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Home My WebLink AboutMiscI I I I II I I I I I I I I I I I I DCJ""L Technical Information Report Boeing Commercial Airlines 737 Max Flightline Utilities-Apron A Renton, Washington Land Use Permit Submittal: February, 2016 RECEIVED MAR 1 4 2016 CITY OF RENTON PLANNING DIVISION tl' • , ~I~~JEI:~ ',. ~ , _~I •• \_ -1 ill >"<~ ... 111. /Ii" '~.< • ENGINEERING . ~ • • . . ,< + •• -:~ ~ .. • • • ••• .. .. . ~ I I I I I I I I I I I I I I I I I I I Technical Information Report For Boeing Commercial Airplanes 737 Max Flightline Utilities -Apron A 770 Perimeter Road West, Renton WA 98055 Prepared for: Boeing Commercial Airplanes, Seattle District P.O. Box 3707, MIS: 1W-10 Seattle, Washington 98124 Prepared by: ~DDWL 8420 154thAvenue NE • Redmond.WA98052 Tole: (425) 869-2670 • FAX: (425) 869-2879 Utility Permit Submittal February 23, 2016 This report has been prepared by the staff of DOWL under the direction of the undersigned professional engineer whose stamp and signature appears hereon. 13726.05 1 1 1 1 I, 1 1 1 1 1 1 1 1 1 1 I 1 1 1 Table of Contents 1.0 PROJEO OVERVIEW ................................................................................................... 4 Figure 1 TIR WORKSHEET -PAGE 1 ........................................................................................................................ 5 Figure 2: VICINITY MAP ....................................................................................................................................... 10 Figure 3: SOILS MAPPING -PAGE 1 ..................................................................................................................... 11 2.0 CONDITIONS & REQUIREMENTS SUMMARy •••••••••••••••••••••••••.••••.••••••••••••••••••••••••••••••• 14 3.0 OFF-SITE ANALYSIS ................................................................................................... 21 3.1 Level of Analysis ............................................................................................................................................. 21 3.2 Study Area Definition & Maps ........................................................................................................................ 21 3.3 Resource Review ............................................................................................................................................ 21 { 3.4 Field Inspection .............................................................................................................................................. 21 3.5 Mitigation of Potential Problems ................................................................................................................... 22 Figure 4: Downstream ......................................................................................................................................... 26 Figure 5: Hazards ................................................................................................................................................ 27 Figure 6: Flood Map ............................................................................................................................................. 28 4.0 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS & DESIGN ................................. 29 4.1 Existing Site Hydrology ............................................................................................................................... 29 4.2 Developed Site Hydrology .......................................................................................................................... 30 4.3 Performance Standards .............................................................................................................................. 30 4.4 Flow Control System ................................................................................................................................... 32 4.5 Water Quality ............................................................................................................................................. 32 FIGURE 7: APRON A EXISTING CONDmONS ......................................................................................................... 3S FIGURE 8: APRON A BASIN MAP .......................................................................................................................... 36 FIGURE 9: APRON A WATER QUALITY MAP .......................................................................................................... 37 FIGURE 10: EXISTING LANDSCAPE REMOVAL ....................................................................................................... 