permanent piping is installed. 2. Used on any slope with a gradient of 2H:1V or greater and with at least 10 feet of vertical relief. 3. Used to drain water collected from aquifers exposed on cut slopes and convey it to the base of the slope. 4. Used to collect clean runoff from plastic sheet cover and direct away from any exposed soils. 5. Installed in conjunction with silt fence to drain collected water to a controlled area. 6. Used to divert small seasonal streams away from construction. Pipe slope drains have been used successfully on culvert replacement and extension projects. Large flex pipe may be used on larger streams during culvert removal, repair, or replacement. 7. Connected to existing downspouts and roof drains used to divert water away from work areas during building renovation, demolition, and construction projects. 8. Rock-lined ditches or other permanent, non-erosive conveyances used to convey runoff down steep slopes that are not steep slope hazard areas. Design and Installation Specifications 1. See Figure D.2.1.6.D for details. 2. The capacity for temporary drains shall be sufficient to handle the developed 10-year peak flow using the approved model with 15-minute time steps. Up to 30,000 square feet may be drained by each 6-inch minimum diameter pipe without computation of the peak flow. Up to 2 acres may be drained by each 12-inch minimum diameter pipe. Otherwise, the peak flow will need to be computed using the Rational Method described in Section 3.2.1 of the SWDM. 3. The maximum drainage area allowed for any sized pipe is 10 acres. For larger areas, more than one pipe shall be used or a rock-lined channel shall be installed (see SWDM Section 4.4.1, “Open Channels”). 4. The soil around and under the pipe and entrance section shall be thoroughly compacted. 5. The flared inlet section shall be securely connected to the slope drain and be fused or welded, or have flange-bolted mechanical joints to ensure a watertight seal. Ensure that the entrance area is stable and large enough to direct flow into the pipe. 6. Slope drains shall be continuously fused, welded, or flange-bolted mechanical joint pipe systems with proper anchoring to the soil. 7. Where slope drains cross steep slope hazard areas or their associated buffers, the installation shall be on the ground surface, accomplished with minimum alteration. In most circumstances, this requires that slope drains be constructed of corrugated metal, CPE, or equivalent pipe and installed by hand DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-62 (see SWDM Section 4.2.1). Any area disturbed during installation or maintenance must be immediately stabilized. 8. If the pipe slope drain will convey sediment-laden runoff, the runoff must be directed to a sediment retention facility (see Section D.2.1.5). If the runoff is not from a disturbed area or is conveyed from a sediment trap or pond, it must be conveyed to a stabilized discharge point (see Section D.2.1.6.5). 9. Re-establish cover immediately on areas disturbed by the installation. Maintenance Standards 1. The inlet shall not be undercut or bypassed by water. If there are problems, the head wall shall be appropriately reinforced. 2. No erosion shall occur at the outlet point. If erosion occurs, additional protection shall be added. FIGURE D.2.1.6.D PIPE SLOPE DRAIN D.2.1.6.3 SUBSURFACE DRAINS Purpose To intercept, collect, and convey ground water to a satisfactory outlet, using a perforated pipe or conduit below the ground surface. Subsurface drains are also known as “French Drains.” The perforated pipe provides a dewatering mechanism to drain excessively wet soils, provide a stable base for construction, improve stability of structures with shallow foundations, or to reduce hydrostatic pressure and to improve slope stability. Conditions of Use Use when excessive water must be removed from the soil. The soil permeability, depth to water table, and impervious layers are all factors that may govern the use of subsurface drains. Design and Installation Specifications 1. Two types of drains may be used as follows: a)Relief drains are used either to lower the water table in large, relatively flat areas, improve the growth of vegetation, or to remove surface water.They are installed along a slope and drain in the direction of the slope. They may be installed in a grid pattern, a herringbone pattern, or a random pattern. b)Interceptor drains are used to remove excess groundwater from a slope, stabilize steep slopes, and lower the water table below a slope to prevent the soil from becoming saturated. They are INLET AND ALL SECTIONS MUST BE SECURELY FASTENED TOGETHER WITH GASKETED WATERTIGHT FITTINGS DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR CPE PIPE (LINED OR UNLINED) OR EQUIVALENT INTERCEPTOR DIKE INTERCEPTOR DIKE PROVIDE RIPRAP PAD OR EQUIVALENT ENERGY DISSIPATION DISCHARGE TO A STABILIZED WATERCOURSE, SEDIMENT RETENTION FACILITY OR STABILIZED OUTLET STANDARD FLARED END SECTION 12" MIN. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-63 installed perpendicular to a slope and drain to the side of the slope. They usually consist of a single pipe or single pipes instead of a patterned layout. 2.Size of Drains – Size subsurface drains to carry the required capacity without pressurized flow. Minimum diameter for a subsurface drain is 4 inches. 3.Outlet – Ensure that the outlet of a drain empties into a channel or other watercourse above the normal water level. Maintenance Standards 1. Subsurface drains shall be checked periodically to ensure that they are free flowing and not clogged with sediment or roots. 2. The outlet shall be kept clear and free of debris. 3. Surface inlets shall be kept open and free of sediment and other debris. 4. Trees located too close to a subsurface drain often clog the system with roots. If a drain becomes clogged, relocate the drain or remove the trees as a last resort. Drain placement should be planned to minimize this problem. 5. Where drains are crossed by heavy equipment, the line shall be checked to ensure that it is not crushed and have adequate cover protection. D.2.1.6.4 DITCHES Code: DI Symbol: Purpose Ditches convey intercepted runoff from disturbed areas to and from sediment ponds or traps. They also convey runoff intercepted from undisturbed areas around the site to a non-erosive discharge point. Conditions of Use Ditches may be used anywhere that concentrated runoff is to be conveyed on or around the construction site. Temporary pipe systems may also be used to convey runoff. Design and Installation Specifications 1. Channels and ditches shall be sized to accommodate the developed condition 10-year approved model 15-minute peak flow with 0.5 feet of freeboard. If no hydrologic analysis is required for the site, the Rational Method may be used (see Section 3.2.1 of the SWDM). 2. See SWDM Section 4.4.1 for open-channel design requirements. 3. The only exception to the requirements of SWDM Section 4.4.1 is the use of check dams, rather than grass lining, for channels in which the design flow velocity does not exceed 5 fps. See Figure D.2.1.6.E for details on check dam installation. Maintenance Standards 1. Any sediment deposition of more than 0.5 feet shall be removed so that the channel is restored to its design capacity. 2. If the channel capacity is insufficient for the design flow, it must be determined whether the problem is local (e.g., a constriction or bend) or the channel is under-designed. If the problem is local, the channel capacity must be increased through construction of a berm(s) or by excavation. If the problem is under-design, the design engineer shall be notified and the channel redesigned to a more conservative standard to be approved by the City of Renton. 3. The channel shall be examined for signs of scouring and erosion of the bed and banks. If scouring or erosion has occurred, affected areas shall be protected by riprap or an erosion control blanket or net. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-64 FIGURE D.2.1.6.E CHECK DAMS D.2.1.6.5 OUTLET PROTECTION Code: OP Symbol: Purpose Outlet protection prevents scour at conveyance outlets. Conditions of Use Outlet protection is required at the outlets of all ponds, pipes, ditches, or other approved conveyances, and where runoff is conveyed to a natural or manmade drainage feature such as a stream, wetland, lake, or ditch. Design and Installation Specifications For the standard pipe slope drains in Section D.2.1.6.2 and other smaller conveyance systems, the standard rock pad (6 feet by 8 feet) made of 1-foot thick quarry spall is adequate. For all other outlets, the outlet protection shall meet the requirements of the “Outfalls” section of Core Requirement #4 and Section 4.2.2 of the SWDM. Maintenance Standards for Outlet Protection If there is scour at the outlet, the eroded area shall be protected with more conservative measures proposed by the design engineer and approved by the City of Renton. 6" MIN. ROCK MUST COMPLETELY COVER THE BOTTOM AND SIDES OF THE DITCH 24" MIN. 2H:1V SLOPES L 2"- 4" ROCKBA L=THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION CROSS SECTION CHECK DAM SPACING DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-65 D.2.1.6.6 LEVEL SPREADER Code: LS Symbol: Purpose Level spreaders convert concentrated runoff to sheet flow and release it onto areas stabilized by existing vegetation. Conditions of Use Level spreaders may be used where runoff from undisturbed areas or sediment retention facilities is discharged. This practice applies only where the spreader can be constructed on undisturbed soil and the area below the level lip is vegetated and low gradient (see below). Note: Level spreaders are conceptually an ideal way to release stormwater since the vegetation and soil allow for the removal of fines from runoff that cannot be removed by settling or filtration. Unfortunately, the performance record of spreaders in the field is dismal. They are frequently under-designed and, despite the best installations, are rarely perfectly level, which results in the release of stormwater at a particular point. This concentrated runoff can result in catastrophic erosion downslope. Given such design failures, the use of spreaders is not encouraged. However, where slopes are gentle and the water volume is relatively low, spreaders may still be the best method. When proposing their use, the designer shall carefully evaluate the site for possible concerns. Design and Installation Specifications 1. See Figure D.2.1.6.F for detail. Other designs may be used subject to City approval. 2. If runoff velocity as it enters the level spreader is more than 4 fps for the developed condition 10-year approved model 15-minute peak flow, a riprap apron must be provided to dissipate energy before the runoff enters the spreader (Section D.2.1.6.5). 3. The total spreader length shall be at least the square root of the catchment area. The maximum length for an individual spreader is 50 feet, limiting the catchment area that a single spreader may serve to 2500 square feet. Although this is very small, four 50-foot level spreaders next to one another could serve nearly an acre (40,000 square feet).Multiple spreaders shall not be placed uphill or downhill from one another in a configuration that would allow water released from one spreader to enter a downslope spreader. 4. The area below the spreader for a horizontal distance of 100 feet shall not exceed 20 percent and shall be completely vegetated with no areas of instability or erosion. The topography for a horizontal distance of 50 feet below the spreader shall be uniform so that runoff is not funneled into a swale or channel immediately after its release. 5. The level spreader shall be seeded and mulched in accordance with Section D.2.1.2. Maintenance Standards 1. Any damage to the spreader shall be immediately repaired. Ensure flows do not bypass the spreader at the ends of the spreader. 2. The downslope area shall be checked for signs of erosion and to verify that the spreader is not functioning as a point discharge. Any eroded areas shall be immediately stabilized, and the cause determined and eliminated if possible. If the erosion is recurrent and the design, even when properly installed and maintained, is not adequate to prevent erosion, a new method of releasing runoff shall be installed in accordance with the standards of this appendix. Any new design must be approved by the City of Renton. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-66 FIGURE D.2.1.6.F LEVEL SPREADER D.2.1.7 DEWATERING CONTROL Any runoff generated by dewatering shall be treated through construction of a sediment trap (Section D.2.1.5.1) when there is sufficient space or by releasing the water to a well vegetated, gently sloping area. Since pumps are used for dewatering, it may be possible to pump the sediment-laden water well away from the surface water so that vegetation can be more effectively utilized for treatment. Discharge of sediment-laden water from dewatering activities to surface and storm waters is prohibited. If dewatering occurs from areas where the water has come in contact with new concrete, such as tanks, vaults, or foundations, the pH of the water must be monitored and must be neutralized prior to discharge. Clean non-turbid dewatering water, such as well point ground water can be discharged to systems tributary to, or directly to surface waters provided the flows are controlled so no erosion or flooding occurs. Clean water must not be routed through a stormwater sediment pond. Highly turbid or contaminated dewatering water must be handled separately from stormwater. Purpose:To prevent the untreated discharge of sediment-laden water from dewatering of utilities, excavated areas, foundations, etc. When to Install:Dewatering control measures shall be used whenever there is a potential for runoff from dewatering of utilities, excavations, foundations, etc. Measures to install: 1. Foundation, vault, excavation, and trench dewatering water that has similar characteristics to stormwater runoff at the site shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Foundation and trench dewatering water that has similar characteristics to stormwater runoff at the site must be disposed of through one of the following options depending on site constraints: a) Infiltration, b) Transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute surface waters, SPREADER MUST BE LEVEL 18" MIN. REBAR SUPPORTS 8' MIN. SPACING CROSS SECTION DETAIL OF SPREADER DENSELY VEGETATED FOR A MIN. OF 100' AND SLOPE LESS THAN 5:1 PRESSURE-TREATED 2"X10" 3' MIN. TREATED 2"x10" MAY BE ABUTTED END TO END FOR MAX. SPREADER LENGTH OF 50' 6" MIN. 6" MIN.1" MIN.2H:1V MAX.1' MIN. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-67 c) Discharge to the sanitary sewer discharge with approval from King County and the City of Renton if there is no other option, or d) Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. 2. Clean, non-turbid dewatering water, such as well-point ground water, may be discharged via stable conveyance to systems tributary to surface waters, provided the dewatering flow does not cause erosion or flooding of receiving waters. 3.Highly turbid or contaminated dewatering water (high pH or other) shall be handled separately from stormwater. See Section D.2.2 ,SWPPS Measures. D.2.1.8 DUST CONTROL Preventative measures to minimize the wind transport of soil shall be taken when a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources or adjacent properties. Purpose:To prevent wind transport of dust from exposed soil surfaces onto roadways, drainage ways, and surface waters. When to Install:Dust control shall be implemented when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. Dust control measures may consist of chemical, structural, or mechanical methods. Measures to Install:Water is the most common dust control (or palliative) used in the area. When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated by spraying. Calcium chloride, Magnesium chloride, Lignin derivatives, Tree Resin Emulsions, and Synthetic Polymer Emulsions may also be used for dust control. Exposed areas shall be re-sprayed as needed. Oil shall not be used for dust control. The following table lists many common dust control measures. Some of the measures are not recommended for use in the City and must have prior approval prior to use from the CED inspector assigned to specific projects. TABLE D.2.1.8.A DUST CONTROL MEASURES Method Considerations Site Preparation Recommended Application Rate Water -Most commonly used practice -Evaporates quickly -Lasts less than 1 day For all liquid agents: -Blade a small surface -Crown or slope surface to avoid ponding -Compact soils if needed -Uniformly pre-wet at 0.03 – 0.3 gal/sq yd -Apply solution under pressure. Overlap solution 6 – 12 inches -Allow treated area to cure 0 – 4 hours -Compact area after curing -Apply second treatment before first treatment becomes ineffective 0.125 gal/sq yd every 20 to 30 minutes Salts Calcium Chloride (CaCl) -Restricts evaporation -Lasts 6–12 months -Can be corrosive -Less effective in low humidity -Can build up in soils and leach by rain Apply 38% solution at 1.21L/m2 (0.27 gal/yd2) or as loose dry granules per manufacturer DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-68 TABLE D.2.1.8.A DUST CONTROL MEASURES Method Considerations Site Preparation Recommended Application Rate Magnesium Chloride (MgCl) -Restricts evaporation -Works at higher temperatures and lower humidity than CaCl -May be more costly than CaCl Apply 26 – 32% solution at 2.3 L/m2 (0.5 gal/yd2) Sodium Chloride (NaCl) -Effective over smaller range of conditions -Less expensive -Can be corrosive -Less effective in low humidity Per Manufacturer Silicates -Generally expensive -Available in small quantities -Require Second application Surfactants -High evaporation rates -Effective for short time periods -Must apply frequently Copolymers -Forms semi-permeable transparent crust -Resists ultraviolet radiation and moisture induced breakdown -Last 1 to 2 years 750 – 940 L/ha (80 – 100 gal/ac) Petroleum Products -Used oil is prohibited as a dust control method -Bind soil particles -May hinder foliage growth -Environmental and aesthetic concerns -Higher cost Use 57 – 63% resins as base. Apply at 750 – 940 L/ha (80–100 gal/ac) Lignin Sulfonate -Paper industry waste product -Acts as dispersing agent -Best in dry climates -Can be slippery -Will decrease Dissolved Oxygen in waterways therefore cannot be used adjacent to surface water systems Loosen surface 25–50 mm (1–2 inches) Need 4–8% fines Vegetable Oils -Coat grains of soils, so limited binding ability -May become brittle -Limited availability Per Manufacturer Spray on Adhesives -Available as organic or synthetic -Effective on dry, hard soils -Forms a crust -Can last 3 to 4 years Per Manufacturer D.2.1.9 FLOW CONTROL Surface water from disturbed areas must be routed through the project’s onsite flow control facility or other provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction. Purpose: The purpose of surface water flow control is to mitigate increases in runoff peaks that occur during construction as a result of clearing vegetation, compacting the soil, and adding impervious surface. Such increases can cause or aggravate downstream flooding and erosion. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-69 When to Install:Surface water flow control shall be installed or otherwise provided prior to any clearing and/or grading of the site, except that required to construct the surface water flow control facilities. Measures to Use:The project’s onsite flow control facility or other equivalent storage facility that meets the peak-matching performance criteria stated above. D.2.1.10 PROTECT EXISTING AND PROPOSED STORMWATER FACILITIES AND ON-SITE BMPS Protection measures shall be applied/installed and maintained so as to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site BMPs. Purpose: The purpose of protecting existing and proposed stormwater facility and on-site BMP areas is to avoid sedimentation and soil compaction that would adversely affect infiltration, and also avoid contamination by other pollutants. When to Install:Stormwater facility and on-site BMP area protection shall be installed or otherwise provided prior to any clearing and/or grading of the site, except that required to construct stormwater facilities and on-site BMPs. Measures to Use: 1. Protect all stormwater facilities and on-site BMPs and proposed stormwater facility and on-site BMP footprints from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the BMPs/facilities. 