38 I I I I I I I I I I I I I I I I I I I FIGURE 11: APRON A OPERATIONAL DIAGRAM ................................................................................................... 38 5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN .............................................................. 40 6.0 SPECIAL REPORTS & STUDIES ........................................................................................ 42 7.0 OTHER PERMITS ....................................................................................................... 43 8.0 CWSPPP ANALYSIS AND DESIGN ............................................................................... 44 ESC PI.n An.lysls .nd Design (P.rt A) .................................................................................................................. 44 Scope of Work ......................................................................................................................................................... 44 Cle.rlng LImits ......................................................................................................................................................... 44 Cover Me.sures ...................................................................................................................................................... 44 Perimeter Protection .............................................................................................................................................. 44 Traffic Area Stabiliz.tion ......................................................................................................................................... 44 Sediment Retention ................................................................................................................................................ 44 Surface Water Collection ...................................................................................................................................... ..45 Dewatering Control. ................................................................................................................................................ 45 Oust Control.. .......................................................................................................................................................... 45 Flow ControL ........................................................................................................................................................ .45 SWPPP Plan Design (Part B) ................................................................................................................................. 45 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ......... 48 9.1 Bond Quantities .......................................................................................................................................... 48 9.2 Flow Control and Water Qu.llty Facility 5umm.ry Sheet and Sketch ............................................................. 48 9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality Facilities ........................ 48 Bond Quantity Worksheet ................................................................................................................................... 49 Facility Summary ................................................................................................................................................. 58 10.0 OPERATIONS & MAINTENANCE MANUAL ................................................................. 63 Appendix A Water Quality Calculations Appendix B Conveyance Calculations Appendix C CSWPPP Plans Appendix 0 Operations and Maintenance Manual Appendix E City of Renton Sensitive Area Mapping Appendix F Geotechnical Memorandum ~---------------------------------------------------- I I I I I I I I I I I I I I I I I I I 1.0 PROJECT OVERVIEW The Boeing Renton Airport Apron A project is located at 770 Perimeter Road East In Renton, Washington. The site Is within Section 7, Township 23 North, Range 5 East W.M.; the King County Parcel Number is: 0723059007. This project will use the King County Surface Water Design Manual 2009 and the City of Renton 2009 Surface Water Design Manual Amendment. This project will be removing or replacing over 2,000 square feet of Impervious surface; therefore a full drainage review will be required. Boeing Is expanding Its manufacturing operation for the new 737 Max aircraft. The increased monthly production rate will require that aircraft be moved out of the assembly building and onto apron parking spots for the final work and testing of the aircraft. Apron A Is on the east side of the airport and is owned by the City of