2. Stormwater facilities and on-site BMPs shall be restored to their fully functioning condition if they accumulate sediment during construction. Restoring the stormwater facilities and on-site BMPs shall include, at a minimum, removal of sediment and any sediment-laden bioretention soils, and replacing the removed soils with soils meeting the design specification. Replacement with a new fully- functioning stormwater facility and/or on-site BMP may be required if restoration to the fully- functioning condition can’t be accomplished. 3. Prevent compacting Bioretention BMPs/facilities by excluding construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. 4. Control erosion and avoid introducing sediment from surrounding land uses onto permeable pavement BMPs. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. 5. Permeable pavement BMPs fouled with sediments or no longer passing an initial infiltration text must be cleaned using procedures from Appendix A or the manufacturer’s procedures. 6. Keep all heavy equipment off existing soils under stormwater facilities and on-site BMPs that have been excavated to final grade to retain the infiltration rate of the soils. D.2.1.11 MAINTAIN PROTECTIVE BMPS Protection measures shall be maintained to ensure continued performance of their intended function, to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed BMPs/facilities, and protect other disturbed areas of the project. Purpose:The purpose of maintaining protective BMPs is to provide continuous erosion and sediment control protection throughout the life of the project, and avoid sedimentation, soil compaction and contamination by other pollutants that would adversely affect infiltration and surface runoff. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-70 When to Maintain:Protection measures shall be monitored per Section D.2.4.4 at a minimum, and promptly maintained to fully functioning condition as necessary to ensure continued performance of their intended function. Measures to Use: 1. Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications. 2. Remove all temporary erosion and sediment control BMPs prior to final construction approval, or within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. 3. Provide protection to all stormwater facilities and on-site BMPs installed for the permanent control of stormwater from sediment and compaction. All stormwater facilities and on-site BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the stormwater facilities and/or on-site BMPs during construction, it shall be removed and the stormwater facility and on-site BMP shall be returned to the conditions specified in the construction documents or as required for full stormwater facility and on-site BMP replacement. 4. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of erosion and sediment control BMPs or vegetation. D.2.1.12 MANAGE THE PROJECT Coordination and timing of site development activities relative to ESC concerns (Section D.2.4), and timely inspection, maintenance and update of protective measures (Section D.2.3) are necessary to effectively manage the project and ensure the success of protective ESC and SWPPS design and implementation. Projects shall assign a qualified CSWPP Supervisor (Section D.2.3.1) to be the primary contact for ESC and SWPPP issues and reporting, coordination with subcontractors and implementation of the CSWPP plan as a whole. Measures to Use: 1. Phase development projects to the maximum degree practicable and take into account seasonal work limits. 2. Inspection and monitoring – Inspect, maintain, and repair all BMPs as needed to ensure continued performance of their intended function. Conduct site inspections and monitoring in accordance with the Construction Stormwater General Permit and City requirements. 3. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with the Construction Stormwater General Permit and City requirements. 4. Projects that disturb one or more acres must have, site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL) (see Section D.2.3.1). Project sites less than one acre (not part of a larger common plan of development or sale) may have a person without CESCL certification conduct inspections. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present onsite or on-call at all times. The CESCL or inspector (project sites less than one acre) must have the skills to assess the: x Site conditions and construction activities that could impact the quality of stormwater. x Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. x The CESCL or inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-71 Based on the results of the inspection, construction site operators must correct the problems identified by: x Reviewing the SWPPP for compliance with all construction SWPPP elements and making appropriate revisions within 7 days of the inspection. x Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems not later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the construction site operator may request an extension within the initial 10-day response period. x Documenting BMP implementation and maintenance in the site log book (applies only to sites that have coverage under the Construction Stormwater General Permit). x The CESCL or inspector must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The CESCL or inspector may reduce the inspection frequency for temporary stabilized, inactive sites to once every calendar month. D.2.2 SWPPS MEASURES This section details the SWPPS measures that are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. These SWPPS measures represent Best Management Practices (BMPs)8 for the control of pollutant drips and spills as well as other impacts related to construction such as increased pH in concrete construction and handling activities. Compliance with each of the SWPPS measures, and with any project- specific control measures, to the extent applicable and necessary to meet the performance criteria in Section D.2.2, and compliance with the CSWPP implementation requirements in Section D.2.4, constitutes overall compliance with the City’s CSWPP Standards. Note: Additional measures shall be required by the City if the existing standards are insufficient to protect adjacent properties, drainage facilities, or water resources. The standards for each individual SWPPS measure are divided into four sections: 1. Purpose 2. Conditions of Use 3. Design and Installation Specifications 4. Maintenance Requirements. Note that the “Conditions of Use” always refers to site conditions. As site conditions change, SWPPS measures must be changed to remain in compliance with the requirements of this appendix. Whenever compliance with City SWPPS Standards is required, all of the following SWPPS measures must be considered for application to the project site as detailed in the following sections. The construction pollutant generating concerns addressed by the BMPs that follow include: x Concrete handling, washout and disposal(specifically portland cement concrete) x Sawcutting and surfacing activities x Materials delivery, storage and containment 8 Best Management Practices (BMPs)means the best available and reasonable physical, structural, managerial, or behavioral activities, that when singly or in combination, eliminate or reduce the contamination of surface and/or ground waters. 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A standard ESC Maintenance Report is provided on the next page and typical SWPPS Maintenance Reports follow. Copies of the ESC and SWPPS Maintenance Reports must be kept on site throughout the duration of construction. E S C M A I N T E N A N C E R E P O R T Performed By: ___________________________ Date: ___________________________ Project Name: ___________________________ CED Permit #: ___________________________ Clearing Limits Damage OK Problem Visible OK Problem Intrusions OK Problem Other OK Problem Mulch Rills/Gullies OK Problem Thickness OK Problem Other OK Problem Nets/Blankets Rills/Gullies OK Problem Ground Contact OK Problem Other OK Problem Plastic Tears/Gaps OK Problem Other OK Problem Seeding Percent Cover OK Problem Rills/Gullies OK Problem Mulch OK Problem Other OK Problem Sodding Grass Health OK Problem Rills/Gullies OK Problem Other OK Problem Perimeter Protection Including Silt Fence Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem BMP/Facility Protection Damage OK Problem Sedimentation OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Intrusions OK Problem Other OK Problem Brush Barrier Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-131 Vegetated Strip Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem Construction Entrance Dimensions OK Problem Sediment Tracking OK Problem Vehicle Avoidance OK Problem Other OK Problem Wheel Wash Dimensions OK Problem Sed buildup or tracking OK . Problem Other OK Problem Construction Road Stable Driving Surf. OK Problem Vehicle Avoidance OK Problem Other OK Problem Sediment Trap/Pond Sed. Accumulation OK Problem Overtopping OK Problem Inlet/Outlet Erosion OK Problem Other OK Problem Catch Basin/Inlet Protection Sed. Accumulation OK Problem Damage OK Problem Clogged Filter OK Problem Other OK Problem Interceptor Dike/Swale Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Pipe Slope Drain Damage OK Problem Inlet/Outlet OK Problem Secure Fittings OK Problem Other OK Problem Ditches Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Outlet Protection Scour OK Problem Other OK Problem Level Spreader Damage OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Sed. Accumulation OK Problem Other OK Problem Dewatering Controls Sediment OK Problem Dust Control Palliative applied OK Problem DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E SECTION D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-132 Miscellaneous Wet Season Stockpile OK Problem Other OK Problem Comments: Actions Taken: Problems Unresolved: DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-133 Pollution Prevention Team Completed by: ______________________ Title: ______________________________ Date: ______________________________ Responsible Official: Title: ___________________________ Team Leader: Office Phone:____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (1) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (2) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4 REFERENCE SECTION11/2/20162017 City of Renton Surface Water Design ManualD-134Employee TrainingCompleted by:______________________________________Title:______________________________________________Date:______________________________________________Describe the annual training of employees on the SWPPP, addressing spill response, good housekeeping, and material management practices.Training Topics1.) LINE WORKERSBrief Description of Training Program/Materials (e.g., film, newsletter course)Schedule for Training (list dates) AttendeesSpill Prevention and ResponseGood HousekeepingMaterial Management Practices2.) P2 TEAM:SWPPP ImplementationMonitoring ProceduresDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4.3 ESC AND SWPPS MAINTENANCE REPORTS2017 City of Renton Surface Water Design Manual11/2/2016D-135List of Significant Spills and LeaksCompleted by:Title:Date:List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in excess of reportable quantities. Although not required, we suggest you list spills and leaks of non-hazardous materials.Description Response ProcedureDate(month/day/year)Location (as indicated on site map)Type of MaterialQuantity Source, If KnownReason for Spill/LeakAmount of Material RecoveredMaterial No longer exposed to Stormwater (Yes/No)Preventive Measure TakenDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4 REFERENCE SECTION12/12/20162017 City of Renton Surface Water Design ManualD-136Potential Pollutant Source IdentificationCompleted by:Title:Date:List all potential stormwater pollutants from materials handled, treated, or stored onsite.Potential Stormwater PollutantStormwater Pollutant SourceLikelihood of pollutant being present in your stormwater discharge. If yes, explainDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E D.4.3 ESC AND SWPPS MAINTENANCE REPORTS2017 City of Renton Surface Water Design Manual12/12/2016D-137Material InventoryCompleted by:Title:Date:List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff.Material Purpose/LocationQuantity (Units) Likelihood of contact with stormwater Past Spill orUsed Produced Stored If Yes, describe reason Leak(indicate per week or year) Yes NoDocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 6:333 $33(1',;) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 16-1840.211 Page F-1 Kennydale Reservoir November 2018 Stormwater Pollution Prevention Plan City of Renton h:\evt_projects\16\1840 - kennydale reservoir\211 surface water report\report\appendix d swppp\appendix f engineering calculations\appendix f text.docx APPENDIX F ENGINEERING CALCULATIONS Appendix F contains hydrology calculations performed using the Western Washington Hydrology Model as approved by the City of Renton. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E KEͲ^/ddK/E&/>dZd/KE&/>/dz ;^&Ϳ ;Ϳ ZKK& ϭ͕ϵϲϮ Ϭ͘Ϭϰϱ ^W,>dWsDEd;EKEͲW'/^Ϳ Ϯ͕ϬϰϮ Ϭ͘Ϭϰϲϵ KEZdWsDEd;EKEͲW'/^Ϳ ϭ͕Ϭϱϳ Ϭ͘ϬϮϰϯ WZD>WsDEd;EKEͲW'/^Ϳ Ϯ͕ϭϯϯ Ϭ͘Ϭϰϵ WZs/Kh^;EKEͲW'/^Ϳ ϳ͕ϰϳϱ Ϭ͘ϭϳϭϲ dKd>/DWZs/Kh^ϳ͕ϭϵϰ Ϭ͘ϭϲϱϮ dKd>WZs/Kh^ϳ͕ϰϳϱ Ϭ͘ϭϳϭϲ KEͲ^/ddK&^ΎtYsh>d ;^&Ϳ ;Ϳ ^W,>dWsDEd;EKEͲW'/^Ϳ ϯϵϮ Ϭ͘ϬϬϵ ^W,>dWsDEd;W'/^Ϳ ϯ͕ϰϳϯ Ϭ͘Ϭϳϵϳ dKd>/DWZs/Kh^ϯ͕ϴϲϱ Ϭ͘Ϭϴϴϳ dKd>WZs/Kh^ϬϬ KEͲ^/ddK&^ΎdEd/KE&/>/dz ;^&Ϳ ;Ϳ ^W,>dWsDEd;EKEͲW'/^Ϳ ϯϵϮ Ϭ͘ϬϬϵ ^W,>dWsDEd;W'/^Ϳ ϯ͕ϰϳϯ Ϭ͘Ϭϳϵϳ dKd>/DWZs/Kh^ϯ͕ϴϲϱ Ϭ͘Ϭϴϴϳ dKd>WZs/Kh^ϬϬ ZKtzW^^Z ;^&Ϳ ;Ϳ ^W,>dWsDEd;W'/^Ϳ ϰϮϯ Ϭ͘ϬϬϵϳ KEZdWsDEd;W'/^Ϳ ϯϯϭ Ϭ͘ϬϬϳϲ t><;EKEͲW'/^Ϳ ϲϬ Ϭ͘ϬϬϭϰ dKd>/DWZs/Kh^ϴϭϰ Ϭ͘Ϭϭϴϳ dKd>WZs/Kh^ϬϬ dKd>/DWZs/Kh^ ϭϭ͕ϴϳϯ Ϭ͘ϮϳϮϲ dKd>WZD>WsDEd ϲ͕ϮϬϰ Ϭ͘ϭϰϮϰ dKd>WZs/Kh^ ϵ͕ϴϵϰ Ϭ͘ϮϮϳϭ dKd>/^dhZ Ϯϳ͕ϵϳϭ Ϭ͘ϲϰϮϭ Ύ&ŝƌĞ^ƚĂƚŝŽŶ WZKWK^Z^ DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E WWHM2012 PROJECT REPORT INFILTRATION GALLERY SIZING DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 2 General Model Information Project Name: Kennydale_2019-01 Site Name: Kennydale Reservoir Site Address: 1404 N 30th St City: Renton Report Date: 1/3/2019 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Pasture, Mod 0.3368 Pervious Total 0.3368 Impervious Land Use acre Impervious Total 0 Basin Total 0.3368 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 4 Mitigated Land Use Onsite Lawn Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.1961 Pervious Total 0.1961 Impervious Land Use acre Impervious Total 0 Basin Total 0.1961 Element Flows To: Surface Interflow Groundwater Infiltration Tank Pervious area used for modeling is actual pervious (0.1716 ac) plus 50% of permeable concrete area (0.0245 ac) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 5 Reservoir Roof Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.045 Impervious Total 0.045 Basin Total 0.045 Element Flows To: Surface Interflow Groundwater Infiltration Tank Infiltration Tank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 6 Road Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.0957 Impervious Total 0.0957 Basin Total 0.0957 Element Flows To: Surface Interflow Groundwater Infiltration Tank Infiltration Tank Impervious road area used for modeling is actual impervious road (0.0712 ac) plus 50% of permeable concrete area (0.0245 ac) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 7 Routing Elements Predeveloped Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 8 Mitigated Routing Infiltration Tank Dimensions Depth: 8 ft. Tank Type: Circular Diameter: 8 ft. Length: 43 ft. Infiltration On Infiltration rate: 2.3 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 22.118 Total Volume Through Riser (ac-ft.): 0.084 Total Volume Through Facility (ac-ft.): 22.201 Percent Infiltrated: 99.63 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 7.5 ft. Riser Diameter: 18 in. Notch Type: Rectangular Notch Width: 0.080 ft. Notch Height: 1.500 ft. Orifice 1 Diameter: 4 in. Elevation:5 ft. Orifice 2 Diameter: 0.042 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000000 0.000000 0.000 0.000 0.0889 0.001656 0.000098 0.000 0.003 0.1778 0.002328 0.000277 0.000 0.005 0.2667 0.002835 0.000507 0.000 0.006 0.3556 0.003255 0.000779 0.000 0.007 0.4444 0.003618 0.001084 0.000 0.008 0.5333 0.003940 0.001421 0.000 0.009 0.6222 0.004230 0.001784 0.000 0.009 0.7111 0.004495 0.002172 0.000 0.010 0.8000 0.004738 0.002582 0.000 0.011 0.8889 0.004964 0.003014 0.000 0.011 0.9778 0.005173 0.003464 0.000 0.012 1.0667 0.005369 0.003933 0.000 0.012 1.1556 0.005552 0.004418 0.000 0.012 1.2444 0.005724 0.004920 0.000 0.013 1.3333 0.005886 0.005436 0.000 0.013 1.4222 0.006039 0.005966 0.000 0.014 1.5111 0.006182 0.006509 0.000 0.014 1.6000 0.006318 0.007065 0.000 0.014 1.6889 0.006446 0.007632 0.000 0.014 1.7778 0.006566 0.008210 0.000 0.015 1.8667 0.006680 0.008799 0.000 0.015 1.9556 0.006788 0.009398 0.000 0.015 2.0444 0.006889 0.010006 0.000 0.016 2.1333 0.006985 0.010622 0.000 0.016 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 9 2.2222 0.007074 0.011247 0.000 0.016 2.3111 0.007159 0.011880 0.000 0.016 2.4000 0.007238 0.012520 0.000 0.016 2.4889 0.007312 0.013166 0.000 0.017 2.5778 0.007381 0.013819 0.000 0.017 2.6667 0.007446 0.014478 0.000 0.017 2.7556 0.007505 0.015143 0.000 0.017 2.8444 0.007560 0.015813 0.000 0.017 2.9333 0.007611 0.016487 0.000 0.017 3.0222 0.007658 0.017166 0.000 0.017 3.1111 0.007700 0.017848 0.000 0.017 3.2000 0.007738 0.018534 0.000 0.017 3.2889 0.007771 0.019224 0.000 0.018 3.3778 0.007801 0.019916 0.000 0.018 3.4667 0.007827 0.020610 0.000 0.018 3.5556 0.007848 0.021307 0.000 0.018 3.6444 0.007866 0.022005 0.000 0.018 3.7333 0.007880 0.022705 0.000 0.018 3.8222 0.007889 0.023406 0.000 0.018 3.9111 0.007895 0.024108 0.000 0.018 4.0000 0.007897 0.024810 0.000 0.018 4.0889 0.007895 0.025512 0.000 0.018 4.1778 0.007889 0.026213 0.000 0.018 4.2667 0.007880 0.026914 0.000 0.018 4.3556 0.007866 0.027614 0.000 0.018 4.4444 0.007848 0.028312 0.000 0.018 4.5333 0.007827 0.029009 0.000 0.018 4.6222 0.007801 0.029704 0.000 0.018 4.7111 0.007771 0.030396 0.000 0.018 4.8000 0.007738 0.031085 0.000 0.018 4.8889 0.007700 0.031771 0.000 0.018 4.9778 0.007658 0.032454 0.000 0.018 5.0667 0.007611 0.033132 0.112 0.018 5.1556 0.007560 0.033807 0.171 0.018 5.2444 0.007505 0.034476 0.214 0.018 5.3333 0.007446 0.035141 0.250 0.018 5.4222 0.007381 0.035800 0.282 0.018 5.5111 0.007312 0.036453 0.310 0.018 5.6000 0.007238 0.037100 0.336 0.018 5.6889 0.007159 0.037739 0.360 0.018 5.7778 0.007074 0.038372 0.383 0.018 5.8667 0.006985 0.038997 0.404 0.018 5.9556 0.006889 0.039614 0.424 0.018 6.0444 0.006788 0.040221 0.446 0.018 6.1333 0.006680 0.040820 0.475 0.018 6.2222 0.006566 0.041409 0.506 0.018 6.3111 0.006446 0.041987 0.540 0.018 6.4000 0.006318 0.042555 0.575 0.018 6.4889 0.006182 0.043110 0.612 0.018 6.5778 0.006039 0.043653 0.649 0.018 6.6667 0.005886 0.044183 0.686 0.018 6.7556 0.005724 0.044700 0.723 0.018 6.8444 0.005552 0.045201 0.761 0.018 6.9333 0.005369 0.045686 0.799 0.018 7.0222 0.005173 0.046155 0.837 0.018 7.1111 0.004964 0.046606 0.880 0.018 7.2000 0.004738 0.047037 0.924 0.018 7.2889 0.004495 0.047447 0.968 0.018 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 10 7.3778 0.004230 0.047835 1.014 0.018 7.4667 0.003940 0.048199 1.181 0.018 7.5556 0.003618 0.048535 1.419 0.018 7.6444 0.003255 0.048841 2.092 0.018 7.7333 0.002835 0.049112 2.991 0.018 7.8222 0.002328 0.049342 4.001 0.018 7.9111 0.001656 0.049521 5.010 0.018 8.0000 0.000000 0.049619 5.908 0.018 8.0889 0.000000 0.000000 6.610 0.018 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 11 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.3368 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.1961 Total Impervious Area: 0.1407 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000393 5 year 0.000983 10 year 0.00172 25 year 0.00333 50 year 0.005287 100 year 0.008212 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000061 5 year 0.000073 10 year 0.000081 25 year 0.000091 50 year 0.000098 100 year 0.000106 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.008 0.000 1951 0.002 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.002 0.000 1957 0.000 0.000 1958 0.000 