Renton. Apron A will have two stalls (A-9 and A-lO) that will have de-icing operations for fueled aircraft. Ancillary Improvements such as crew and production structures, utilities, and lighting will be provided. Apron A Is located In a direct discharge area adjacent to Cedar River. Flow control is not required. Enhanced water quality and oil-water separation will be provided. Separate storm drain systems are provided for stalls A-9 and A-10. This allows for each stall to operate independently. Both stalls will Incorporate a collection system using slot drains and catch basins, with a treatment train consisting of oil-water separators and Stormfilters, and then discharge through the existing storm drain into Cedar River. Stalls A-9 and A-10 will have fuel spill and hydraulic fluid spill diversion and containment facilities. In case of de-Icing, an automated valve will route the de-icing liquid Into a sanitary API separator and thence to the sanitary sewer. Stalls A-9 and A-10 will also corporate a stormwater pump station that will 11ft the entire runoff from the stalls, both treated and bypass flows, Into a structure at the east edge of the Apron A. The receiving structure will send the flow downstream through the existing storm. An adjustment request has been prepared for the stormwater pump and Is included In this TIR. The project consists of urban land per the USDA soli map. Information Provided: Figure 1: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Mapping 4 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET l;'a,t"1,R,,,OJEC;r OIJVNE~ Af;J,tl , P,~()~ECTEN(3II'1EER -' <r t " '? " i Project Owner 1ft£ /Jg~!NlI t/?n1.fAAlY Phone M4Rk tJU}I)eN1S, ~Pb·"'I7·zqI/V Address _________ _ Project Engineer J(p/3Bn $CHl/,lZGfN" PG Company ---"D'"''t)L~:t.J1 L ________ _ Phone ih.r;;. f>btJ ~ Z b 70 a Landuse Services Subdlvison I Short Subd, I UPD, II Building Services MlF I Commericai I SFR a Clearing and Grading a Right-of-Way Use a ,other '-. " .. , ,,"-:. -', ,".: .: .... ~,. (> ." ,'" '-:' -'.",' "' :" '. : : •. . ~ :' .. -.. '; . .PartS PLAN AND REPORT INFORMATION, ,c-;;._ Technical Information Report Type of Drainage Review ~ I Targeted I (circle): rge Site Date (Include revision {fffJ 23; 1.'1)1 I., dates): Date of Final: , , F'ari2 PR0JECTLOCATIONAND, ,'DESCRIPTioN ' Project Name RhneN MUIVI!!' OI:J L , BCES Peiilrt~# mapppr -/iPI2DN A Location Township _' ",,2 ... ~:..<.tJ,,-__ Range .5 C Section _--.:7~ __ _ Site Address E I PIE 121M I;."/eg. /?PAD • Part 4' OTHER REVIEwS AND PERMiTS ' . ". )-.~'" :" '. -.. 0 DFWHPA o Shoreline 0 COE404 Management 0 DOE Dam Safety o Structural 0 FEMA Floodplain RockeryNaultl __ o ESA Section 7 0 COE Wetlands 0 Other , , '-, '-.. , ','i:"',-, .;',,',',' > - ;. ,", Site Improvemen~~Engr. Plans) Type (circle one): Full I Modified I mall Site Date (Include revision &8 'la, 2p) ~ dates): Date of Final: "-:. 0·: ">',,, ""'."-'" ,'" ..... , " Type (circle one), Standard I Complex I Preapplication I Experimental I Blanket Description: (Include conditions In TIR Section 2) 1(},j~J!lJ/3t! 1:: :::l':lir::tJc!uliiPf *'t':::Vf''j/;T}f/7l1~'" Date of Approval: 2009 Surface Water Design Manual 11912009 1 I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Monitoring Required: Ves / No Describe: ___________ _ Start Dale: Completion Date: , "" .. ;, .. ".,. ,', .~ , Community Plan: --.-=: _________ _ Special District Overlays: ____________________ _ Drainage Basin: lNf/2T LtiK/( tVrfJ:6li/rvc,.'TON -(.1)/AJ/3P cep,"f' {ll\le]z.. Stormwater Requirements: II River/Stream C'e,17111i! ji!1VI!!j? 0 Steep Slope _______ _ o Lake 0 Erosion Hazard ------o Wetlands 0 Landslide Hazard ______ _ CI Closed Depression 0 Coal Mine Hazard ______ _ o Floodplain 0 Seismic Hazard ------CI Other CI Habitat Protection ______ _ 0 ________ _ Erosion Potential Soli Type' IJgf;At,1 it/ND Slopes EtA T <. '2';' NoJJe , / Ill) % PAVfiq) • High Groundwater Table (within 5 feet) o Other o Additional Sheets Attached 2009 Surface Water Design Manual 2 ; o Sole Source Aquifer o Seeps/Springs 119/2009 I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE [J Core 2 -Offslte Analysis o SensHivelCritical Areas o SEPA II Other LIMITATION I SITE CONSTRAINT Vt awl' I VIJI17A-; II::>N~ ;7gtj>ld112l N'::' 0 _________ _ 8t1'~PI!D .5~~1W11 ' o Additional Sheets Attached I, Part 12T1RSUMMARY SHEET (prcivlde oneTIR Summary Stieetper Threshold Dischan:ie Neel· .... Threshold Discharge Area: (name or description) f, 77 AC!fZes Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Dlschal'lle Locations: I Offsite Analysis Level: UJ/2 I 3 dated:-.tEt:! [1., E.