0.000 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:08 PM Page 12 1959 0.000 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.001 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.001 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.004 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.010 0.000 1997 0.002 0.000 1998 0.000 0.000 1999 0.002 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.020 0.000 2008 0.001 0.000 2009 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0204 0.0001 2 0.0102 0.0001 3 0.0079 0.0001 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 13 4 0.0041 0.0001 5 0.0022 0.0001 6 0.0019 0.0001 7 0.0016 0.0001 8 0.0015 0.0001 9 0.0012 0.0001 10 0.0011 0.0001 11 0.0010 0.0001 12 0.0009 0.0001 13 0.0008 0.0001 14 0.0008 0.0001 15 0.0006 0.0001 16 0.0006 0.0001 17 0.0004 0.0001 18 0.0004 0.0001 19 0.0004 0.0001 20 0.0003 0.0001 21 0.0003 0.0001 22 0.0003 0.0001 23 0.0003 0.0001 24 0.0003 0.0001 25 0.0003 0.0001 26 0.0003 0.0001 27 0.0003 0.0001 28 0.0003 0.0001 29 0.0003 0.0001 30 0.0003 0.0001 31 0.0003 0.0001 32 0.0003 0.0001 33 0.0003 0.0001 34 0.0003 0.0001 35 0.0003 0.0001 36 0.0003 0.0001 37 0.0003 0.0001 38 0.0003 0.0001 39 0.0003 0.0001 40 0.0003 0.0001 41 0.0003 0.0001 42 0.0003 0.0001 43 0.0003 0.0001 44 0.0003 0.0001 45 0.0003 0.0001 46 0.0003 0.0001 47 0.0003 0.0001 48 0.0003 0.0001 49 0.0003 0.0001 50 0.0003 0.0001 51 0.0003 0.0001 52 0.0003 0.0001 53 0.0003 0.0001 54 0.0003 0.0001 55 0.0003 0.0001 56 0.0003 0.0001 57 0.0003 0.0000 58 0.0002 0.0000 59 0.0002 0.0000 60 0.0002 0.0000 61 0.0002 0.0000 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 14 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 15 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 2712 0 0 Pass 0.0002 842 0 0 Pass 0.0003 203 0 0 Pass 0.0004 172 0 0 Pass 0.0004 153 0 0 Pass 0.0005 138 0 0 Pass 0.0005 121 0 0 Pass 0.0006 109 0 0 Pass 0.0006 102 0 0 Pass 0.0007 90 0 0 Pass 0.0007 82 0 0 Pass 0.0008 74 0 0 Pass 0.0008 69 0 0 Pass 0.0009 62 0 0 Pass 0.0009 60 0 0 Pass 0.0010 53 0 0 Pass 0.0010 51 0 0 Pass 0.0011 50 0 0 Pass 0.0011 48 0 0 Pass 0.0012 43 0 0 Pass 0.0012 40 0 0 Pass 0.0013 36 0 0 Pass 0.0013 34 0 0 Pass 0.0014 33 0 0 Pass 0.0014 31 0 0 Pass 0.0015 31 0 0 Pass 0.0015 29 0 0 Pass 0.0016 28 0 0 Pass 0.0016 26 0 0 Pass 0.0017 24 0 0 Pass 0.0017 24 0 0 Pass 0.0018 24 0 0 Pass 0.0018 22 0 0 Pass 0.0019 21 0 0 Pass 0.0019 19 0 0 Pass 0.0020 18 0 0 Pass 0.0020 17 0 0 Pass 0.0021 16 0 0 Pass 0.0022 14 0 0 Pass 0.0022 13 0 0 Pass 0.0023 13 0 0 Pass 0.0023 12 0 0 Pass 0.0024 12 0 0 Pass 0.0024 12 0 0 Pass 0.0025 11 0 0 Pass 0.0025 11 0 0 Pass 0.0026 11 0 0 Pass 0.0026 11 0 0 Pass 0.0027 10 0 0 Pass 0.0027 10 0 0 Pass 0.0028 10 0 0 Pass 0.0028 10 0 0 Pass 0.0029 10 0 0 Pass DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 16 0.0029 10 0 0 Pass 0.0030 10 0 0 Pass 0.0030 10 0 0 Pass 0.0031 10 0 0 Pass 0.0031 10 0 0 Pass 0.0032 10 0 0 Pass 0.0032 10 0 0 Pass 0.0033 10 0 0 Pass 0.0033 10 0 0 Pass 0.0034 10 0 0 Pass 0.0034 10 0 0 Pass 0.0035 10 0 0 Pass 0.0035 10 0 0 Pass 0.0036 10 0 0 Pass 0.0036 10 0 0 Pass 0.0037 10 0 0 Pass 0.0037 10 0 0 Pass 0.0038 10 0 0 Pass 0.0038 10 0 0 Pass 0.0039 10 0 0 Pass 0.0040 10 0 0 Pass 0.0040 10 0 0 Pass 0.0041 10 0 0 Pass 0.0041 900Pass 0.0042 900Pass 0.0042 900Pass 0.0043 900Pass 0.0043 900Pass 0.0044 900Pass 0.0044 900Pass 0.0045 900Pass 0.0045 900Pass 0.0046 900Pass 0.0046 900Pass 0.0047 900Pass 0.0047 900Pass 0.0048 800Pass 0.0048 700Pass 0.0049 700Pass 0.0049 700Pass 0.0050 700Pass 0.0050 700Pass 0.0051 700Pass 0.0051 700Pass 0.0052 700Pass 0.0052 700Pass 0.0053 700Pass DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0203 acre-feet On-line facility target flow: 0.0271 cfs. Adjusted for 15 min: 0.0271 cfs. Off-line facility target flow: 0.0153 cfs. Adjusted for 15 min: 0.0153 cfs. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 18 LID Report DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:50 PM 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:50 PM Page 20 Appendix Predeveloped Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:08 PM Page 21 Mitigated Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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 Kennydale_2019-01.wdm MESSU 25 PreKennydale_2019-01.MES 27 PreKennydale_2019-01.L61 28 PreKennydale_2019-01.L62 30 POCKennydale_2019-011.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 5 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 *** 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 5 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 ********* 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 5 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 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 5 0.15 0.5 0.3 0 0.7 0.4 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 5 0 0 0 0 3 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 24 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 5 0.3368 COPY 501 12 PERLND 5 0.3368 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 25 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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 Kennydale_2019-01.wdm MESSU 25 MitKennydale_2019-01.MES 27 MitKennydale_2019-01.L61 28 MitKennydale_2019-01.L62 30 POCKennydale_2019-011.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 4 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Infiltration Tank 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 *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 27 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 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 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 28 4 400 0.01 0.1 0.1 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Onsite Lawn*** PERLND 8 0.1961 RCHRES 1 2 Reservoir Roof*** IMPLND 4 0.045 RCHRES 1 5 Road*** IMPLND 1 0.0957 RCHRES 1 5 ******Routing****** PERLND 8 0.1961 COPY 1 12 IMPLND 4 0.045 COPY 1 15 IMPLND 1 0.0957 COPY 1 15 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 Infiltration Tan-010 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 29 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 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 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.000000 0.088889 0.001656 0.000098 0.000014 0.003840 0.177778 0.002328 0.000277 0.000020 0.005399 0.266667 0.002835 0.000507 0.000025 0.006575 0.355556 0.003255 0.000779 0.000029 0.007549 0.444444 0.003618 0.001084 0.000032 0.008390 0.533333 0.003940 0.001421 0.000035 0.009137 0.622222 0.004230 0.001784 0.000038 0.009810 0.711111 0.004495 0.002172 0.000040 0.010424 0.800000 0.004738 0.002582 0.000043 0.010989 0.888889 0.004964 0.003014 0.000045 0.011512 0.977778 0.005173 0.003464 0.000047 0.011998 1.066667 0.005369 0.003933 0.000049 0.012452 1.155556 0.005552 0.004418 0.000051 0.012877 1.244444 0.005724 0.004920 0.000053 0.013276 1.333333 0.005886 0.005436 0.000055 0.013651 1.422222 0.006039 0.005966 0.000057 0.014004 1.511111 0.006182 0.006509 0.000059 0.014338 1.600000 0.006318 0.007065 0.000061 0.014652 1.688889 0.006446 0.007632 0.000062 0.014948 1.777778 0.006566 0.008210 0.000064 0.015228 1.866667 0.006680 0.008799 0.000065 0.015493 1.955556 0.006788 0.009398 0.000067 0.015742 2.044444 0.006889 0.010006 0.000068 0.015977 2.133333 0.006985 0.010622 0.000070 0.016198 2.222222 0.007074 0.011247 0.000071 0.016407 2.311111 0.007159 0.011880 0.000073 0.016602 2.400000 0.007238 0.012520 0.000074 0.016786 2.488889 0.007312 0.013166 0.000076 0.016958 2.577778 0.007381 0.013819 0.000077 0.017118 2.666667 0.007446 0.014478 0.000078 0.017267 2.755556 0.007505 0.015143 0.000079 0.017406 2.844444 0.007560 0.015813 0.000081 0.017534 2.933333 0.007611 0.016487 0.000082 0.017652 3.022222 0.007658 0.017166 0.000083 0.017759 3.111111 0.007700 0.017848 0.000084 0.017857 3.200000 0.007738 0.018534 0.000086 0.017945 3.288889 0.007771 0.019224 0.000087 0.018023 3.377778 0.007801 0.019916 0.000088 0.018092 3.466667 0.007827 0.020610 0.000089 0.018151 3.555556 0.007848 0.021307 0.000090 0.018201 3.644444 0.007866 0.022005 0.000091 0.018242 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 30 3.733333 0.007880 0.022705 0.000092 0.018274 3.822222 0.007889 0.023406 0.000094 0.018297 3.911111 0.007895 0.024108 0.000095 0.018310 4.000000 0.007897 0.024810 0.000096 0.018310 4.088889 0.007895 0.025512 0.000097 0.018310 4.177778 0.007889 0.026213 0.000098 0.018310 4.266667 0.007880 0.026914 0.000099 0.018310 4.355556 0.007866 0.027614 0.000100 0.018310 4.444444 0.007848 0.028312 0.000101 0.018310 4.533333 0.007827 0.029009 0.000102 0.018310 4.622222 0.007801 0.029704 0.000103 0.018310 4.711111 0.007771 0.030396 0.000104 0.018310 4.800000 0.007738 0.031085 0.000105 0.018310 4.888889 0.007700 0.031771 0.000106 0.018310 4.977778 0.007658 0.032454 0.000107 0.018310 5.066667 0.007611 0.033132 0.112215 0.018310 5.155556 0.007560 0.033807 0.171355 0.018310 5.244444 0.007505 0.034476 0.214778 0.018310 5.333333 0.007446 0.035141 0.250790 0.018310 5.422222 0.007381 0.035800 0.282241 0.018310 5.511111 0.007312 0.036453 0.310523 0.018310 5.600000 0.007238 0.037100 0.336435 0.018310 5.688889 0.007159 0.037739 0.360488 0.018310 5.777778 0.007074 0.038372 0.383034 0.018310 5.866667 0.006985 0.038997 0.404324 0.018310 5.955556 0.006889 0.039614 0.424547 0.018310 6.044444 0.006788 0.040221 0.446324 0.018310 6.133333 0.006680 0.040820 0.474972 0.018310 6.222222 0.006566 0.041409 0.506800 0.018310 6.311111 0.006446 0.041987 0.540635 0.018310 6.400000 0.006318 0.042555 0.575863 0.018310 6.488889 0.006182 0.043110 0.612080 0.018310 6.577778 0.006039 0.043653 0.648983 0.018310 6.666667 0.005886 0.044183 0.686334 0.018310 6.755556 0.005724 0.044700 0.723933 0.018310 6.844444 0.005552 0.045201 0.761609 0.018310 6.933333 0.005369 0.045686 0.799211 0.018310 7.022222 0.005173 0.046155 0.837828 0.018310 7.111111 0.004964 0.046606 0.880599 0.018310 7.200000 0.004738 0.047037 0.924288 0.018310 7.288889 0.004495 0.047447 0.968868 0.018310 7.377778 0.004230 0.047835 1.014313 0.018310 7.466667 0.003940 0.048199 1.181823 0.018310 7.555556 0.003618 0.048535 1.419408 0.018310 7.644444 0.003255 0.048841 2.092096 0.018310 7.733333 0.002835 0.049112 2.991125 0.018310 7.822222 0.002328 0.049342 4.001839 0.018310 7.911111 0.001656 0.049521 5.010768 0.018310 8.000000 0.000000 0.049619 5.908171 0.018310 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1007 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 31 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 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 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 32 Predeveloped HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 33 Mitigated HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E WWHM2012 PROJECT REPORT UNMITIGATED DEVELOPED CONDITIONS DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 2 General Model Information Project Name: Kennydale NoFC-2 Site Name: Kennydale Reservoir Site Address: 1404 N 30th St City: Renton Report Date: 1/2/2019 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 5 Year High Flow Threshold for POC1: 50 Year Model output for "unmitigated developed conditions scenario" for flow comparison upstream of flow control facility. Permeable pavement modeled as impervious roadway. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Pasture, Flat 0.6421 Pervious Total 0.6421 Impervious Land Use acre Impervious Total 0 Basin Total 0.6421 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 4 Mitigated Land Use Proposed Site Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.2271 Pervious Total 0.2271 Impervious Land Use acre ROADS FLAT 0.37 ROOF TOPS FLAT 0.045 Impervious Total 0.415 Basin Total 0.6421 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 5 Routing Elements Predeveloped Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 6 Mitigated Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.6421 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.2271 Total Impervious Area: 0.415 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000749 5 year 0.001874 10 year 0.00328 25 year 0.006348 50 year 0.010079 100 year 0.015657 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.159647 5 year 0.204299 10 year 0.235574 25 year 0.277128 50 year 0.309615 100 year 0.343455 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.206 1950 0.015 0.221 1951 0.003 0.137 1952 0.001 0.114 1953 0.000 0.123 1954 0.001 0.132 1955 0.001 0.146 1956 0.004 0.144 1957 0.001 0.163 1958 0.001 0.131 Flow comparison upstream of flow control facility. Peak flows referenced for construction sediment control design. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 8 1959 0.001 0.134 1960 0.002 0.132 1961 0.002 0.139 1962 0.000 0.121 1963 0.001 0.137 1964 0.002 0.132 1965 0.001 0.170 1966 0.001 0.112 1967 0.001 0.193 1968 0.001 0.220 1969 0.001 0.153 1970 0.001 0.147 1971 0.001 0.176 1972 0.008 0.199 1973 0.000 0.110 1974 0.001 0.160 1975 0.001 0.185 1976 0.001 0.125 1977 0.000 0.135 1978 0.001 0.165 1979 0.001 0.225 1980 0.001 0.202 1981 0.001 0.165 1982 0.001 0.233 1983 0.001 0.190 1984 0.001 0.120 1985 0.000 0.165 1986 0.001 0.143 1987 0.001 0.221 1988 0.000 0.134 1989 0.001 0.167 1990 0.002 0.335 1991 0.002 0.241 1992 0.001 0.119 1993 0.000 0.103 1994 0.000 0.112 1995 0.002 0.147 1996 0.019 0.172 1997 0.003 0.159 1998 0.001 0.154 1999 0.004 0.314 2000 0.001 0.157 2001 0.001 0.172 2002 0.001 0.200 2003 0.000 0.158 2004 0.001 0.294 2005 0.001 0.135 2006 0.000 0.125 2007 0.039 0.312 2008 0.001 0.231 2009 0.001 0.205 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0389 0.3347 2 0.0194 0.3143 3 0.0150 0.3120 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 9 4 0.0078 0.2941 5 0.0042 0.2415 6 0.0036 0.2332 7 0.0030 0.2314 8 0.0029 0.2253 9 0.0022 0.2215 10 0.0021 0.2206 11 0.0018 0.2198 12 0.0017 0.2065 13 0.0016 0.2045 14 0.0015 0.2022 15 0.0011 0.2005 16 0.0011 0.1989 17 0.0009 0.1933 18 0.0007 0.1898 19 0.0007 0.1848 20 0.0006 0.1758 21 0.0006 0.1718 22 0.0006 0.1718 23 0.0005 0.1700 24 0.0005 0.1674 25 0.0005 0.1654 26 0.0005 0.1650 27 0.0005 0.1646 28 0.0005 0.1629 29 0.0005 0.1604 30 0.0005 0.1591 31 0.0005 0.1576 32 0.0005 0.1569 33 0.0005 0.1536 34 0.0005 0.1528 35 0.0005 0.1475 36 0.0005 0.1466 37 0.0005 0.1459 38 0.0005 0.1436 39 0.0005 0.1430 40 0.0005 0.1392 41 0.0005 0.1371 42 0.0005 0.1366 43 0.0005 0.1346 44 0.0005 0.1346 45 0.0005 0.1340 46 0.0005 0.1340 47 0.0005 0.1323 48 0.0005 0.1321 49 0.0005 0.1321 50 0.0005 0.1314 51 0.0005 0.1251 52 0.0005 0.1249 53 0.0005 0.1230 54 0.0005 0.1212 55 0.0005 0.1200 56 0.0005 0.1186 57 0.0005 0.1140 58 0.0005 0.1124 59 0.0004 0.1118 60 0.0004 0.1099 61 0.0004 0.1027 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 10 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 11 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0009 127 283188 222982 Fail 0.0010 114 275488 241656 Fail 0.0011 105 268216 255443 Fail 0.0012 95 261585 275352 Fail 0.0013 87 255596 293788 Fail 0.0014 77 250035 324720 Fail 0.0015 72 244688 339844 Fail 0.0016 66 239768 363284 Fail 0.0017 62 235063 379133 Fail 0.0018 57 230785 404885 Fail 0.0019 52 226721 436001 Fail 0.0020 50 222657 445314 Fail 0.0020 50 218807 437614 Fail 0.0021 49 215385 439561 Fail 0.0022 43 211920 492837 Fail 0.0023 40 208626 521565 Fail 0.0024 37 205482 555356 Fail 0.0025 34 202381 595238 Fail 0.0026 34 199451 586620 Fail 0.0027 31 196627 634280 Fail 0.0028 31 193954 625658 Fail 0.0029 30 191323 637743 Fail 0.0030 28 188799 674282 Fail 0.0031 26 186489 717265 Fail 0.0032 25 184008 736032 Fail 0.0032 24 181676 756983 Fail 0.0033 24 179431 747629 Fail 0.0034 24 177163 738179 Fail 0.0035 22 175131 796050 Fail 0.0036 21 173121 824385 Fail 0.0037 19 171025 900131 Fail 0.0038 19 169100 890000 Fail 0.0039 17 167132 983129 Fail 0.0040 16 165228 1032675 Fail 0.0041 14 163389 1167064 Fail 0.0042 14 161614 1154385 Fail 0.0043 13 159945 1230346 Fail 0.0044 13 158256 1217353 Fail 0.0044 12 156502 1304183 Fail 0.0045 12 154940 1291166 Fail 0.0046 12 153315 1277625 Fail 0.0047 11 151754 1379581 Fail 0.0048 11 150278 1366163 Fail 0.0049 11 148823 1352936 Fail 0.0050 11 147433 1340300 Fail 0.0051 10 146021 1460210 Fail 0.0052 10 144546 1445460 Fail 0.0053 10 143155 1431550 Fail 0.0054 10 141829 1418290 Fail 0.0055 10 140524 1405240 Fail 0.0056 10 139134 1391340 Fail 0.0056 10 137894 1378940 Fail 0.0057 10 136610 1366100 Fail 0.0058 10 135370 1353700 Fail DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 12 0.0059 10 134172 1341720 Fail 0.0060 10 132931 1329310 Fail 0.0061 10 131691 1316910 Fail 0.0062 10 130536 1305360 Fail 0.0063 10 129381 1293810 Fail 0.0064 10 128226 1282260 Fail 0.0065 10 127135 1271350 Fail 0.0066 10 126066 1260660 Fail 0.0067 10 124932 1249320 Fail 0.0068 10 123820 1238200 Fail 0.0068 10 122793 1227930 Fail 0.0069 10 121681 1216810 Fail 0.0070 10 120633 1206330 Fail 0.0071 10 119649 1196490 Fail 0.0072 10 118644 1186440 Fail 0.0073 10 117660 1176600 Fail 0.0074 10 116697 1166970 Fail 0.0075 10 115756 1157560 Fail 0.0076 10 114815 1148150 Fail 0.0077 10 113853 1138530 Fail 0.0078 10 112997 1129970 Fail 0.0079 9 112056 1245066 Fail 0.0080 9 111179 1235322 Fail 0.0080 9 110281 1225344 Fail 0.0081 9 109425 1215833 Fail 0.0082 9 108548 1206088 Fail 0.0083 9 107628 1195866 Fail 0.0084 9 106816 1186844 Fail 0.0085 9 105960 1177333 Fail 0.0086 9 105147 1168300 Fail 0.0087 9 104335 1159277 Fail 0.0088 9 103565 1150722 Fail 0.0089 9 102795 1142166 Fail 0.0090 9 102067 1134077 Fail 0.0091 9 101297 1125522 Fail 0.0092 7 100549 1436414 Fail 0.0092 7 99800 1425714 Fail 0.0093 7 99030 1414714 Fail 0.0094 7 98260 1403714 Fail 0.0095 7 97554 1393628 Fail 0.0096 7 96848 1383542 Fail 0.0097 7 96185 1374071 Fail 0.0098 7 95458 1363685 Fail 0.0099 7 94774 1353914 Fail 0.0100 7 94068 1343828 Fail 0.0101 7 93448 1334971 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0194 acre-feet On-line facility target flow: 0.0259 cfs. Adjusted for 15 min: 0.0259 cfs. Off-line facility target flow: 0.0146 cfs. Adjusted for 15 min: 0.0146 cfs. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 14 LID Report DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:31 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:31 PM Page 16 Appendix Predeveloped Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:48 PM Page 17 Mitigated Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 Kennydale NoFC-2.wdm MESSU 25 PreKennydale NoFC-2.MES 27 PreKennydale NoFC-2.L61 28 PreKennydale NoFC-2.L62 30 POCKennydale NoFC-21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Existing 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 *** 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 5 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 ********* 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 5 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 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 5 0.15 0.5 0.3 0 0.7 0.4 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 5 0 0 0 0 3 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Existing Site*** PERLND 5 0.6421 COPY 501 12 PERLND 5 0.6421 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 Kennydale NoFC-2.wdm MESSU 25 MitKennydale NoFC-2.MES 27 MitKennydale NoFC-2.L61 28 MitKennydale NoFC-2.L62 30 POCKennydale NoFC-21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 1 IMPLND 4 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Proposed 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 *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 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 ********* 8 0 0 4 0 0 0 0 0 0 0 0 0 1 9 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 23 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 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 8 0 0 0 0 3 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 4 ROOF TOPS/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 4 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 4 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 4 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 4 400 0.01 0.1 0.1 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 24 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Proposed Site*** PERLND 8 0.2271 COPY 501 12 PERLND 8 0.2271 COPY 501 13 IMPLND 1 0.37 COPY 501 15 IMPLND 4 0.045 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 25 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 26 Predeveloped HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 27 Mitigated HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E $33(1',;( DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E 23'-0"19'-0"15'-83 4" ø48" RISER 2'-0"ø48" RISER16'-23 4" ø48" RISER 17'-0"ø48" RISERDYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_3269-2.DWG 3/29/2017 8:01 PM SHEET NO.: 3/29/2017 DATE:PROJECT No.: 3269-2 SEQ. No.: 0 D1 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY NOTES x ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. x ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998. x ALL RISERS AND STUBS ARE 2 2 3" x 12" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. x RISERS TO BE FIELD TRIMMED TO GRADE. x QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. x BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. x THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. CALCULATION DETAILS x LENGTH PER BARREL = 15 FT x LENGTH PER HEADER = 19 FT x LOADING = H20 & H25 x APPROX. CMP FOOTAGE = 49 FT PIPE DETAILS x DIAMETER = 96 IN x CORRUGATION = 5" X 1" OR 3" X 1" x GAGE = 16 x COATING = ALUMINIZED STEEL TYPE 2 (ALT2) x WALL TYPE = PERFORATED x BARREL SPACING = 36 IN BACKFILL DETAILS x WIDTH AT ENDS = 12 IN x ABOVE PIPE = 0 IN x WIDTH AT SIDES = 12 IN x BELOW PIPE = 6 IN STORAGE SUMMARY x STORAGE VOLUME REQUIRED 3,016 CF x PIPE STORAGE = 2,463 CF x STRUCTURAL BACKFILL STORAGE = 799 CF x TOTAL STORAGE PROVIDED = 3,262 CF ASSEMBLY SCALE: 1" = 10' PROJECT SUMMARY DYODS - 3269-2-0 PROJECT NAME: Kennydale Reservoir Renton, WA 98057 DESCRIPTION: KENNYDALE RESERVOIR STORMWATER FACILITY DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E KEY 1.) RIGID OR FLEXIBLE PAVEMENT 2.) GRANULAR ROAD BASE 3.) 12" MIN. FOR DIAMETERS THROUGH 96" 18" MIN. FOR DIAMETERS FROM 102" AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. 4.) FREE DRAINING ANGULAR WASHED STONE 3/4" - 2" MIN. PARTICLE SIZE. 5.) GRANULAR BEDDING, ROUGHLY SHAPED TO FIT THE BOTTOM OF PIPE, 4"- 6" IN DEPTH. 6.) CONTECH C-40 OR C-45 NON-WOVEN GEOTEXTILE REQUIRED, WRAPPING TRENCH ONLY. 3 1 2 FOUNDATION/BEDDING PREPARATION PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. BACKFILL THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND MAINTAINING BALANCED LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED. 4 5 6 6 TYPICAL SECTION VIEW LINER OVER ROWS SCALE: N.T.S. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE (IF REQUIRED) NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. Ø TBD TBD" TYP.TBD" TYP. TYPICAL PERFORATION DETAIL SCALE: N.T.S.1.50"2.8" COIL WIDTH 2 2/3" x 1/2" CORRUGATION - STEEL AND ALUMINUM CMP EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.76 SQ IN/SQ FT2.05"NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3. ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 4.ALL HOLES Ø3/8".2.00"3.54" COIL WIDTH 3" x 1" CORRUGATION - STEEL AND ALUMINUM CMP (COIL PROVIDED FROM CONTECH LANTANA, FL PLANT) OPEN AREA = 4.16 SQ IN/SQ FT2.04"1.75" CCTYP2.711" 9@2.711" = 24.399" COIL WIDTH 5" x 1" CORRUGATION - STEEL ONLY EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.33 SQ IN/SQ FT KEY 1.) RIGID OR FLEXIBLE PAVEMENT 2.) GRANULAR ROAD BASE 3.) 12" MIN. FOR DIAMETERS THROUGH 96" 18" MIN. FOR DIAMETERS FROM 102" AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. 4.) FREE DRAINING ANGULAR WASHED STONE 3/4" - 2" MIN. PARTICLE SIZE. 5.) GRANULAR BEDDING, ROUGHLY SHAPED TO FIT THE BOTTOM OF PIPE, 4"- 6" IN DEPTH. 6.) CONTECH C-40 OR C-45 NON-WOVEN GEOTEXTILE REQUIRED, WRAPPING TRENCH ONLY. 3 1 2 FOUNDATION/BEDDING PREPARATION PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. BACKFILL THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND MAINTAINING BALANCED LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED. 4 5 6 6 TYPICAL SECTION VIEW LINER OVER ROWS SCALE: N.T.S. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE (IF REQUIRED) NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. Ø TBD TBD" TYP.TBD" TYP. TYPICAL PERFORATION DETAIL SCALE: N.T.S.1.50"2.8" COIL WIDTH 2 2/3" x 1/2" CORRUGATION - STEEL AND ALUMINUM CMP EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.76 SQ IN/SQ FT2.05"NOTES: 1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3. ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 4.ALL HOLES Ø3/8".2.00"3.54" COIL WIDTH 3" x 1" CORRUGATION - STEEL AND ALUMINUM CMP (COIL PROVIDED FROM CONTECH LANTANA, FL PLANT) OPEN AREA = 4.16 SQ IN/SQ FT2.04"1.75" CCTYP2.711" 9@2.711" = 24.399" COIL WIDTH 5" x 1" CORRUGATION - STEEL ONLY EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.33 SQ IN/SQ FT DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_3269-2.DWG 3/29/2017 8:01 PM SHEET NO.: 3/29/2017 DATE:PROJECT No.: 3269-2 SEQ. No.: 0 D2 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com TYPICAL RISER DETAIL SCALE: N.T.S. ELEVATION END RISER (TYP.) SEE DETAILØ PIPE2'-6" Ø PIPE 2'-6"Ø PIPEPLAN FRONT TYPICAL MANWAY DETAIL SCALE: N.T.S. NOTE: MANWAY DETAIL APPLICABLE FOR CMP SYSTEMS WITH DIAMETERS 48" AND LARGER. MANWAYS MAY BE REQUIRED ON SMALLER SYSTEMS DEPENDING ON ACTUAL SITE SPECIFIC CONDITIONS. NOTE: LADDERS ARE OPTIONAL AND ARE NOT REQUIRED FOR ALL SYSTEMS. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. DYODS - 3269-2-0 PROJECT NAME: Kennydale Reservoir Renton, WA 98057 DESCRIPTION: KENNYDALE RESERVOIR STORMWATER FACILITY BACKFILL DETAIL SCALE: N.T.S. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E NO. DATE BY REVISION NOT TO SCALE THEN DRAWING IS NOT MEASURE 1" IF THIS BAR DOES NOTICE CHECKED DRAWN DESIGNED PROJECT NO.: SCALE: DATE:H:\EVT_Projects\16\1840 - Kennydale Reservoir\CAD\Sheets\16-1840-WA-CIVIL-DETS.dwg C-17 1/8/2019 1:12 PM MATT.FEATHERSTONE 23.0s (LMS Tech)SHEET 1201 16-1840.224 of 56 CITY OF RENTON KENNYDALE RESERVOIR JANUARY 2019 HCM/BAW DLT SMRT FLOW CONTROL MANHOLE DETAILS 23AS SHOWN NOTES: 1. PIPE SIZES AND SLOPES PER PLANS. 2. ALL MATERIALS AND CONSTRUCTION PRACTICES SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATIONS 7-05 UNLESS SHOWN. 3. PROVIDE AT LEAST ONE 3"x.090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL (3 FT MAX VERTICAL SPACING). 5'-0" 36" CMP INLET PIPE 12" OUTLET PIPE 36" INLET PIPE2" D24" ROUND SOLID COVER W/LOCKING BOLTS 4" ELBOW RESTRICTOR WATER SURFACE RESTRICTOR PLATE WITH ORIFICE DIAMETER 0.5" 18" RISER CLEANOUT GATE SHEAR GATE STEPS OR LADDER PIPE SUPPORT, SEE NOTE 3 2'-0"MIN2'-0"MINAA SHEAR GATE LIFT HANDLE EL=200.0 RISER NOTCH- 2 - 3 1'-6"PLATE WELDED TO ELBOW W/ORIFICE AS SHOWN REMOVABLE WATERTIGHT COUPLING OR FLANGE 6"MIN6" MAX 1" PLAN12"OUTLETPIPEPIPE TO STRUCTURE FLEXIBLE CONNECTOR- 4 SEAL ANNULAR SPACE W/ NON-SHRINK GROUT SCALE: 3/4"=1'-0" FLOW CONTROL MANHOLE 1 C-4 SCALE: NTS 4" ELBOW RESTRICTOR DETAIL 3 - SCALE: NTS RISER NOTCH DETAIL 2 - (INSIDE STRUCTURE) KOR-N-SEAL BOOT (OR APPROVED EQUAL) SST BAND CORE WALL OR CAST SLV SCALE: NTS PIPE TO STRUCTURE FLEXIBLE CONNECTOR DETAIL 4 -SECTION A-A IE=205.5 IE=207.0 IE=205.5 FIN GR=217.32± MAX OVERFLOW EL=209.5 2" D IE=214.0 2" D IE=214.0 2" D10 21 3/4 Inch = 1 Feet 4" S WALL D IE=208.66±4" D60"Ø TYPE 2 CB PER CTY STD PLAN 201.00 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E $33(1',;) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU LQFKFRQFUHWHDWZLWKFIV &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4FIV +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW'HSWKIW6HFWLRQ 5HDFKIW Downstream pipe capacity with emergency overflow discharge when flow control tank is empty. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU )XOO)ORZLQLQFKFRQFUHWHDW &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ'HSWK .QRZQ'HSWKIW +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW'HSWKIW6HFWLRQ 5HDFKIW Downstream pipe full flow capacity near Park Ave N and N 30th Street. See Figure 6, Appendix B. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU LQFKFRQFUHWHDWZLWKFIV &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4FIV +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW'HSWKIW6HFWLRQ 5HDFKIW Downstream pipe capacity with emergency overflow discharge when flow control tank is half-full. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU )XOO)ORZLQLQFKFRQFUHWHDW &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ'HSWK .QRZQ'HSWKIW +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW'HSWKIW6HFWLRQ 5HDFKIW Downstream pipe full flow capacity along N 30th St west of Park Ave N. See Figure 6, Appendix B. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU LQFK39&DW &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ'HSWK .QRZQ'HSWKIW +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW6HFWLRQ 5HDFKIW Downstream pipe full flow capacity near Burrett Ave N and N 33rd Street. See Figure 6, Appendix B. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVN$XWR&$'&LYLO'E\$XWRGHVN,QF 0RQGD\$SU LQFK39&DW &LUFXODU 'LDPHWHUIW ,QYHUW(OHYIW 6ORSH 19DOXH &DOFXODWLRQV &RPSXWHE\ .QRZQ'HSWK .QRZQ'HSWKIW +LJKOLJKWHG 'HSWKIW 4FIV $UHDVTIW 9HORFLW\IWV :HWWHG3HULPIW &ULW'HSWK<FIW 7RS:LGWKIW (*/IW (OHYIW'HSWKIW6HFWLRQ 5HDFKIW Downstream pipe full flow capacity near outfall along Lake Washington Blvd. See Figure 6, Appendix B. 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Reservoir Site Address: 1404 N 30th St City: Renton Report Date: 1/3/2019 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Pasture, Mod 0.3368 Pervious Total 0.3368 Impervious Land Use acre Impervious Total 0 Basin Total 0.3368 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 4 Mitigated Land Use Onsite Lawn Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.1961 Pervious Total 0.1961 Impervious Land Use acre Impervious Total 0 Basin Total 0.1961 Element Flows To: Surface Interflow Groundwater Infiltration Tank Pervious area used for modeling is actual pervious (0.1716 ac) plus 50% of permeable concrete area (0.0245 ac) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 5 Reservoir Roof Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.045 Impervious Total 0.045 Basin Total 0.045 Element Flows To: Surface Interflow Groundwater Infiltration Tank Infiltration Tank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 6 Road Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.0957 Impervious Total 0.0957 Basin Total 0.0957 Element Flows To: Surface Interflow Groundwater Infiltration Tank Infiltration Tank Impervious road area used for modeling is actual impervious road (0.0712 ac) plus 50% of permeable concrete area (0.0245 ac) DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 7 Routing Elements Predeveloped Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 8 Mitigated Routing Infiltration Tank Dimensions Depth: 8 ft. Tank Type: Circular Diameter: 8 ft. Length: 43 ft. Infiltration On Infiltration rate: 2.3 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 22.118 Total Volume Through Riser (ac-ft.): 0.084 Total Volume Through Facility (ac-ft.): 22.201 Percent Infiltrated: 99.63 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 7.5 ft. Riser Diameter: 18 in. Notch Type: Rectangular Notch Width: 0.080 ft. Notch Height: 1.500 ft. Orifice 1 Diameter: 4 in. Elevation:5 ft. Orifice 2 Diameter: 0.042 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000000 0.000000 0.000 0.000 0.0889 0.001656 0.000098 0.000 0.003 0.1778 0.002328 0.000277 0.000 0.005 0.2667 0.002835 0.000507 0.000 0.006 0.3556 0.003255 0.000779 0.000 0.007 0.4444 0.003618 0.001084 0.000 0.008 0.5333 0.003940 0.001421 0.000 0.009 0.6222 0.004230 0.001784 0.000 0.009 0.7111 0.004495 0.002172 0.000 0.010 0.8000 0.004738 0.002582 0.000 0.011 0.8889 0.004964 0.003014 0.000 0.011 0.9778 0.005173 0.003464 0.000 0.012 1.0667 0.005369 0.003933 0.000 0.012 1.1556 0.005552 0.004418 0.000 0.012 1.2444 0.005724 0.004920 0.000 0.013 1.3333 0.005886 0.005436 0.000 0.013 1.4222 0.006039 0.005966 0.000 0.014 1.5111 0.006182 0.006509 0.000 0.014 1.6000 0.006318 0.007065 0.000 0.014 1.6889 0.006446 0.007632 0.000 0.014 1.7778 0.006566 0.008210 0.000 0.015 1.8667 0.006680 0.008799 0.000 0.015 1.9556 0.006788 0.009398 0.000 0.015 2.0444 0.006889 0.010006 0.000 0.016 2.1333 0.006985 0.010622 0.000 0.016 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 9 2.2222 0.007074 0.011247 0.000 0.016 2.3111 0.007159 0.011880 0.000 0.016 2.4000 0.007238 0.012520 0.000 0.016 2.4889 0.007312 0.013166 0.000 0.017 2.5778 0.007381 0.013819 0.000 0.017 2.6667 0.007446 0.014478 0.000 0.017 2.7556 0.007505 0.015143 0.000 0.017 2.8444 0.007560 0.015813 0.000 0.017 2.9333 0.007611 0.016487 0.000 0.017 3.0222 0.007658 0.017166 0.000 0.017 3.1111 0.007700 0.017848 0.000 0.017 3.2000 0.007738 0.018534 0.000 0.017 3.2889 0.007771 0.019224 0.000 0.018 3.3778 0.007801 0.019916 0.000 0.018 3.4667 0.007827 0.020610 0.000 0.018 3.5556 0.007848 0.021307 0.000 0.018 3.6444 0.007866 0.022005 0.000 0.018 3.7333 0.007880 0.022705 0.000 0.018 3.8222 0.007889 0.023406 0.000 0.018 3.9111 0.007895 0.024108 0.000 0.018 4.0000 0.007897 0.024810 0.000 0.018 4.0889 0.007895 0.025512 0.000 0.018 4.1778 0.007889 0.026213 0.000 0.018 4.2667 0.007880 0.026914 0.000 0.018 4.3556 0.007866 0.027614 0.000 0.018 4.4444 0.007848 0.028312 0.000 0.018 4.5333 0.007827 0.029009 0.000 0.018 4.6222 0.007801 0.029704 0.000 0.018 4.7111 0.007771 0.030396 0.000 0.018 4.8000 0.007738 0.031085 0.000 0.018 4.8889 0.007700 0.031771 0.000 0.018 4.9778 0.007658 0.032454 0.000 0.018 5.0667 0.007611 0.033132 0.112 0.018 5.1556 0.007560 0.033807 0.171 0.018 5.2444 0.007505 0.034476 0.214 0.018 5.3333 0.007446 0.035141 0.250 0.018 5.4222 0.007381 0.035800 0.282 0.018 5.5111 0.007312 0.036453 0.310 0.018 5.6000 0.007238 0.037100 0.336 0.018 5.6889 0.007159 0.037739 0.360 0.018 5.7778 0.007074 0.038372 0.383 0.018 5.8667 0.006985 0.038997 0.404 0.018 5.9556 0.006889 0.039614 0.424 0.018 6.0444 0.006788 0.040221 0.446 0.018 6.1333 0.006680 0.040820 0.475 0.018 6.2222 0.006566 0.041409 0.506 0.018 6.3111 0.006446 0.041987 0.540 0.018 6.4000 0.006318 0.042555 0.575 0.018 6.4889 0.006182 0.043110 0.612 0.018 6.5778 0.006039 0.043653 0.649 0.018 6.6667 0.005886 0.044183 0.686 0.018 6.7556 0.005724 0.044700 0.723 0.018 6.8444 0.005552 0.045201 0.761 0.018 6.9333 0.005369 0.045686 0.799 0.018 7.0222 0.005173 0.046155 0.837 0.018 7.1111 0.004964 0.046606 0.880 0.018 7.2000 0.004738 0.047037 0.924 0.018 7.2889 0.004495 0.047447 0.968 0.018 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 10 7.3778 0.004230 0.047835 1.014 0.018 7.4667 0.003940 0.048199 1.181 0.018 7.5556 0.003618 0.048535 1.419 0.018 7.6444 0.003255 0.048841 2.092 0.018 7.7333 0.002835 0.049112 2.991 0.018 7.8222 0.002328 0.049342 4.001 0.018 7.9111 0.001656 0.049521 5.010 0.018 8.0000 0.000000 0.049619 5.908 0.018 8.0889 0.000000 0.000000 6.610 0.018 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:21:13 PM Page 11 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.3368 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.1961 Total Impervious Area: 0.1407 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000393 5 year 0.000983 10 year 0.00172 25 year 0.00333 50 year 0.005287 100 year 0.008212 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000061 5 year 0.000073 10 year 0.000081 25 year 0.000091 50 year 0.000098 100 year 0.000106 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.008 0.000 1951 0.002 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.002 0.000 1957 0.000 0.000 1958 0.000 0.000 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:08 PM Page 12 1959 0.000 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.001 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.001 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.004 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.010 0.000 1997 0.002 0.000 1998 0.000 0.000 1999 0.002 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.020 0.000 2008 0.001 0.000 2009 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0204 0.0001 2 0.0102 0.0001 3 0.0079 0.0001 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 13 4 0.0041 0.0001 5 0.0022 0.0001 6 0.0019 0.0001 7 0.0016 0.0001 8 0.0015 0.0001 9 0.0012 0.0001 10 0.0011 0.0001 11 0.0010 0.0001 12 0.0009 0.0001 13 0.0008 0.0001 14 0.0008 0.0001 15 0.0006 0.0001 16 0.0006 0.0001 17 0.0004 0.0001 18 0.0004 0.0001 19 0.0004 0.0001 20 0.0003 0.0001 21 0.0003 0.0001 22 0.0003 0.0001 23 0.0003 0.0001 24 0.0003 0.0001 25 0.0003 0.0001 26 0.0003 0.0001 27 0.0003 0.0001 28 0.0003 0.0001 29 0.0003 0.0001 30 0.0003 0.0001 31 0.0003 0.0001 32 0.0003 0.0001 33 0.0003 0.0001 34 0.0003 0.0001 35 0.0003 0.0001 36 0.0003 0.0001 37 0.0003 0.0001 38 0.0003 0.0001 39 0.0003 0.0001 40 0.0003 0.0001 41 0.0003 0.0001 42 0.0003 0.0001 43 0.0003 0.0001 44 0.0003 0.0001 45 0.0003 0.0001 46 0.0003 0.0001 47 0.0003 0.0001 48 0.0003 0.0001 49 0.0003 0.0001 50 0.0003 0.0001 51 0.0003 0.0001 52 0.0003 0.0001 53 0.0003 0.0001 54 0.0003 0.0001 55 0.0003 0.0001 56 0.0003 0.0001 57 0.0003 0.0000 58 0.0002 0.0000 59 0.0002 0.0000 60 0.0002 0.0000 61 0.0002 0.0000 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 14 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 15 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 2712 0 0 Pass 0.0002 842 0 0 Pass 0.0003 203 0 0 Pass 0.0004 172 0 0 Pass 0.0004 153 0 0 Pass 0.0005 138 0 0 Pass 0.0005 121 0 0 Pass 0.0006 109 0 0 Pass 0.0006 102 0 0 Pass 0.0007 90 0 0 Pass 0.0007 82 0 0 Pass 0.0008 74 0 0 Pass 0.0008 69 0 0 Pass 0.0009 62 0 0 Pass 0.0009 60 0 0 Pass 0.0010 53 0 0 Pass 0.0010 51 0 0 Pass 0.0011 50 0 0 Pass 0.0011 48 0 0 Pass 0.0012 43 0 0 Pass 0.0012 40 0 0 Pass 0.0013 36 0 0 Pass 0.0013 34 0 0 Pass 0.0014 33 0 0 Pass 0.0014 31 0 0 Pass 0.0015 31 0 0 Pass 0.0015 29 0 0 Pass 0.0016 28 0 0 Pass 0.0016 26 0 0 Pass 0.0017 24 0 0 Pass 0.0017 24 0 0 Pass 0.0018 24 0 0 Pass 0.0018 22 0 0 Pass 0.0019 21 0 0 Pass 0.0019 19 0 0 Pass 0.0020 18 0 0 Pass 0.0020 17 0 0 Pass 0.0021 16 0 0 Pass 0.0022 14 0 0 Pass 0.0022 13 0 0 Pass 0.0023 13 0 0 Pass 0.0023 12 0 0 Pass 0.0024 12 0 0 Pass 0.0024 12 0 0 Pass 0.0025 11 0 0 Pass 0.0025 11 0 0 Pass 0.0026 11 0 0 Pass 0.0026 11 0 0 Pass 0.0027 10 0 0 Pass 0.0027 10 0 0 Pass 0.0028 10 0 0 Pass 0.0028 10 0 0 Pass 0.0029 10 0 0 Pass DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 16 0.0029 10 0 0 Pass 0.0030 10 0 0 Pass 0.0030 10 0 0 Pass 0.0031 10 0 0 Pass 0.0031 10 0 0 Pass 0.0032 10 0 0 Pass 0.0032 10 0 0 Pass 0.0033 10 0 0 Pass 0.0033 10 0 0 Pass 0.0034 10 0 0 Pass 0.0034 10 0 0 Pass 0.0035 10 0 0 Pass 0.0035 10 0 0 Pass 0.0036 10 0 0 Pass 0.0036 10 0 0 Pass 0.0037 10 0 0 Pass 0.0037 10 0 0 Pass 0.0038 10 0 0 Pass 0.0038 10 0 0 Pass 0.0039 10 0 0 Pass 0.0040 10 0 0 Pass 0.0040 10 0 0 Pass 0.0041 10 0 0 Pass 0.0041 900Pass 0.0042 900Pass 0.0042 900Pass 0.0043 900Pass 0.0043 900Pass 0.0044 900Pass 0.0044 900Pass 0.0045 900Pass 0.0045 900Pass 0.0046 900Pass 0.0046 900Pass 0.0047 900Pass 0.0047 900Pass 0.0048 800Pass 0.0048 700Pass 0.0049 700Pass 0.0049 700Pass 0.0050 700Pass 0.0050 700Pass 0.0051 700Pass 0.0051 700Pass 0.0052 700Pass 0.0052 700Pass 0.0053 700Pass DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0203 acre-feet On-line facility target flow: 0.0271 cfs. Adjusted for 15 min: 0.0271 cfs. Off-line facility target flow: 0.0153 cfs. Adjusted for 15 min: 0.0153 cfs. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:09 PM Page 18 LID Report DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:50 PM 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:22:50 PM Page 20 Appendix Predeveloped Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:08 PM Page 21 Mitigated Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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 Kennydale_2019-01.wdm MESSU 25 PreKennydale_2019-01.MES 27 PreKennydale_2019-01.L61 28 PreKennydale_2019-01.L62 30 POCKennydale_2019-011.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 5 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 *** 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 5 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 ********* 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 5 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 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 5 0.15 0.5 0.3 0 0.7 0.4 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 5 0 0 0 0 3 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 24 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 5 0.3368 COPY 501 12 PERLND 5 0.3368 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 25 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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 Kennydale_2019-01.wdm MESSU 25 MitKennydale_2019-01.MES 27 MitKennydale_2019-01.L61 28 MitKennydale_2019-01.L62 30 POCKennydale_2019-011.