(2U2. Flow Control Level: 1 I 2 I 3 or Exemption Number '/J1fl.r::C/ PIUI1Apl .. (incl. facility summary sheell Small Site BMPs Conveyance System Spill containment located at: /11///,,71" Ilf {..t'/:IJ7IOf'M 41ilv'vll' 112 11t/?1I?f N T ~/, ~/r"111 Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone;---.... Maintenance and Operation Responsibility: ~rivate)1 Public If Private Malntena~ LOQ Required: Yes I No Financial Guarantees and Provided: Yes I No Liability Water Quality Type: Basic I Sens. Lake '\Enhanced Baslcm]l Bog (include facility summary shaet) or Exemption No. . Landscape ManaQement Plan: Yes ,(No) Special Requirements (as applicable) Area Specific Drainage Type: CDA I SDO I MOP I BP I LMP' Shared Fac. I None Requirements Name: Floodplain/Floodway Delineation Type: Major I Minor I Exemption (NO~ 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N / ~ Source Control Describe landuse: ,/)11Zt:1!f.lI'-r Jl4~ ~/N<1, (comm.lindustriallanduse) Describe any structural controls: nll?1. ~ PIL /}I)NiillN M I?I-'rf' /)/?ICIf'lC. f.J.()rJ PlY (!! fPf {.f1/ 'Ill <!SAri, 61.~ wL'l2. 2009 Surface Water Design Manual 3 11912009 t, I I I I I I I I I I I I I I I I I , I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ---011 Control High-use Site: . c...y!§.l~ No Treatment BMP: CPG Maintenance Agreement: Ye,sj® with whom? PWIVe' MIN/AINCO Other Drainage structures Describe: FtiEt. t IIY.(),Q.4HlIt! D,'-C'P/'l7AINl4t'JJf . Part 13 EROSION AND SEDIMENT CONTROLREQUIREMENTS· .. " ' . '. ::. , MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION o Clearing Limits o Stabilize Exposed Surfaces o Cover Measures IJ Remove and Restore Temporary ESC FaciJiUes o Perimeter Protection II Clean and Remove All Silt and Debris, Ensure o TraffIC Area Stabilization Operation of Permanent Facilities l!I Sediment Retention o Flag limits of SAO and open space II Surface Water Collection preservation areas o Other III!I Dewatering Control o Dust Control Cl Flow Control ,Pert 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control TVDe/DescriDtlon Water Qualioc Type/Description o Detention o Biofiltralion o Infiltration o Wetpool o Regional Facility III Media Filtration &r6fZMplI-if$.-/;16F Cl Shared Facility III 011 Control CPS o Flow Control III Spill Control ru fit ~ fly:PIZ Alltlt: ~, BMPs o Flow Control BMPs o Other III Other PulJlf-fJj j)fMl"'~ 2009 Surface Water Design Manual \19/2009 4 I I I I I I I I I I I I I I I ~ ---------------------~ KINO COUNTY, WASHINOTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part.1.5. EASEMENTSITRACTS Part 16 STRUCTURAL ANALYSIS o Drainage Easement o Cast in Place Vault o Covenant o Retaining Wall o Native Growth Protection Covenant o Rockery > 4' High o Tract o Structural on Steep Slope o Other o Other Psrt17 'SIGNATURE OF PROFESSIONAL ENGINEER " .. I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed wers incorporated into this worksheet and the attached Technlcallnformatlon Report. To the best of my k~edge the In:o~atlOn provided here Is accurate. i p)lhdl...,) -_ /.. /h/,_ '2'2-Pelt) 2()/1". , , I Si ".eVDat. 2009 Surface Water Design Manual 11912009 5 I • Soil MIp-KJng CoonI)' At •• , Wlshlngton • I ~ , ~ ~ ~ (FIgure 3 • Apron A) ~ I .pe 2fll'H I I I I I I I I I I I I I I 'f1" W2rH I • • ~ Mlp5*, " ...... _"'A_(I.5"x 11' ...... , ~ _. ~ ~ N • ,. 20 <0 00 ~ I A f. a .5 .. "" '10 MIp~, __ a.n.r_\\I3SIH rdgelts:lJIHlone10N\\I3SIH I !Ia NltUl'lI ~.ourc:eo Web SoIl SUrvey 1112112015 ConaervMlon Service Notlonol Cooperotlve Soil Survey Pogo t or3 I I I • • • • I j g I ~ " ~ ~ • N • .! ~ /; N ~ < I c ~ < ~ ~ ~ • ~ .! ~ 6 N ~ • < c ~ r I ~ , ~ ~ , ~ 2 I ~ t • ~ I ~ ~ ~ /; • , ~ ~ " I i ~ ~ ~ '. " PROJECT LOCATION LAKE WASHINGTON THE lANUiNu/J )~" ~ PROJECT ~"\JP----LOCATION mElD ID<lH V' PLAN VIEW @ ~DCJWL l"."i.·l •• }_.l~.ui."" .. t-i, i 8420 154th Avenue HE __ 98052 0125-869-2670 VICINITY MAP ... _ ... :"-~.;J:',;~:''';;.:-- " .. ;.'4 SCALE: NONE o AUBURN "'--AUBURN SITE 05-YO APRON A VICINITY MAP ISSAQUAH % ? 770 PERIMETER ROAD WEST, RENTON WA 98055 PROJECT 13726.05 DATE 11/30/2015 FIGURE 2 -- !!l2a ------ - --Soil Map-King County Area, Washington (FIgure 4 -Apron A) MAP LEGEND A ... of Interest (AO~ 0 Area of Interest (Aot) SolIs 0 SoD Map UnH Polygons -Soil Map Unit Lines III Soil Map Unit Points Special Point Features W 1&1 ill: <> ~ " 0 It.. .£k, iii' @ 0 V + , , ,', <5> ~ ~ JI/ Natural Resources Conservation SeNice Blowout BonowPi Clay Spot Closed Oepression Gravel Pit Gravelly Spot Landml Lava Flow Marsh or swamp Mine or Quany Misce!Janeous water Perennial Water Rock Outcrop S8IIne Spot Sandy Spot Severely Erode<I Spot Sinkhole Sfide Of SIp SodicSpot e! SpoilAroa G SIonySpot txI Very SIony Spot ~ Wei Spot II OIher .••. Special Line Fe ..... Water Features ~ s-ms and can.Js Transportation ..