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 4 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Infiltration Tank 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 *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 27 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 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 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 28 4 400 0.01 0.1 0.1 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Onsite Lawn*** PERLND 8 0.1961 RCHRES 1 2 Reservoir Roof*** IMPLND 4 0.045 RCHRES 1 5 Road*** IMPLND 1 0.0957 RCHRES 1 5 ******Routing****** PERLND 8 0.1961 COPY 1 12 IMPLND 4 0.045 COPY 1 15 IMPLND 1 0.0957 COPY 1 15 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 Infiltration Tan-010 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 29 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 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 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.000000 0.088889 0.001656 0.000098 0.000014 0.003840 0.177778 0.002328 0.000277 0.000020 0.005399 0.266667 0.002835 0.000507 0.000025 0.006575 0.355556 0.003255 0.000779 0.000029 0.007549 0.444444 0.003618 0.001084 0.000032 0.008390 0.533333 0.003940 0.001421 0.000035 0.009137 0.622222 0.004230 0.001784 0.000038 0.009810 0.711111 0.004495 0.002172 0.000040 0.010424 0.800000 0.004738 0.002582 0.000043 0.010989 0.888889 0.004964 0.003014 0.000045 0.011512 0.977778 0.005173 0.003464 0.000047 0.011998 1.066667 0.005369 0.003933 0.000049 0.012452 1.155556 0.005552 0.004418 0.000051 0.012877 1.244444 0.005724 0.004920 0.000053 0.013276 1.333333 0.005886 0.005436 0.000055 0.013651 1.422222 0.006039 0.005966 0.000057 0.014004 1.511111 0.006182 0.006509 0.000059 0.014338 1.600000 0.006318 0.007065 0.000061 0.014652 1.688889 0.006446 0.007632 0.000062 0.014948 1.777778 0.006566 0.008210 0.000064 0.015228 1.866667 0.006680 0.008799 0.000065 0.015493 1.955556 0.006788 0.009398 0.000067 0.015742 2.044444 0.006889 0.010006 0.000068 0.015977 2.133333 0.006985 0.010622 0.000070 0.016198 2.222222 0.007074 0.011247 0.000071 0.016407 2.311111 0.007159 0.011880 0.000073 0.016602 2.400000 0.007238 0.012520 0.000074 0.016786 2.488889 0.007312 0.013166 0.000076 0.016958 2.577778 0.007381 0.013819 0.000077 0.017118 2.666667 0.007446 0.014478 0.000078 0.017267 2.755556 0.007505 0.015143 0.000079 0.017406 2.844444 0.007560 0.015813 0.000081 0.017534 2.933333 0.007611 0.016487 0.000082 0.017652 3.022222 0.007658 0.017166 0.000083 0.017759 3.111111 0.007700 0.017848 0.000084 0.017857 3.200000 0.007738 0.018534 0.000086 0.017945 3.288889 0.007771 0.019224 0.000087 0.018023 3.377778 0.007801 0.019916 0.000088 0.018092 3.466667 0.007827 0.020610 0.000089 0.018151 3.555556 0.007848 0.021307 0.000090 0.018201 3.644444 0.007866 0.022005 0.000091 0.018242 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 30 3.733333 0.007880 0.022705 0.000092 0.018274 3.822222 0.007889 0.023406 0.000094 0.018297 3.911111 0.007895 0.024108 0.000095 0.018310 4.000000 0.007897 0.024810 0.000096 0.018310 4.088889 0.007895 0.025512 0.000097 0.018310 4.177778 0.007889 0.026213 0.000098 0.018310 4.266667 0.007880 0.026914 0.000099 0.018310 4.355556 0.007866 0.027614 0.000100 0.018310 4.444444 0.007848 0.028312 0.000101 0.018310 4.533333 0.007827 0.029009 0.000102 0.018310 4.622222 0.007801 0.029704 0.000103 0.018310 4.711111 0.007771 0.030396 0.000104 0.018310 4.800000 0.007738 0.031085 0.000105 0.018310 4.888889 0.007700 0.031771 0.000106 0.018310 4.977778 0.007658 0.032454 0.000107 0.018310 5.066667 0.007611 0.033132 0.112215 0.018310 5.155556 0.007560 0.033807 0.171355 0.018310 5.244444 0.007505 0.034476 0.214778 0.018310 5.333333 0.007446 0.035141 0.250790 0.018310 5.422222 0.007381 0.035800 0.282241 0.018310 5.511111 0.007312 0.036453 0.310523 0.018310 5.600000 0.007238 0.037100 0.336435 0.018310 5.688889 0.007159 0.037739 0.360488 0.018310 5.777778 0.007074 0.038372 0.383034 0.018310 5.866667 0.006985 0.038997 0.404324 0.018310 5.955556 0.006889 0.039614 0.424547 0.018310 6.044444 0.006788 0.040221 0.446324 0.018310 6.133333 0.006680 0.040820 0.474972 0.018310 6.222222 0.006566 0.041409 0.506800 0.018310 6.311111 0.006446 0.041987 0.540635 0.018310 6.400000 0.006318 0.042555 0.575863 0.018310 6.488889 0.006182 0.043110 0.612080 0.018310 6.577778 0.006039 0.043653 0.648983 0.018310 6.666667 0.005886 0.044183 0.686334 0.018310 6.755556 0.005724 0.044700 0.723933 0.018310 6.844444 0.005552 0.045201 0.761609 0.018310 6.933333 0.005369 0.045686 0.799211 0.018310 7.022222 0.005173 0.046155 0.837828 0.018310 7.111111 0.004964 0.046606 0.880599 0.018310 7.200000 0.004738 0.047037 0.924288 0.018310 7.288889 0.004495 0.047447 0.968868 0.018310 7.377778 0.004230 0.047835 1.014313 0.018310 7.466667 0.003940 0.048199 1.181823 0.018310 7.555556 0.003618 0.048535 1.419408 0.018310 7.644444 0.003255 0.048841 2.092096 0.018310 7.733333 0.002835 0.049112 2.991125 0.018310 7.822222 0.002328 0.049342 4.001839 0.018310 7.911111 0.001656 0.049521 5.010768 0.018310 8.000000 0.000000 0.049619 5.908171 0.018310 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1007 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 31 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 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 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 32 Predeveloped HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM Page 33 Mitigated HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale_2019-01 1/3/2019 1:23:25 PM 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. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E WWHM2012 PROJECT REPORT UNMITIGATED DEVELOPED CONDITIONS DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 2 General Model Information Project Name: Kennydale NoFC-2 Site Name: Kennydale Reservoir Site Address: 1404 N 30th St City: Renton Report Date: 1/2/2019 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 5 Year High Flow Threshold for POC1: 50 Year Model output for "unmitigated developed conditions scenario" for flow comparison upstream of flow control facility. Permeable pavement modeled as impervious roadway. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Pasture, Flat 0.6421 Pervious Total 0.6421 Impervious Land Use acre Impervious Total 0 Basin Total 0.6421 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 4 Mitigated Land Use Proposed Site Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Mod 0.2271 Pervious Total 0.2271 Impervious Land Use acre ROADS FLAT 0.37 ROOF TOPS FLAT 0.045 Impervious Total 0.415 Basin Total 0.6421 Element Flows To: Surface Interflow Groundwater DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 5 Routing Elements Predeveloped Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 6 Mitigated Routing DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:10 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.6421 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.2271 Total Impervious Area: 0.415 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000749 5 year 0.001874 10 year 0.00328 25 year 0.006348 50 year 0.010079 100 year 0.015657 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.159647 5 year 0.204299 10 year 0.235574 25 year 0.277128 50 year 0.309615 100 year 0.343455 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.206 1950 0.015 0.221 1951 0.003 0.137 1952 0.001 0.114 1953 0.000 0.123 1954 0.001 0.132 1955 0.001 0.146 1956 0.004 0.144 1957 0.001 0.163 1958 0.001 0.131 Flow comparison upstream of flow control facility. Peak flows referenced for construction sediment control design. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 8 1959 0.001 0.134 1960 0.002 0.132 1961 0.002 0.139 1962 0.000 0.121 1963 0.001 0.137 1964 0.002 0.132 1965 0.001 0.170 1966 0.001 0.112 1967 0.001 0.193 1968 0.001 0.220 1969 0.001 0.153 1970 0.001 0.147 1971 0.001 0.176 1972 0.008 0.199 1973 0.000 0.110 1974 0.001 0.160 1975 0.001 0.185 1976 0.001 0.125 1977 0.000 0.135 1978 0.001 0.165 1979 0.001 0.225 1980 0.001 0.202 1981 0.001 0.165 1982 0.001 0.233 1983 0.001 0.190 1984 0.001 0.120 1985 0.000 0.165 1986 0.001 0.143 1987 0.001 0.221 1988 0.000 0.134 1989 0.001 0.167 1990 0.002 0.335 1991 0.002 0.241 1992 0.001 0.119 1993 0.000 0.103 1994 0.000 0.112 1995 0.002 0.147 1996 0.019 0.172 1997 0.003 0.159 1998 0.001 0.154 1999 0.004 0.314 2000 0.001 0.157 2001 0.001 0.172 2002 0.001 0.200 2003 0.000 0.158 2004 0.001 0.294 2005 0.001 0.135 2006 0.000 0.125 2007 0.039 0.312 2008 0.001 0.231 2009 0.001 0.205 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0389 0.3347 2 0.0194 0.3143 3 0.0150 0.3120 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 9 4 0.0078 0.2941 5 0.0042 0.2415 6 0.0036 0.2332 7 0.0030 0.2314 8 0.0029 0.2253 9 0.0022 0.2215 10 0.0021 0.2206 11 0.0018 0.2198 12 0.0017 0.2065 13 0.0016 0.2045 14 0.0015 0.2022 15 0.0011 0.2005 16 0.0011 0.1989 17 0.0009 0.1933 18 0.0007 0.1898 19 0.0007 0.1848 20 0.0006 0.1758 21 0.0006 0.1718 22 0.0006 0.1718 23 0.0005 0.1700 24 0.0005 0.1674 25 0.0005 0.1654 26 0.0005 0.1650 27 0.0005 0.1646 28 0.0005 0.1629 29 0.0005 0.1604 30 0.0005 0.1591 31 0.0005 0.1576 32 0.0005 0.1569 33 0.0005 0.1536 34 0.0005 0.1528 35 0.0005 0.1475 36 0.0005 0.1466 37 0.0005 0.1459 38 0.0005 0.1436 39 0.0005 0.1430 40 0.0005 0.1392 41 0.0005 0.1371 42 0.0005 0.1366 43 0.0005 0.1346 44 0.0005 0.1346 45 0.0005 0.1340 46 0.0005 0.1340 47 0.0005 0.1323 48 0.0005 0.1321 49 0.0005 0.1321 50 0.0005 0.1314 51 0.0005 0.1251 52 0.0005 0.1249 53 0.0005 0.1230 54 0.0005 0.1212 55 0.0005 0.1200 56 0.0005 0.1186 57 0.0005 0.1140 58 0.0005 0.1124 59 0.0004 0.1118 60 0.0004 0.1099 61 0.0004 0.1027 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 10 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 11 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0009 127 283188 222982 Fail 0.0010 114 275488 241656 Fail 0.0011 105 268216 255443 Fail 0.0012 95 261585 275352 Fail 0.0013 87 255596 293788 Fail 0.0014 77 250035 324720 Fail 0.0015 72 244688 339844 Fail 0.0016 66 239768 363284 Fail 0.0017 62 235063 379133 Fail 0.0018 57 230785 404885 Fail 0.0019 52 226721 436001 Fail 0.0020 50 222657 445314 Fail 0.0020 50 218807 437614 Fail 0.0021 49 215385 439561 Fail 0.0022 43 211920 492837 Fail 0.0023 40 208626 521565 Fail 0.0024 37 205482 555356 Fail 0.0025 34 202381 595238 Fail 0.0026 34 199451 586620 Fail 0.0027 31 196627 634280 Fail 0.0028 31 193954 625658 Fail 0.0029 30 191323 637743 Fail 0.0030 28 188799 674282 Fail 0.0031 26 186489 717265 Fail 0.0032 25 184008 736032 Fail 0.0032 24 181676 756983 Fail 0.0033 24 179431 747629 Fail 0.0034 24 177163 738179 Fail 0.0035 22 175131 796050 Fail 0.0036 21 173121 824385 Fail 0.0037 19 171025 900131 Fail 0.0038 19 169100 890000 Fail 0.0039 17 167132 983129 Fail 0.0040 16 165228 1032675 Fail 0.0041 14 163389 1167064 Fail 0.0042 14 161614 1154385 Fail 0.0043 13 159945 1230346 Fail 0.0044 13 158256 1217353 Fail 0.0044 12 156502 1304183 Fail 0.0045 12 154940 1291166 Fail 0.0046 12 153315 1277625 Fail 0.0047 11 151754 1379581 Fail 0.0048 11 150278 1366163 Fail 0.0049 11 148823 1352936 Fail 0.0050 11 147433 1340300 Fail 0.0051 10 146021 1460210 Fail 0.0052 10 144546 1445460 Fail 0.0053 10 143155 1431550 Fail 0.0054 10 141829 1418290 Fail 0.0055 10 140524 1405240 Fail 0.0056 10 139134 1391340 Fail 0.0056 10 137894 1378940 Fail 0.0057 10 136610 1366100 Fail 0.0058 10 135370 1353700 Fail DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 12 0.0059 10 134172 1341720 Fail 0.0060 10 132931 1329310 Fail 0.0061 10 131691 1316910 Fail 0.0062 10 130536 1305360 Fail 0.0063 10 129381 1293810 Fail 0.0064 10 128226 1282260 Fail 0.0065 10 127135 1271350 Fail 0.0066 10 126066 1260660 Fail 0.0067 10 124932 1249320 Fail 0.0068 10 123820 1238200 Fail 0.0068 10 122793 1227930 Fail 0.0069 10 121681 1216810 Fail 0.0070 10 120633 1206330 Fail 0.0071 10 119649 1196490 Fail 0.0072 10 118644 1186440 Fail 0.0073 10 117660 1176600 Fail 0.0074 10 116697 1166970 Fail 0.0075 10 115756 1157560 Fail 0.0076 10 114815 1148150 Fail 0.0077 10 113853 1138530 Fail 0.0078 10 112997 1129970 Fail 0.0079 9 112056 1245066 Fail 0.0080 9 111179 1235322 Fail 0.0080 9 110281 1225344 Fail 0.0081 9 109425 1215833 Fail 0.0082 9 108548 1206088 Fail 0.0083 9 107628 1195866 Fail 0.0084 9 106816 1186844 Fail 0.0085 9 105960 1177333 Fail 0.0086 9 105147 1168300 Fail 0.0087 9 104335 1159277 Fail 0.0088 9 103565 1150722 Fail 0.0089 9 102795 1142166 Fail 0.0090 9 102067 1134077 Fail 0.0091 9 101297 1125522 Fail 0.0092 7 100549 1436414 Fail 0.0092 7 99800 1425714 Fail 0.0093 7 99030 1414714 Fail 0.0094 7 98260 1403714 Fail 0.0095 7 97554 1393628 Fail 0.0096 7 96848 1383542 Fail 0.0097 7 96185 1374071 Fail 0.0098 7 95458 1363685 Fail 0.0099 7 94774 1353914 Fail 0.0100 7 94068 1343828 Fail 0.0101 7 93448 1334971 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0194 acre-feet On-line facility target flow: 0.0259 cfs. Adjusted for 15 min: 0.0259 cfs. Off-line facility target flow: 0.0146 cfs. Adjusted for 15 min: 0.0146 cfs. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:09:57 PM Page 14 LID Report DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:31 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. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:31 PM Page 16 Appendix Predeveloped Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:10:48 PM Page 17 Mitigated Schematic DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 Kennydale NoFC-2.wdm MESSU 25 PreKennydale NoFC-2.MES 27 PreKennydale NoFC-2.L61 28 PreKennydale NoFC-2.L62 30 POCKennydale NoFC-21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Existing 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 *** 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 5 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 ********* 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 5 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 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 5 0.15 0.5 0.3 0 0.7 0.4 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 5 0 0 0 0 3 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Existing Site*** PERLND 5 0.6421 COPY 501 12 PERLND 5 0.6421 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 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 Kennydale NoFC-2.wdm MESSU 25 MitKennydale NoFC-2.MES 27 MitKennydale NoFC-2.L61 28 MitKennydale NoFC-2.L62 30 POCKennydale NoFC-21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 1 IMPLND 4 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Proposed 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 *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 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 ********* 8 0 0 4 0 0 0 0 0 0 0 0 0 1 9 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:03 PM Page 23 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 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 8 0 0 0 0 3 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 4 ROOF TOPS/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 4 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 4 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 4 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 4 400 0.01 0.1 0.1 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 24 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Proposed Site*** PERLND 8 0.2271 COPY 501 12 PERLND 8 0.2271 COPY 501 13 IMPLND 1 0.37 COPY 501 15 IMPLND 4 0.045 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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 25 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 26 Predeveloped HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 27 Mitigated HSPF Message File DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Kennydale NoFC-2 1/2/2019 1:11:04 PM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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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 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E $33(1',;* DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E This Page Intentionally Left Blank DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E GEOTECHNICAL REPORT Elliott Bridge No. 3166 Replacement HWA Job No. 1996-143-21 Prepared for ABKJ, INC. April 4, 2003 GEOTECHNICAL REPORT Kennydale 320 Pressure Zone Reservoir Renton, Washington HWA Project No. 2016-078-21 Prepared for Murraysmith May 21, 2018 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E TABLE OF CONTENTS Page 1.0 INTRODUCTION....................................................................................................1 1.1 GENERAL.......................................................................................................1 1.2 PROJECT DESCRIPTION ..................................................................................1 2.0 FIELDAND LABORATORY INVESTIGATIONS...............................................2 2.1 GEOTECHNICAL SUBSURFACE EXPLORATION ................................................2 2.2 INFILTRATION TESTING PROGRAM ................................................................3 2.3 LABORATORY TESTING .................................................................................3 2.4 ADDITIONAL EXPLORATIONS ........................................................................3 3.0 SITECONDITIONS ................................................................................................4 3.1 SURFACE CONDITIONS ...................................................................................4 3.2 GENERAL GEOLOGIC CONDITIONS ................................................................4 3.3 SITE SOIL CONDITIONS ..................................................................................4 3.4 GROUNDWATER .............................................................................................5 4.0 CONCLUSIONS ANDRECOMMENDATIONS...................................................6 4.1 GENERAL.......................................................................................................6 4.2 SEISMIC DESIGN CONSIDERATIONS ...............................................................6 4.2.1 Seismic Design Parameters...........................................................6 4.2.2 Liquefaction...................................................................................7 4.2.3 Ground Rupture.............................................................................8 4.3 ANTICIPATED RESERVOIR SETTLEMENTS ......................................................8 4.3.1 Elastic Settlements of Shallow Footings.......................................8 4.3.2 Seismic Settlement........................................................................8 4.4 FOUNDATIONS RECOMMENDATIONS ..............................................................9 4.4.1 Auger-Cast Concrete Piles ............................................................9 4.4.2 Construction Considerations .........................................................10 4.4.3 Lateral Design Parameters.............................................................11 4.5 RETAINING WALLS ........................................................................................12 4.5.1 Earth Pressures and Drainage Requirements.................................12 4.5.2 Structural Earth Wall Global Stability..........................................13 4.5.3 Wall Drainage................................................................................13 4.5.4 General Wall Subgrade Preparation..............................................14 4.6 UTILITIES ......................................................................................................14 4.6.1 Flexible Utility Connections .........................................................15 4.6.2 Bedding and Pipe Support.............................................................15 4.6.3 Trench Backfill..............................................................................16 4.7 STORMWATER MANAGEMENT .......................................................................16 4.8 BELOW-GRADE STRUCTURES ........................................................................17 4.9 HMAPAVEMENT ..........................................................................................17 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E Table of Contents (Continued) 2016-078 Revised Final Geotechnical Report ii HWAGEOSCIENCES INC. 4.9.1 Placement of HMA........................................................................18 4.9.2 HMA Drainage..............................................................................19 4.10 PERVIOUS CONCRETE PAVEMENT DESIGN ....................................................19 4.10.1 Pervious Portland Cement Concrete..............................................20 4.10.2 Recharge Bed Design and Subgrade Preparation..........................20 4.11 SITE EARTHWORK RECOMMENDATIONS ........................................................21 4.11.1 Structural Fill and Compaction .....................................................21 4.11.2 Temporary Excavations.................................................................22 4.11.3 Wet Weather Earthwork................................................................22 5.0 CONDITIONS AND LIMITATIONS......................................................................23 6.0 REFERENCES.........................................................................................................25 List of Figures (Following Text) Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Geologic Map Figure 4 BH-1 Groundwater Elevation Data Figure 5 Preliminary Pile Layout Figure 6 Lateral Erath Pressures for Air Gap/Dechlor MH APPENDICES Appendix A: Field Exploration Figure A-1 Legend of Terms and Symbols Used on Exploration Log Figures A-2 – A-4 Logs of Borings BH-1 through BH-3 Figure A-5 Log of Test Pit TP-1 Appendix B: Laboratory Testing Figures B-1 – B-6 Particle-Size Analysis of Soils Appendix C: Additional Explorations DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E GEOTECHNICAL REPORT KENNYDALE 320 PRESSURE ZONE RESERVOIR RENTON,WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL This report summarizes the results of the geotechnical studies performed by HWA GeoSciences Inc. (HWA) for the proposed Kennydale 320 Pressure Zone Reservoir project in Renton, Washington. The approximate location of the project site is shown on the Vicinity Map, Figure 1, and on the Site and Exploration Plan, Figure 2. Our field work included drilling three (3) machine-drilled borings and conducting one (1) Pilot Infiltration Test (PIT) in the vicinity of the proposed reservoir to evaluate soil and groundwater conditions. Laboratory tests were conducted on selected soil samples to determine relevant engineering properties of the subsurface soils. 1.2 PROJECT DESCRIPTION We understand that the City of Renton proposes to construct a new water reservoir for the City of Renton Water Utility. This reservoir is to provide storage for emergency conditions and operations related to the Houser Way Booster Pump Station. Additionally, the reservoir will help prevent potential water main issues by reducing potential pressure gradients in the 320 Zone. The reservoir is proposed to be constructed in the Kennydale neighborhood on a city- owned parcel #334210-3245 located at 1404 North 30th Street, just west of I-405. The subject parcel is currently undeveloped and slopes gently upwards from the southwest to northeast, varying in elevation from approximately 208 feet to 226 feet. The reservoir will consist of a welded steel standpipe-style tank 50 feet in diameter and about 100 feet high. It will have a storage capacity of approximately 1.29 million gallons. Additional improvements associated with the proposed reservoir will include an access roadway, retaining walls, below grade storm detention system, control valve, flow meter and quality vaults, as well as inlet and outlet piping for the reservoir. Onsite infiltration is the preferred method of storm water management for this site. On-site stormwater management will be implemented via open bottom below grade storm detention facility and permeable pavement. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 2 HWAGEOSCIENCES INC. 2.0 FIELD AND LABORATORY INVESTIGATIONS 2.1 GEOTECHNICAL SUBSURFACE EXPLORATION In support of design of the proposed Kennydale 320 Pressure Zone Reservoir project, HWA drilled three (3) exploratory borings, designated BH-1 through BH-3, to determine the subsoil and groundwater conditions. The locations of these borings are shown on Figure 2.These borings were drilled by Environmental Drilling Inc. (EDI) of Snohomish, Washington, under subcontract to HWA. The drilling was performed using a B-61 mobile truck rig equipped with 4.25-inch inside-diameter hollow-stem auger and an automatic hydraulic hammer. In each boring, Standard Penetration Test (SPT) sampling was performed at selected depth intervals and the SPT resistance (“N-value”) of the soil was logged. This resistance, or N-value, provides an indication of relative density of granular soils and the relative consistency of cohesive soils. Boring BH-1 was positioned in the center of the proposed tank location and drilled to a depth of 51.3 feet below ground surface. Upon completion of boring BH-1, a 2-inch diameter stand pipe piezometer was installed to monitor the ground water levels. The piezometer installed in BH-1 was screened from depths of 40 to 50 feet. Boring BH-2 was drilled to a depth of 73 feet. It was located near the western perimeter of the proposed tank location. Boring BH-3 was drilled to a depth of 21.5 feet below ground surface near the center of the proposed below grade storm water facility. In each boring, Standard Penetration Test (SPT) sampling was performed at selected intervals and the SPT resistance (“N-value”) of the soil was logged. This resistance, or N-value, provides an indication of relative density of granular soils and the relative consistency of cohesive soils. A geologist from HWA logged the explorations and recorded pertinent information, including sample depths, stratigraphy, soil descriptions, and ground water occurrence. Soil samples obtained from the exploration were classified in the field and representative portions were placed in plastic bags. These soil samples were then taken to our Bothell, Washington, laboratory for further examination and testing. Logs for borings BH-1 through BH-3 are presented in Appendix A of this report. The stratigraphic contacts shown on the exploration logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil and ground water conditions depicted are only for the specific date and location reported and, therefore, are not necessarily representative of other locations and times. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 3 HWAGEOSCIENCES INC. 2.2 INFILTRATION TESTING PROGRAM Phase 2 of our exploration program consisted of conducting one (1) Pilot Infiltration Test (PIT), designated PT-1, at the location of the proposed stormwater faciality. The excavation for the PIT was made on July 24 and 25, 2017 by Kelly’s Excavating Inc. of Pacific, Washington, under subcontract to HWA. PT-1 was excavated to a depth of 16 feet bgs to assess infiltration rates at the proposed depth of the infiltration facility. The sidewalls of the excavation were shored with a steel trench box. The dimensions of the inside of the shoring were approximately 4 feet by 10 feet; however, the dimensions of the test pit inside of the trench box were 3 feet by 6 feet. The test consisted of introducing water at a known flow rate into the excavation. Water was obtained from a nearby water service in cooperation with the City of Renton Utility Division and pumped into the excavation using a water trailer provided by Kelly’s Excavating, Inc. Slotted pipe terminating in a 5-gallon bucket was used to dissipate the water into the excavation. Water levels were measured with a staff gauge installed in the excavation along with a Levelogger Edge water level datalogger. At selected intervals, HWA recorded total flow through a meter and calculated the flow rate. The flow rate was adjusted to establish and maintain a water level of approximately 1 foot above the base of the PIT. After approximately 7 hours of flow, the water was turned off. Water levels in the excavation were monitored until all the water had drained out of the test pit. A geologist from HWA logged the exploration and recorded all the pertinent information including sample depths, stratigraphy, soil engineering characteristics, and ground water occurrence at the time of excavation. More information regarding the PIT procedure and results are presented in Section 4.7 of this report. 2.3 LABORATORY TESTING Laboratory tests including determination of natural moisture content and grain size distribution, were conducted on selected soil samples to characterize certain engineering and index properties of the site soils. All testing was conducted in general accordance with appropriate American Society for Testing and Materials (ASTM) standards, as discussed in Appendix B. The test results and a discussion of laboratory test methodology are presented in Appendix B, or displayed on the boring logs in Appendix A, as appropriate. 2.4 ADDITIONAL EXPLORATIONS Geotechnical explorations, performed for the Renton Fire Station 15 project by HWA in 2017, were reviewed and utilized in this study. Three borings and one PIT test were performed as part of this project. The location of these borings are shown on Figure 2. Copies of these boring logs are provided in Appendix C. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 4 HWAGEOSCIENCES INC. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The reservoir site is located in the Kennydale neighborhood on a city-owned parcel at 1404 North 30th Street, just west of I-405. The parcel slopes slightly upwards from the southwest to northeast, varying in elevation from approximately 208 feet to 226 feet. The parcel is predominately vegetated with grass, apple trees and various underbrush. 3.2 GENERAL GEOLOGIC CONDITIONS General geologic information specific to the project area was obtained from the Geologic Map of King County (Booth et. al., 2006). A portion of this geologic map is shown in Figure 3 of this report. The map indicates the project vicinity is underlain by deposits of the Fraser glaciation during Pleistocene era described as Vashon recessional outwash. Recessional outwash deposits are characterized by stratified sand and gravel, moderately to well sorted, with less common silty sand and rare silty clay. These materials have not been glacially overridden and are typically loose to medium dense. 3.3 SITE SOIL CONDITIONS Our interpretations of subsurface conditions are based on the results of our field explorations, review of available geologic and geotechnical data, and our experience in similar geologic settings. In general, the soils underlying the site consist of loose to medium dense, recessional outwash sands over dense to very dense glacial till and advance outwash deposits to depth. Each major soil unit is described below, with materials interpreted as being youngest in origin and nearest to the surface described first. x Recessional Outwash: Recessional outwash consisting of loose to medium dense, olive brown, clean to silty sand was encountered in all explorations. These soils were observed to range from 40 to 44 feet thick in BH-1 and BH-2, respectively. BH-3 and PT-1 were terminated within the recessional outwash soils. Recessional outwash was deposited by meltwater emanating from the retreating glacial ice sheet. Consequently, it has not been overridden by glacial and is typically loose to medium dense. The upper 5 feet of recessional outwash in borings BH-1 and BH-2 consisted of loose to medium dense silt. x Glacial Till: Glacial till soils were encountered in borings BH-1 and BH-2, beneath the recessional outwash deposits. The glacial till soils consisted of dense to very dense, gray, silty sand with gravel. The upper portions of the till were generally weathered, somewhat less dense and finer grained. Glacial till is the material which was deposited along the sole of the glacial ice as lodgment till. It consists of an DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 5 HWAGEOSCIENCES INC. unsorted mixture of clay, silt, sand and gravel, which is very dense, having been consolidated by the weight of greater than 2,000 feet of ice. It is also known to contain scattered cobbles and boulders. This unit is locally referred to as "hardpan", because of its appearance similar to concrete. Till is relatively impermeable, except where sandy zones are encountered. Generally, the till forms an impervious layer below which surface water cannot penetrate. Where sand overlies the till, water is often perched on top of the till. Glacial till encountered in BH-2 was observed to be 20 feet in thickness. BH-1 was terminated within the glacial till unit. Although not encountered in our borings, large cobbles and boulders are known to exist in glacial deposits. x Advance Outwash: Advance outwash soils were encountered below the glacial till deposit at the location of boring BH-2. Advance outwash soils generally consist of olive brown to gray, silty, fine to medium sand with varying amounts of gravel. These deposits were laid down by streams issuing from the glacial front as the ice sheet advanced. They have been overlain and densified by the weight of the ice, and range in density from dense to very dense. In general, the sediments are coarser at higher levels in the unit, because the streams deposited larger materials closer to the ice. 3.4 GROUNDWATER At the time of our field investigation, perched groundwater seepage was observed only in boring BH-2 at a depth 43.5 feet below ground surface. Groundwater appears to be near the contact of recessional outwash and glacial till deposits in BH-2. A 2-inch diameter piezometer stand pipe with 10 feet of slotted screen was installed at BH-1 to a depth of 50 feet below grade. A ground water transducer was installed in the well on November 11, 2016. The transducer continually recorded the water level within the well casing, beginning with the date of installation. HWA periodically downloaded transducer data from the date of installation through January 2, 2018. Ground water level data collected using the transducer installed inside boring BH-1 is presented in Figure 4.Figure 4 shows the groundwater at about 40 feet below ground surface. The groundwater seepage observed may not necessarily be indicative of other times and/or locations and it is anticipated that groundwater conditions will vary depending on the weather, local subsurface conditions, and other factors. Prospective contractors should be prepared to encounter perched groundwater if excavating near the contact of the weather till. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 6 HWAGEOSCIENCES INC. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The proposed reservoir site is underlain by recessional outwash soils over glacial till with advance outwash sands at depth. The medium dense, recessional outwash sands will experience elastic settlement due to the increases in load associated with the proposed structure. It is our understanding that this magnitude of anticipated differential settlement may exceed the tolerances of a conventional membrane slab foundation system. Additionally, the expected overturning loads due to the tank height are larger than can be resisted with a reasonable shallow foundation system. Therefore, the reservoir will require a deep foundation system to avoid settlement-induced damage to the proposed structure and to resist the expected overturning loads. We recommend that this foundation system consist of auger-cast concrete piles bearing in the underlying glacially consolidated soils. Differential displacement is also likely to occur during and after a seismic event. Horizontal and vertical differential displacements are expected between the auger-cast pile supported structures and their associated piping during ground shaking. Some permanent vertical settlement is also expected after ground shaking stops. To allow for these types of differential displacements without significant damage to the structures and their piping, we recommend flexible joints be incorporated into the design between the pipes and the structures. On-site stormwater management will be implemented via an open bottom, below grade, storm detention facility and by permeable pavement around the water tank. It should be noted that sandy silt soils having a high percentage of fines were encountered within 5 to 7 feet of the ground surface. These soils are not conducive to infiltration. Therefore, below the permeable pavement we recommend over-excavation to remove the 5 to 7 feet of fine-grained soils. The over-excavated area should be backfill with permeable ballast, per WSDOT Standard Specification 9-03.9(2). Recommendations related to site seismicity, foundations, retaining walls, utilities, below-grade structures, stormwater management, earthwork, and pavement are presented in the following sections. 4.2 SEISMIC DESIGN CONSIDERATIONS 4.2.1 Seismic Design Parameters Earthquake loading for the structures at the project site was developed in accordance with the 2012 International Building Code (IBC), (ICC, 2012). The IBC requires above-grade structures be designed for the inertial forces induced by a “Maximum Considered Earthquake” (MCE), which corresponds to an earthquake with a 2% probability of exceedance (PE) in 50 years DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 7 HWAGEOSCIENCES INC. (approximately 2,475-year return period). Accordingly, the relevant probabilistic spectral response parameters were developed using the United States Geological Survey’s website. The IBC accounts for the effects of site-specific subsurface ground conditions on the response of structures in terms of site classes. Site classes are defined by the average density and stiffness of the soil profile underlying the site. The Site Class can be correlated to the average standard penetration resistance (NSPT) in the upper 100 feet of the soil profile. Based on our characterization of the subsurface conditions, the subject site classifies as IBC Site Class D. Table 1 presents the design spectral seismic coefficients obtained for this site based on risk category I/II/III. The design peak ground acceleration for use in computing lateral earth pressures was computed to be 0.385 g. Based on the SDS and SD1 values, the site is considered as Seismic Design Category D. Table 1. Design Seismic Coefficients for IBC 2012 Code Based Evaluation Site Class Spectral Acceleration at 0.2 sec. SS(1),g Spectral Acceleration at 1.0 sec S1(2),g Design Spectral Acceleration at 0.2 sec. SDS(3),g Design Spectral Acceleration at 1.0 sec. SD1(4),g Site Coefficients Peak Horizontal Acceleration PGA, (g) Fa(5)Fv(6) D 1.444 0.546 0.963 0.546 1.0 1.500 0.385 (1) SS = Mapped spectral response acceleration parameter at short periods (at a period of 0.2 sec) (2) S1 = Mapped spectral response acceleration parameter at a period of one second (3) SDS = Design spectral response acceleration parameter at short periods (at a period of 0.2 sec) (4) SD1 = Design spectral response acceleration parameter at a period of one second (5) Fa = short period site coefficient (at a period of 0.2 sec) (6) Fv = long period site coefficient (at a period of one second) The project site is located within about 2 miles of the Seattle Fault Zone. The main seismic consideration for the site is the large amplitude of the ground motions associated with its proximity to the fault, which is accounted for in the design seismic coefficients. With respect to the design parameters for the vertical accelerations, the recommendations provided in the ASCE 7-10 Section 12.4.2.2 (ASCE, 2010) should be applied. 4.2.2 Liquefaction Primary factors controlling the development of liquefaction include the intensity and duration of strong ground motions, the characteristics of subsurface soils, in-situ stress conditions and the depth to ground water. Based on the ground water elevations observed in our explorations, the materials that are saturated are dense to very dense and will not be subject to liquefaction during shaking. Therefore, liquefaction will not be a design consideration for this project. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 8 HWAGEOSCIENCES INC. 4.2.3 Ground Rupture Based on a review of the existing geologic data, there are no known active faults at this site; therefore, ground rupture is not a design consideration for this site. 4.3 ANTICIPATED RESERVOIR SETTLEMENTS The soils underlying the reservoir site consist of recessional outwash over glacial till with advance outwash at depth. The density and material properties of the recessional outwash sands are such that we anticipate significant settlements of shallow foundations under static and seismic loading conditions. We expect that these settlements will be differential in nature. A further discussion of the anticipated settlement magnitudes is provided below. 4.3.1 Elastic Settlements of Shallow Footings Elastic settlement is the vertical component of soil compression under static loading. These settlements occur relatively rapidly upon the application of load and are dependent on the elastic properties of the soils underlying the proposed foundation. Loose to medium dense soils generally undergo larger elastic settlements than denser materials such as glacial till. The recessional outwash soils within the upper 44 feet consist of loose to medium dense sands that will undergo significant elastic settlements under the static loading of the reservoir. Using the computer program Settle 3D (Rocscience, 2013), HWA modeled the anticipated elastic settlement under the load of the proposed reservoir foundations. Based on a typical mat foundation layout, we estimate that the proposed tank could experience elastic settlement of about 3 inches at the center of the tank and 1 inch around the edge. Therefore, the structure will undergo a differential settlement of about 2 inches over 50 feet if a conventional mat foundation is used. Therefore, the design team has indicated that a mat or conventional spread footing system is not appropriate to support the anticipated loads of the reservoir. Auger-cast piles is the desire foundation system. Considering that the reservoir will be supported on auger-cast concrete piles, we expect settlement of the reservoir to be less than ½ inch. 4.3.2 Seismic Settlement Settlement of the ground surface can occur in dry materials due to reorganization of the individual soil particles during earthquake shaking. We expect that the loose to medium dense recessional outwash soils, underlying the tank location, will experience densification during the design earthquake. Therefore, non-pile supported structures at the site could experience some settlement during the design event. We have estimated the magnitude of the settlements using procedures developed by Tokimatsu and Seed (1987). The results of these analyses are presented in Table 2 below. These differential settlements are expected to occur near the end of seismic shaking. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 9 HWAGEOSCIENCES INC. Table 2. Estimated Differential Settlement due to Earthquake Induced Ground Motions Estimated Differential Settlement for the Design Based Event (PGA = 0.385 g) Estimated Differential Settlement for Risk-Targeted Level Event (PGA = 0.47g) 0.66-inch over 50 feet 0.86-inch over 50 feet Differential displacement is also likely to occur during and after a seismic event. Horizontal and vertical differential displacements are expected between the auger-cast pile supported structures and their associated piping during ground shaking. Some permanent vertical settlement is also expected after ground shaking stops, as shown in Table 2. To allow for these types of differential displacements without significant damage to the structures and their piping, we recommend flexible joints be incorporated into the design between the pipes and the structures. 4.4 FOUNDATIONS RECOMMENDATIONS Based on the above described anticipated differential settlements we expect that the proposed reservoir if founded on spread footings or a mat foundation could experience elastic plus seismic differential settlements of the order of 3 inches over 50 feet. It is our understanding that this magnitude of differential settlement would exceed the tolerances of a conventional membrane slab foundation system. Additionally, the height of the tank is such that overturning loads are high and are a significant part of the foundation design. Based on this information Peterson Structural Engineers (PSE) has indicated that a mat or a spread footing system for the reservoir are not adequate to support the loads. As a result, the reservoir will require deep foundations to avoid settlement induced damage and provide overturning resistance. We, therefore recommend that the reservoir be supported on auger-cast piles bearing in the glacially consolidated soils. Auger-cast pile recommendations are presented in the following sections. 4.4.1 Auger-Cast Concrete Piles We recommend the use of 24-inch diameter auger-cast concrete piles. The shafts should penetrate the recessional outwash sands to bear in the underlying glacially consolidated deposits encountered at a depth of about 44 feet below the ground surface. It is our understanding that 80 piles will be required to accommodate the loads associated to the proposed structure. Pile rows 1 and 2, drilled to penetrate 2 feet into the glacially consolidated soils (total length of about 46 feet), would be capable of developing allowable capacities of 280 kips each. Pile rows 3, 4 and 5, should be drilled to penetrate 8 feet into the glacially consolidated soils (total length of about 52 feet) and would be capable of developing allowable capacities of 380 kips each. These capacities accounts for the reduction in capacity for shaft groups with a spacing of no less than 3.0 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 10 HWAGEOSCIENCES INC. shaft diameters. A preliminary pile configuration is presented on Figure 5. These depths of embedment into the glacially consolidated soils should be confirmed in the field and the lengths of the piles adjusted to achieve the required embedment depth. We recommend that two sacrificial auger-cast piles be installed near the production pile locations and be tested (in tension) prior the installation of the production piles. We recommend that one of the test piles be advance within the advance outwash deposit and the second test pile within the glacial till deposit. The test results should be used to verify or modify the design of the auger-cast piles, as appropriate. 4.4.2 Construction Considerations The shafts will be drilled through loose to medium dense, recessional outwash and will terminate in the very dense glacially consolidated soils. The contractor could encounter cobbles and or boulders in the shaft excavations. Although not encountered in our borings, large cobbles and boulders are known to exist in glacial deposits. Per the Unified Soil Classification System (USCS), cobbles are defined as a rock with a dimension between 3 and 12 inches; boulders are defined as rock with a minimum dimension of 12 inches. Auger-cast concrete piles are installed by rotating a continuous-flight hollow-stem auger to a pre- determined depth. When the depth is reached, a high strength sand-cement grout is pumped, under controlled pressure, through the center of the shaft as the auger is slowly withdrawn. By maintaining pressure in the grout line and slowly extracting the auger no faster than an equivalent volume of grout is pumped, a continuous column of concrete is formed. The reinforcing cage can then be placed in the column of wet grout. The concrete grout should be allowed to cure a sufficient length of time so that it is self-supporting prior to installing adjacent piles. The quality of auger-cast concrete piles is primarily dependent on the procedures and workmanship of the Contractor who installs them. We recommend that the injection port through which the grout is discharged during the pile pumping procedures be located at the bottom of the auger. A properly functioning pressure gage and pump stroke counter should be provided on the grout pump to assist in monitoring auger-cast pile installation. The counter is used to determine the volume of grout pumped by counting the number of strokes of a displacement-type pump. The pump should be calibrated prior to its use. The pressure gage is used to monitor the pressure of the grout to evaluate the rate at which the auger should be retracted, and if the auger or hoses become plugged. The auger should be withdrawn with slow positive rotation at a slow steady pull and should not be pulled until grout has been pumped a few feet above the tip. Hydraulic controls should be required on the crane supporting the auger so that the auger can be withdrawn in a smooth continuous motion. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 11 HWAGEOSCIENCES INC. The installation of auger-cast concrete piles, including measurement of the volume of grout pumped into each pile, should be monitored on a full-time basis by a geotechnical engineer to verify that they are installed in a satisfactory manner. 4.4.3 Lateral Design Parameters Based on the soil conditions encountered, we recommend the proposed auger-cast piles extend into the very dense, glacial till soils. We understand that the design team desires to use conventional p-y method of lateral analysis (i.e., LPILE). For LPILE analysis, we recommend using the LPILE parameters in Table 3. We recommend a design groundwater table elevation of 177 feet (at the base of the recessional outwash sands). Table 3.Soil Properties for Lateral Shaft Analysis (Static and Seismic) Approx. Soil Unit thickness (feet)Soil Layer Soil Type (p-y model) Unit Wt, (pcf)*1 Effecti ve Unit Wt, (pci) Friction Angle (deg) Undrain ed Shear Strength Cu (psi) p-y Modulus Static, k (pci) p-y Modulus Seismic, k (pci) Strain Factor, İ50 (dim) 44 Recessional Outwash Sand (Reese) 120 0.0694 32 -- 60 60 -- 120 0.0694 32 -- 80 80 -- 20 Glacial Till Sand (Reese) 140 0.0449 40 -- 125 125 -- 140 0.0449 40 -- 125 125 -- Advance Outwash Sand (Reese) 130 0.0391 39 -- 125 125 -- 130 0.0391 39 -- 125 125 -- *1: Unit weight – Water Unit Weight = Effective Unit Weight Boring BH-2 was terminated 73 feet bgs, within the Advance Outwash unit. The p-y curves generated by the lateral parameters provided in Table 3 must be modified by the applicable p-multipliers to account for the group reduction effects. We understand that the minimum center-to-center shaft spacing is 3 shaft diameters, as shown in Figure 5. The p-multipliers for shaft spacing of 4 shaft diameters are provided in the WSDOT GDM (WSDOT, 2015), and included in Table 4. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 12 HWAGEOSCIENCES INC. Table 4.P Multipliers for Center-to-Center Spacing of 3 Shaft Diameters Row P-Multiplier 1 0.8 2 0.4 3 or more 0.3 The same p-multiplier factor should be applied parallel and perpendicular to the group shaft alignment. The following diagram shows how the p-multipliers should be assigned with respect to the load direction and shaft orientation. Parallel Direction Perpendicular Direction 4.5 RETAINING WALLS It is our understanding that site grades will require portions of the existing grade to be cut and/or filled. Therefore, to facilitate grade changes associated with the proposed final grades retaining walls will be required north and south of the tank. Walls design recommendations are provided below. 4.5.1 Earth Pressures and Drainage Requirements We understand that the walls will vary in heights from approximately 3.5 to 8 feet tall. We recommend that these walls be constructed as SEW walls. We assume that the SEW (Structural Earth Wall) wall will conform to one of the current WSDOT pre-approved systems, and that the wall suppliers will design the walls for internal stability. The retaining walls should be designed in accordance with AASHTO Standard Specifications for Highway Bridges. We recommend that each of the walls be designed using the parameters presented in Table 5. It should be noted that no specific geotechnical exploration was conducted at the locations of proposed retaining walls. If subgrade soil conditions (recessional outwash sands) other than those assumed for these locations are encountered, HWA should be notified to modify our design recommendations. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 13 HWAGEOSCIENCES INC. Table 5. Recommended Design Parameters for Retaining Wall Soil Properties Wall Backfill Retained Soil Foundation Soil Unit Weight (pcf) 140 120 120 Friction Angle (deg) 38 32 32 Cohesion (psf) 0 0 0 AASHTO Load Group I (EP+LL) AASHTO Load Group VII (EP+EQ) Allowable Bearing Capacity (psf) 2500 4000 Acceleration Coefficient (g) N/A 0.385 Wall Backfill should consist of Gravel Borrow for Structural Earth Wall (9-03.14(4)) or Gravel Backfill for Walls (9-03.12(2)), per WSDOT Standard Specifications (WSDOT, 2016). 4.5.2 Structural Earth Wall Global Stability Using the computer program SLIDE 5.0, we evaluated static and seismic global stability of each proposed SEW wall assuming a reinforced zone extending approximately 0.7 times the maximum design height of the wall. Analyses were completed utilizing site topography and wall geometry provided to us by MSA. Factors of safety, for static global stability, in excess of 1.5, the minimum required, were calculated given the geologic conditions and a minimum wall embedment of 1 foot. Seismic stability was evaluated using pseudo-static methods to evaluate the response of the slope under earthquake loading. Pseudo-static slope stability analyses model the anticipated earthquake loading as a constant horizontal force applied to the soil mass. For our analyses, we used a horizontal acceleration of 0.19g, which is ½ of the peak ground acceleration (PGA). From our analyses, we conclude that, under a design earthquake, a factor of safety for global stability greater than 1.1 will exist. We conclude from our analyses that global stability will be adequate under static and design seismic loading conditions for walls with a reinforced zone extending behind the wall face at least 0.7 times the maximum design height of the wall and having a minimum wall embedment of 1 foot. 4.5.3 Wall Drainage We understand that the native recessional outwash sands are permeable and are not prone to the buildup of water behind structures in their native configuration. However, the fines within the DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 14 HWAGEOSCIENCES INC. top layer of the recessional outwash sands can be smeared across the site during construction, resulting in a tendency to reduce the anticipated permeability of the native soils. To avoid potential unbalanced earth pressures, we recommend that positive drainage should be provided behind the walls to prevent the buildup of hydrostatic pressures behind all subgrade walls. Provisions for permanent drainage of subsurface water should consist of a perforated drain pipe behind and at the base of the wall, embedded in Gravel Backfill for Drains, per WSDOT Standard Specification 9-03.12(4). The drain pipe should be graded to direct water from the backfill and subgrade soils to a suitable outlet. 4.5.4 General Wall Subgrade Preparation Subgrade preparation is important to limit differential settlement of the walls and maintain global stability. All organic material should be removed. Loose or soft soil, defined as being penetrable more than 1 foot with a 1/2-inch diameter rod pushed in under a 150 lb load (T-probe pushed in by hand), should be removed and replaced with structural backfill or be suitably compacted. The area on which the wall will rest should be graded level perpendicular to the wall face and compacted in accordance with WSDOT Standard Specifications (WSDOT, 2016) Section 2-03.3(14)D. It should be noted that 5 to 7 feet of loose/soft silt material was encountered in two of our explorations (BH-1 and BH-2). This material is not suitable for wall subgrade. Therefore, we recommend the over-excavating 1-foot of this material, so the wall is founded on a 1-foot thick leveling pad constructed of compacted Crushed Surfacing Top Course (CSTC) placed over compacted native soils. Fill against an existing slope will require terraced cuts as outlined in WSDOT Standard Specifications (WSDOT, 2016) Section 2-03.3(14), Embankment Construction. We recommend that HWA be present during construction to verify the assumptions made for the foundation of the wall are met and that the walls are constructed in accordance with the approved plans and specifications. The depth and extent of excavation should be determined by the geotechnical engineer on site. 4.6 UTILITIES It is our understanding that water and storm drain utility pipes will consist of ductile iron pipes and will vary in depth between 5 to 8 feet below existing grade. At the location of the Air Gap/Dechlor manhole, two retaining walls are proposed to increase the existing grade by about 8 feet. The loads associated with these walls could induce elastic settlement onto the underlying loose to medium dense recessional outwash sand. These elastic settlements could damage the proposed 12-inch diameter pipe that goes from the Air Gap/Dechlor MH to the storm detention structure. Therefore, we recommend that the mentioned pipe consists of flexible piping material such as fused HDPE. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 15 HWAGEOSCIENCES INC. We anticipate that the soils encountered at the site can be excavated with conventional excavating equipment such as backhoes and track-hoes. 4.6.1 Flexible Utility Connections Some of the proposed utilities are to transition from the reservoir structure to the soils near the structure. We expect that the seismic response of the soil will be different than that of the reservoir structure. Therefore, the buried utilities could undergo seismic displacements that are different from the utilities attached to the structure. To avoid potentially damaging concentration of stresses at these transitions, we recommend the use of flexible connections wherever utilities transition to the proposed structure. 4.6.2 Bedding and Pipe Support We anticipate that soils encountered at the invert elevation of the proposed pipelines at the site will provide suitable support. If organic and/or soft compressible soils are encountered at the base of excavations, these materials should be removed and replaced with compacted granular pipe bedding material. Over-excavation to remove unsuitable soils should extend on either side of the pipe a distance equal to the depth of over-excavation beneath the pipe. General recommendations relative to the bedding of underground utility pipelines include: x Pipe bedding material, placement, and shaping should be in accordance with the project specifications and the pipe manufacturer’s recommendations. x Pipe bedding materials should be placed on relatively undisturbed native soils, or properly compacted fill soils. If the native subgrade soils are disturbed, the disturbed material should be compacted or removed and replaced with compacted bedding material. Pipe bedding should provide a firm, uniform cradle for the pipe. x If the trench bottom encounters very soft, organic-rich, soils, it may be necessary to over- excavate the unsuitable material by a minimum of 12 inches and be replaced with pipe bedding material. In wet conditions, 1¼-inch-minus crushed granular fill may be used to backfill the over-excavated portion of the trench. x Prior to pipe installation, the pipe bedding should be shaped to fit the pipe haunches with reasonable closeness to provide continuous support along the pipe. Backfill around the pipe should be placed in layers and tamped to obtain complete pipe contact. Pipe bedding material should be used as trench backfill to at least 3 inches above the top of the pipe, for the full width of the trench. In areas where a trench box is used, the bedding material should be placed before the trench box is advanced. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 16 HWAGEOSCIENCES INC. 4.6.3 Trench Backfill Trench backfill should consist of structural fill, as specified in Section 4.11. The native soils encountered have a high percentage of fines and should not be use as backfill material. Vibratory compaction should be applied to the backfill for proper compaction. During placement of the initial lifts, the trench backfill material should not be bulldozed into the trench or dropped directly on the pipe. Furthermore, heavy vibratory equipment should not be permitted to operate directly over the pipe until at least 2 feet of backfill has been placed. Trench backfill should be placed in maximum 8-inch loose lifts and compacted to at least 95% of its maximum dry density, as determined using test method ASTM D 1557, Modified Proctor. 