-Rails -Inters1ale Highways ""'" US Routes ~; Major Roads ~ Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Son Survey ---- - - MAP INFORMATION The son surveys that comprise your AOI were mapped al1 :24,000. Waming: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detan of mapping and accuracy of soil nne placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale .. Please rely on the bar scale on each map sheet for map measurements. Source 01 Map: Natural Resources Conservation Service Web So~ Survey URL: hltp:/Jwebsollsurvey.nrcs.usda.gov COOrdinate System: Web Mercator (EPSG:3S57) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equaJ.area conic projection, should be used if more aCOJrate calculations of distance or area are required. This produd Is generated from the USDA-NRCS certified data as 01 the ve",ion date(s) rlS!ed below . Soil Survey Area: King County Area, Washington Survey Area Data: Version 11, Sep 14, 2015 Soil map unils are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial Images were photographed: Aug 31, 2013-Oct 6, 2013 The orthophoto or other base map on which the son fines were compiled ami digilized probably diffe .. from the background imagery displayed on these maps.. As a result, some minor shifting of map unit boundaries may be evident 1112112015 Page 2 013 -- I I I I I I I I I I I I I I I I I I I Soli Map-Klng County Area, Washington Map Unit Legend Ur W Totals lor Area 01 Intere.t lSi Natural Resources Conservation Service Urban land Water Web Soli Survey Nalional Cooperative 5011 Survey 4.8 0.0 4.8 Figure 4 -Apron A 99.7% 0.3% 100.0% 1112112015 Page 3 013 I I I I I I I I I I I I I I I I I I I I -------------~------------------------------ 2.0 CONDITIONS & REQUIREMENTS SUMMARY Existing Conditions Apron A is general aviation use and is currently leased by Boeing. Ground cover Is concrete. Landscaping Is very minimal and limited to the east perimeter of the apron. There are various sheds on the apron will remain upon reconstruction to meet Boeing's needs. Water, sewer and power are underground. The apron is storm sewered with the existing system connecting the taxiway and Infield draining through the apron. The existing system discharges to a storm sewer (18-in diameter) pipe which goes under East Perimeter Road and discharges into Cedar River. No modification to the runway, infield and taxiway Is proposed and the existing storm drain system will be kept in service. The Cedar River ievee will not be disturbed. A new, separate collection system and treatment facility will be Installed for the reconstructed apron. Site soils are classified as Urban land Ur. Figure 3 is a soil map from the USDA Web Soil Survey. Full Drainage Review The project has greater than 2,000 square feet of replaced Impervious surface and a Full Drainage Review Is required. All 8 Core Requirements and 6 Special Requirements apply. KCSWDM Core Requirements 1. Discharge at the Natural Location The apron currently collects storm water runoff In an underground conveyance system that discharges Into an existing storm line under East Perimeter Road which discharges Into Cedar River. The project will modify the existing system for the apron upgrade and will continue to discharge Into storm line at the same location before East Perimeter Road. 2. Off-Site Analysis Generally speaking the existing Impervious surface of Apron A will be retained or replaced with a new pavement section suitable for heavy aircraft. The Impervious surface will increase slightly with some new pavement replacing infield grass. A Level One Off-Site Analysis was conducted and Included In Section 3 of this TiR. 3. Flow Control The project is located downstream of the Cedar River and Taylor Creek confluence and meets the City of Renton Section 1.2.3.1 Direct Discharge Exemption from Core Requirement #3. The project Is approximately 80 feet from the Cedar River, the conveyance to the ordinary high water mark is wholly man-made, the conveyance is capable of conveying the 100-year peak flow; therefore no flow controi measures will be required. The apron was analyzed to determine the net increase in the 100-year peak flow; the 100-year peak increases by 0.10 cfs, meeting the exception as defined on page 1-34, City of Renton 1.2.3.1 Direct Discharge Exemption from Core Requirement No.3. 4. Conveyance Given the high value of the aircraft manufacturing land use the conveyance system is designed to accommodate the 100-year flow per the Rational Method and not surcharge the grate. This is In addition to the Renton 25-year design storm with a 6 inch freeboard In the structure. An adjustment has been requested to allow the pump station for Apron A. The adjustment request is made concurrently with this TIR and a copy of the unapproved adjustment is included in this section. 14 I I I I I I I I I I I I I I I I I I I ----------------------------, 5. Erosion & Sediment Control Temporary erosion and sediment control will provided for the project. Ground disturbance will be relatively minimal and limited to pavement replacement. Dewatering will be a major concern on the project. There is potential for contaminated groundwater, If so discharge will be made to the sanitary sewer. TESC is covered under section 8 of this report. 6. Maintenance and Operations Ownership of the existing storm water system (Boeing Renton) will not change and the current maintenance program will remain in place. The site is staffed 24-hours a day, there is a central monitoring system In place providing for timely notification of problems. 7. Financial Guarantees and Liability The project will comply with financial guarantees as required by the City of Renton. 8. Water Quality The project is an industrial land use, however, per City of Renton Section 1.2.8.1, the water quality treatment may be reduced to the basic level due to the projects that drain entirely by pipe to the major receiving waters as described in Section 1.2.3.1. Source control measures to segregate and contain fuel and hydraulic oil spills will be provided upstream of the stormwater treatment train. Oil-water separation using coalescing late separators will be provided prior to treatment using a Contech Stormfilter. Per direction from the City of Renton the StormFilter will use CDF media to provide enhanced metal removal. Deicing runoff will be separated and routed to the sanitary sewer for treatment. Cltv of Renton Special Requirements 1. Other Adopted Area Specific Requirements The site is not located within an area having specific requirements above and beyond the core requirements. 2. Flood Hazard Delineation The project site is not within the 100-year floodplain. This project is located Zone X Other Flood Areas, SOO-year floodplain per the City of Renton (COR) mapping. See Appendix E. 3. Flood Protect Facilities The existing Cedar River levee will not be disturbed or modified. 4. Source Control This project does warrant source controls. Fuel spill control and containment will be provided for those positions that might hold a fueled or previously fueled aircraft. Containment volume Is 10,000 gallons. Aviation hydraulic fluid (Skydrol) has a speCific gravity of 1.00 and cannot be separated out by conventional means. Off-line containment is provided at each position In the amount of approximately 200 gallons, well In excess of the Skydrol cart volume. Deicing control and containment will be provided for those positions that may have planes that will be deiced. The treatment rate Is designed to 0.2 cfs per acre and will be discharged to the sanitary sewer. Deicing fluid will be segregated from the stormwater stream and sent to the sanitary sewer. 5. 011 Control The project does constitute a high use situation. Coalescing plate oil water separators will be Installed. 6. Aquifer Protection Area The project is not located in an Aquifer Protection Area Zone per City of Renton Groundwater Protection Areas (printed 11/12/2014) provided in the City of Renton Amendments to the King County Surface Water Design Manual. 15 I I I I I I I I I I I I I I I I I I ~DDWL 23 February 2016 W.O. # 13726.05 Ms. Vicki Grover, PE Community & Economic Development Department City of Renton 1055 South Grady Way Renton, WA 98057-3232 Subject: Stormwater Adjustment Request Boeing Apron A Project, Renton Municipal Airport Dear Ms. Grover: Boeing Is leasing Apron A and plans improvements to the apron In support of the 737 Max program. The stormwater scheme for Apron A proposes a pump station to evacuate runoff from stalls A-9 and A-IO and to pump to the existing gravity discharge to the Cedar River. Use of a stormwater pump system to discharge flow from a project site requires an approved adjustment per Core Requirement #4, section 1.2.4.3-1, City of Renton Amendments to the KCSWDM. This request is for an adjustment to Install a privately operated and maintained stormwater pump station to serve a portion of Apron A that will discharge from the airfield to the Cedar River. Background Information o Boeing Commercial Airplanes holds a long term lease on Apron A and intends to make improvements to the apron as part of the 737 Max production program. There are two aircraft stalls on the apron, A-9 and A-IO, and both will be capable of operating and de-icing fully fueled aircraft. Additionally there will be minor paving improvements to the taxiway leading to the compass rose located adjacent to stall A-IO. o