4.7 STORMWATER MANAGEMENT It is our understanding that the City would like to utilize onsite infiltration as a means of stormwater management for the Kennydale Reservoir project. On-site stormwater management will be implemented via an open-bottom, below-grade, storm detention system and permeable pavement. To support this design, a Pilot Infiltration Testing (PIT) was performed in general accordance with the King County, Washington, Surface Water Design Manual (King County, 2016). The bottom of the infiltration facility is proposed to be approximately 16 feet below existing ground surface. Ground water was measured in the nearby borehole piezometer (BH-1) about 40 feet bgs. Therefore, the depth to ground water below the proposed pond bottom readily exceeds the minimum 3-foot vertical separation requirement. Also, the minimum requirement of 3 feet of permeable soil beneath the infiltration facility was confirmed by the conditions observed in borehole BH-3 as well as by digging 3 feet deep through the PIT test surface after the test. No perching water was observed when test pitting through the bottom of the PIT. Discharge into the excavation stabilized approximately 5 hours into the test, at a flow rate of 3.75 gallons per minute (gpm). Based on the test results and application of correction factors per the manual, we recommend a long-term infiltration rate of 2.3 in/hr at 16 feet below ground surface. Additionally, it is our understanding that pervious concrete pavement around the water tank will be designed considering stormwater quantity and quality using BMP’s in compliance with City of Renton 2016 Surface Design Manual (RSWDM). The RSWDM requires that runoff from pollution generating surfaces be infiltrated into soils that meet the groundwater protection criteria specified on Section 1.2.8: Core Requirement #8: Water Quality Facilities. To determine if the soils meet the required criteria, HWA performed cation exchange capacity (CEC) and organic content (OC) tests (test results attached) on the subgrade soils beneath the proposed infiltration facility. The results of the laboratory testing are summarized in Table 6, below. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 17 HWAGEOSCIENCES INC. Table 6. Summary of Laboratory Testing Results Sample Designation CEC (meq/cc) OC (% by weight) BH-1, S-4 5 0.5 BH-2, S-7 10 0.6 The CEC and OC test results indicated that the receiving soils exceeded the requirements for treatability for CEC (5 meq/cc) and OC (0.5% by weight). In addition, the infiltration rate determined for the subgrade soils beneath the proposed infiltration facility does not exceed the maximum allowed for treatment of 2.4 in/hr. Therefore, we conclude that soils beneath the proposed infiltration facility meet the criteria required by the Soil Treatment Exemption (No. 4) of Section 1.2.8, of the RSWDM. 4.8 BELOW-GRADE STRUCTURES All below grade structures should be designed with consideration of the anticipated lateral earth pressures that will be applied on the structures. We expect that these buried structures will not be free to yield and will develop at-rest earth pressures upon backfilling. These structures should be designed to resist an equivalent fluid pressure of at least 60 pounds per cubic foot (pcf). These earth pressures assume no accumulation of water behind the wall. Proper wall drainage should be constructed to ensure that hydrostatic pressures do not develop behind the wall structure. Active conditions are expected to develop during earthquake shaking. Under earthquake loading conditions, the buried structures will experience an incremental additional horizontal earth pressure. This increment can be approximated using the Mononobe-Okabe method utilizing 0.5 times the PGA for the site, (0.5)(0.385g) = 0.19g. This results in a design active-plus-seismic earth pressure coefficient Kae = 0.37. For design purposes, a design active-plus-seismic equivalent fluid pressure of 52 pcf may be assumed. The Air Gap/Dechlor Manhole should be designed with consideration of the lateral earth pressures shown in Figure 6. 4.9 HMAPAVEMENT It is our understanding that a 16 to 24 feet-wide access road will be designed to provide access to maintenance vehicles to the reservoir and access to the Fire Station 15, as shown on the Site and Exploration Plan, Figure 2. This access road will consist of heavy duty Hot Mix Asphalt DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 18 HWAGEOSCIENCES INC. (HMA). We recommend a new pavement section consisting of 6 inches of HMA over 2 inches of compacted Crushed Surfacing Top Course (CSTC) over 6 inches of compacted Crushed Surfacing Base Course (CSBC), as shown in Table 7. Table 7. Structure Requirements for New HMA Pavement Material Description Minimum Layer Thickness (inches) WSDOT Standard Specification HMA 65-04 CSTC 2 9-03.9(3) CSBC 6 9-03.9(3) Structural Fill/Prepared Subgrade Proof-roll 9-03.14(1) If a significant volume of construction traffic (mainly fully-loaded trucks) will operate over the completed base before placement of the surfacing, or if the moisture content of the subgrade is elevated as result of rainfall, then heaving and rutting could occur. In such cases, the thickness of base, or structural fill, should be increased. One to two feet of structural fill/quarry spalls may be required below the CSBC in order to provide a base for the compacted materials above. We recommend that the asphalt layers consist of HMA Class ½-inch. The maximum lift thickness for HMA Class ½-inch is 0.3 feet (or 3.6 inches), as stipulated by WSDOT (WSDOT, 2016). 4.9.1 Placement of HMA Placement of HMA should be in accordance with Section 5-04 of the WSDOT Standard Specifications (WSDOT,2016). Particular attention should be paid to the following: HMA should not be placed until the engineer has accepted the previously constructed pavement layers. HMA should not be placed on any frozen or wet surface. HMA should not be placed when precipitation is anticipated before the pavement can be compacted, or before any other weather conditions which could prevent proper handling and compaction of HMA. HMA should not be placed when the average surface temperatures are less than 45o F. HMA temperature behind the paver should be in excess of 240o F. Compaction should be completed before the mix temperature drops below 180o F. Comprehensive temperature records should be kept during the HMA placement. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 19 HWAGEOSCIENCES INC. For cold joints, tack coat should be applied to the edge to be joined and the paver screed should be set to overlap the first mat by 1 to 2 inches. 4.9.2 HMA Drainage It is essential to the satisfactory performance of the roadway that good drainage is provided to prevent water ponding alongside the pavement causing saturation of the pavement and subgrade layers. The base layers should be graded to prevent water being trapped within the layer. The surface of the pavement should be sloped to convey water from the pavement to appropriate drainage facilities. 4.10 PERVIOUS CONCRETE PAVEMENT DESIGN It is our understanding that a section of the access road (around the water tank) will consist of pervious concrete pavement, as shown in Figure 2. We understand that this portion of the road will be 9 feet wide and will be used primarily by service vehicles and not by heavy equipment or heavy trucks. It should be noted that sandy silt soils with high percentage of fines were encountered near the ground surface (about 5-7 feet below ground surface) at this site. These soils are not conducive to infiltration. Therefore, we recommend removing the upper fine- grained material (sandy silt soils) to expose the clean native soils. This excavation should be backfilled with permeable ballast, per WSDOT Standard Specification 9-03.9(2) (WSDOT, 2016). The granular material placed underneath the pervious pavement should be should compacted to a dense and unyielding condition. Additionally, it is our understanding that a permeable pavement section was designed for the parking lot of the Fire Station 15 located south of the reservoir. It is our recommendation that heavy traffic should not operate on the pervious pavement, as turning operations are likely to dislodge aggregates from the pavement surface. Unless the pervious pavement section was designed taking this into consideration. In general, pervious pavement sections consist of a wearing course, a choker course, a recharge bed course, and a carefully prepared subgrade. Regardless of the type of wearing course used, the size and composition of the remaining courses are generally the same. Table 8 presents our recommendations for the pervious concrete pavement section around the reservoir (water tank). The following sections provide our recommendations for each component of the pervious pavement section. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 20 HWAGEOSCIENCES INC. Table 8. Structure Requirements for New Pervious PCC Pavement Around Water Tank Material Description Minimum Layer Thickness (inches)WSDOT Standard SpecificationPCC Wearing Surface 65-05 Choker Course (AASHTO No. 57)1- Recharge Bed (AASHTO No. 2)Varies (18-36)- Non-Woven Geosynthetic - 9-33.2(1) Table 3 Prepared Subgrade Uncompacted Section 5.05.3 4.10.1 Pervious Portland Cement Concrete Based on the anticipated light loading conditions and the nature of pervious concrete pavement, it is our recommendation that this pavement section consist of a minimum of 6 inches of pervious Portland cement concrete pavement. Pervious Portland cement concrete is typically a proprietary product that is readily available from many local concrete batch plants. In general, the pervious concrete mix uses uniformly graded, crushed coarse aggregate (e.g. meeting AASHTO grading No. 8) with no, or limited use of fine aggregate, and a water to cement ratio ranging from 0.27 to 0.35. The 28-day compressive strength of the mix is typically between 2,500 psi and 4,000 psi with an average modulus of rupture of about 350 to 375 psi. The unit weight of the mix is between 100 and 125 pcf with a porosity of 15% to 25%. The permeability of the hardened product is between 300 and 800 in/hr. We recommend that expansion joints be saw cut into the concrete at spacings of no greater than 12 feet in order to limit post construction cracking. These joints need not be sealed. Maintenance practices for cleaning pervious concrete should be implemented to maintain permeability. Some cleaning techniques are pressure washing, vacuum sweeping and/or a combination of these two methods. 4.10.2 Recharge Bed Design and Subgrade Preparation Recharge beds under pervious pavements should be adequately sized to provide sufficient storage during the 2-year design storm, and should also include an overflow system (or under- drain system) to handle peaks of more intense (25 or 50-year) storms. Typical bed thicknesses range between 1.5 feet and 3 feet. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 21 HWAGEOSCIENCES INC. The drain aggregate in the recharge bed should consist of 1 inch to 1.5 inch crushed, washed drain rock, or 1.5 to 2.5 inch washed crushed base aggregate such as AASHTO No. 2. The coarse gravel should be placed in 8-inch thick (maximum) loose lifts with each layer compacted to an unyielding condition. A design value of 0.3 should be used for the porosity of the base aggregate. A 1-inch-thick choker course consisting of uniformly graded gravel, such as size AASHTO No.57 aggregate, should be placed over the surface of the recharge bed to provide an adequate platform for the porous wearing surface. A nonwoven geotextile meeting the material requirements of WSDOT Standard Specifications (WSDOT, 2016) Section 9-33.1, with the properties listed in Section 9-33.2(1) Table 3 for Separation, should be placed along the sides of the excavation between the native and the drain aggregate to prevent migration of fines into the recharge bed. The nonwoven geotextile should not be placed below the pervious wearing surface over the top of the recharge bed aggregate. Placing nonwoven geotextile below the pervious wearing surface could result in clogging of the geotextile over time, reducing the functionality of the system. 4.11 SITE EARTHWORK RECOMMENDATIONS 4.11.1 Structural Fill and Compaction All fill placed at this site should be considered structural fill. Structural fill materials should consist of clean, free-draining, granular soils free from organic matter or other deleterious materials. The native soils along the project alignment are not suitable for reuse as structural fill for this project. Such imported materials should be less than 4 inches in maximum particle dimension, with less than 7 percent fines (portion passing the U.S. Standard No. 200 sieve), as specified for Gravel Borrow in Section 9-03.14(1) of the WSDOT Standard Specifications (WSDOT, 2016) or Crushed Surfacing Top Course (CSTC) as specified in Section 9-03.9(3) of the WSDOT Standard Specifications (WSDOT, 2016). The fine-grained portion of structural fill soils should be non-plastic. All fill should be placed in lifts and compacted to at least 95 percent of its maximum dry density, as determined using test method ASTM D 1557 (Modified Proctor). The thickness of loose lifts should not exceed 8 inches for heavy weight compactors and 4 inches for hand-operated equipment. The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. We recommend that the appropriate lift thickness, and the adequacy of the subgrade preparation and materials compaction be evaluated by a representative of the geotechnical engineer during construction. A sufficient number of in-place density tests should DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 22 HWAGEOSCIENCES INC. be performed as the fill is being placed to verify that the required compaction is achieved. The fill should be probed prior to field density testing to verify that the test is located in an area that is representative of the remainder of the fill. 4.11.2 Temporary Excavations Temporary excavations will be required to construct the proposed tank at the desired elevations. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. In accordance with Part N of Washington Administrative Code (WAC) 296-155, latest revisions, all temporary cuts in excess of 4 feet in height must be either sloped or shored prior to entry by personnel. The existing granular soils on site are generally classified as Type C soils, per WAC 296-155. Where shoring is not used, temporary slopes in Type C soils should be no steeper than 1½H:1V (horizontal: vertical). It is important that the contractor monitors the stability of temporary cut slopes and adjust the construction schedule and slope inclination accordingly. 4.11.3 Wet Weather Earthwork During period of wet weather, even the most permeable soils can become difficult to work and compact. Given that the near surface soils across most of the site consist of recessional outwash sand, we would expect variability in the fines content of the native soil. Soils with higher fines contents will be hard to compact when above a given moisture content (generally about 10 to 12 percent moisture). As a result, the moisture content of these soils may be difficult to control during periods of wet weather. If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the following recommendations apply: x Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of a suitable thickness of clean structural fill. The size and type of construction equipment used may need to be limited to prevent soil disturbance; x Material used as structural fill should consist of clean, granular soil, of which not more than 5 percent by dry weight passes the U.S. Standard No. 200 sieve, based on wet sieving the fraction passing the ¾-inch sieve; this is an additional restriction for the structural fill materials described in Section 4.11.1. The fine-grained portion of the structural fill soils should be non-plastic; x The ground surface within the construction area should be sloped and sealed with a smooth drum vibratory roller to promote rapid runoff of precipitation and to prevent ponding of water; DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 23 HWAGEOSCIENCES INC. x No soil should be left uncompacted so it can absorb water. Soils which become too wet for compaction should be removed and replaced with clean granular materials; and x Excavation and placement of fill should be observed on a full-time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved. The above recommendations for wet weather earthwork should be incorporated into the contract specifications. 5.0 CONDITIONS AND LIMITATIONS We have prepared this report for the City of Renton and Murraysmith, for use in design phase of this project. This report should be provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented herein should not be construed as a warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations that may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report is issued with the understanding that it is the responsibility of the owner, or the owners’ representative, to ensure that the information and recommendations contained herein are brought to the attention of the appropriate design team personnel and incorporated into the project plans and specifications, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. HWA is available to monitor construction to evaluate soil and groundwater conditions as they are exposed and verify that subgrade preparation, fill placement and compaction, and pile installation are accomplished in accordance with the project specifications. Within the limitations of scope, schedule and budget, HWA attempted to execute these services in accordance with generally accepted professional principles and practices in the fields of geotechnical engineering and engineering geology at the time the report was prepared. No warranty, express or implied, is made. The scope of our work did not include environmental DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E May 21, 2018 HWA Project No. 2016-078-21 2016-078 Revised Final Geotechnical Report 25 HWAGEOSCIENCES INC. 6.0 REFERENCES American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO Guide for Design of Pavement Structures, American Association of State Highway and Transportation Officials. Booth, D.B. and Wisher, A.P. 2006.Geologic Map of King County 1:100,000 Quadrangles, Washington, Department of Earth and Space Sciences, University of Washington, GeoMapNW. International Code Council, 2012.International Building Code, 2012, published May, 2011, International Code Council, Falls Church, VA. King County Department of Natural Resources and Parks, April 2016. King County, Washington Surface Water Design Manual. Rocscience Inc., 2013. Settle 3D Version 2.018, Computer Software. Tokimatsu, K. and H.B. Seed, 1987. Evaluation of settlements in sands due to earthquake shaking, J. Geot. Engrg., 113 (8), 861-878. USGS Earthquake Hazards Program, 2002.“2002 Interactive Deaggregation”, USGS Earthquake Hazards Program, National Earthquake Hazard Maps, http://eqint.cr.usgs.gov/eq-men/html/deaggint2002. WSDOT, 2015 Geotechnical Design Manual,M 46-03.11. WSDOT, 2016.Standard Specifications for Road, Bridge and Municipal Construction, Washington State Department of Transportation. DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E VICINITY MAP KENNYDALE 320 PRESSURE ZONE RESERVOIR RENTON, WASHINGTON 1 2016-078-21 FIGURE NO. PROJECT NO. MAP NOT TO SCALE BASE MAP FROM GOOGLE MAPS DATA © 2016 GOOGLE N © 2016 Microsoft MDA Geospatial Services Inc.Lake WashingtonApproximate extent of project site DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E FIGURE NO. PROJECT NO. SITE AND EXPLORATION PLAN KENNYDALE 320 PRESSURE ZONE RESERVOIR RENTON, WASHINGTON 2 2016-078-21 BH-1 BH-2 BH-3 BH-1 Boring designation and approximate location. (HWA 2016) PT-1 PT-2 BH-4 BH-5 BH-6 BH-4 Boring designation and approximate location. (HWA 2017) Pilot Infiltration Test designation and approximate location. (HWA 2017) PT-1 DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E . GEOLOGIC MAP KENNYDALE 320 PRESSURE ZONE RESERVOIR RENTON, WASHINGTON 3 2016-078-21 FIGURE NO. PROJECT NO. MAP NOT TO SCALEN Approximate project site location DocuSign Envelope ID: EBD590F4-4493-4D53-B777-F51C36D33E6E