The project Is required to meet the enhanced basic treatment standard and flow control Is not required. The treatment device will be a Contech Storm Filter coupled with oil-water separation provided via a coalescing plate separator. Source control for the apron will be complicated. Fuel 'spill diversion and containment will be provided; hydraulic fluid spill diversion and containment will be provided. De-icing flow will be directed to the sanitary sewer to comply with King County METRO requirements. There will be a major diversion valve vault with solenoid operated valving to manage the fuel and de-Icing segregation, and to meter flow to the sanitary sewer. Design Considerations • Apron C Is currently under Boeing control and Is used to work on 737 aircraft. The existing apron collection system has been In place for many years and consists of 8, 12 and 18-lnch storm pipe that drain the apron, taxiway, runway and Infield. The existing system discharges by gravity to the Cedar River at two locations. There is an IS-Inch concrete outfall pipe with a Tideflex duckbill flap valve and a 12-inch concrete outfall pipe, both running below the levee and the East Perimeter Road. Soth outfall lines will be maintained, the new storm Improvements will access the 18-lnch line. There will be no modification of the outfalls. 425-869-2670: 0 800-665-9847 (fax) • 8420 154lh Avenue NE .' Redmond. Washlngl0fl98052 • WWI'/,doWI,com Alaska _ Arizona .. Colorado a', Montana _ North Dakota a Oregon _ Washington .iI Wyoming I I I I I I 1 I 1 I 1 1 I I 1 1 I 'I 1 --------------------- Ms. Vicki Grover, PE City of Renton 23 Feb. 2016 Page 2 • The proposed Apron A upgrade will replace existing pavement with a concrete section adequate for the heavier 737 aircraft. The stormwater system will serve only the apron. The existing storm drains transporting flow from the infield will be retained in service and will be hydraulically separate from the apron used by Boeing for aircraft completion. • The proposed collection and conveyance system Is obligated to transport the 25-year peak flow with the water surface in the catch basin a minimum of 6-lnches below the grate elevation. An aircraft stall is part of the manufacturing process and will contain buildings and storage for tools, materials and equipment in addition to the aircraft Itself. Ideally the capacity of the collection and conveyance system would be such that the lOO-year water surface would also be contained within the structure below the catch basin grate elevation so as to reduce flood potential during the major event. • The stormwater collection system for the apron Includes structure sumps that gravity drain to the storm system from power/air/water vaults on the apron. The collection system Is deeper than the existing outfall by approximately 2.7-feet. ' • There are no water quality features currently on the apron. The vertical fall required to operate the new treatment system will vary with the type of treatment device selected. • Vertical fall through the new collection and treatment system will Inevitably be greater than the existing system and the maintaining the existing storm drain grades at the site boundary Is not physically possible (unless pumped). Alternative Water Quality Treatment Systems Wet Vault A wet vault Is frequently an attractive treatment device due to Its simplicity. In the case of Apron A, a wet vault Is not feasible for a variety of reasons. • There Is a lack of physical room to Install a large underground vault. • There Is a stated need for enhanced basic treatment to remove metals, something that can be accomplished with compost media In a Storm Filter but not through a wet vault of any size by Itself. A wet vault may be coupled with media filtration, but this serves no practical use if filtration Is sufficient by itself. • A wet vault by nature is a large structure. Given the high groundwater present under the airfield, minimizing the excavation footprint is highly desirable from a constructabllity and cost perspective. A wetvault was not sized. Large Sand Filter. A large sand filter can be constructed to satisfy the enhanced basic standard. A sand filter is equally as effective as the StormFliter option but will have a larger footprint and will be a custom installation versus ordering a common commercial proprietary system. Maintenance would be somewhat more complicated than simply having Contech clean the structure and replace cartridges on an annual basis. A large sand fllter was not sized. Contech Storm Filter . A StormFilter is an effective treatment device and Is viewed by Boeing as the most positive means of providing treatment. The apron collection system is below the existing outfall Invert and will require pumping with or without the vertical fall through a media filter. The tall cartridge (2.7-feet of vertical) can be used to minimize the size of the Storm Filter. A 96-inch round filter vault with 12 of the tall cartridges will suffice to meet the design flow rate. Pumped System There Is a Significant cost to install a pump station and with respect to Apron A there seems to be little alternative given the depth of the coliection system. The station would of necessity be a duplex submersible, non-clog, Installation capable of passing the lOO-year peak flow. Backup power is I I I I I I I I I I I I I I I I I I Ms. Vicki Grover, PE City of Renton 23 Feb. 2016 Page 3 necessary (and available) and a pump station requires a higher operation and maintenance effort. Further a pump station Installed by Boeing might possibly need to be removed upon lease expiration. Point of Discharge In all Cases the apron will discharge at the existing location through the existing concrete pipe. Constructabillty Issues A primary concern working on the airfield is the high groundwater found in the river valley. Recent experience at the airfield and at the plant points to a high cost associated with dewatering activity and a high degree of uncertainty as to the duration of the dewatering effort needed to install an underground vault. The smaller the vault installation, the quicker and less expensive the dewatering effort would be. Precast vaults such as those used for the CPS units or the StormFliter are one piece boxes, inserted byerane or boom truck in a matter of hours, which greatly reduces the scope and duration of the dewatering effort. The stall layout presents limitations in locating underground vaults and smaller precast vaults are far easier to accommodate than the larger cast-in-place wet vaults. Schedule Boeing requires the Apron A stalls to be on-line and ready to receive aircraft by mid-October, 2016. Speed of construction Is an essential to satisfy the project schedule and the use of small, precast vaults requires less time and is more predictable. Treatment Option Summary: Factor Wet Vault Treatment Large Sand Filter Storm Filter Treatment Treatment Quality Not satisfactory by Itself, Meets code Meets code must be paired with filter device Dewatering needs Higher, larger excavation Middle, moderate size Lower/ smaller excavation and longer duration excavation and shorter duration Cost of treatment unit Higher due to longer Middle, moderate lower due to shorter construction time and the Installation time Installation time need for a paired unit Constructabllity More risk Moderate less risk Schedule impact Greater due to construction Moderate lesser due to construction time time Need to pump Requires a pump stalion Requires a pump Requires a pump station station Point of discharge Pump allows existing gravity Pump allows existing Pump allows existing gravity discharge to river to be gravltv discharge to discharge to river to be utilized river to be utilized utilized Proposed Stormwater System The preference is to install a StormFliter instead of a large sand filter due to past experience with the device elsewhere on the airfield. The pump system Is largely a necessity due to the apron collection system grades. A pump station is not considered unusual, Boeing operates several pump stations throughout the plant and airfield, pumping stormwater is fairly common, there is a qualified maintenance staff available, and the consensus is that the Storm Filter/pump configuration offers more positive control over treatment and I I I I I I I I I I I I I I I I I I I Ms. Vicki Grover, PE City of Renton 23 Feb. 2016 Page 4 discharge. Boeing understands that the pump station may need to be removed at a later date. The proposed system description follows: • Following the spill diversion valve vault a typical flow split catch basin will be Installed directing a metered flow to the treatment train. • First unit In the treatment train would be a CPS oil-water separator; second unit would be a 96-lnch round Stormfilter with 12 tall cartridges. Media will be CSF. • The treatment train discharges into a wet well (96" Type 2 CB), along with the high flow line from the flow split catch basin. • The pump station will be a duplex submersible non-clog installation, Hidrostal EKS-SS, 10 HP, 4S0 V, 3 phase, 60 Hz. A portable generator unit Is available and the substation work associated with Apron A will Include the receptacle and manual transfer switch. This pump station Is very similar to the one Installed recently on Apron B and proposed for Apron C. • The pump duty point is 1,000 gpm at l7-feet TOH. The 100-year peak flow is 4.4 cfs (1,975 gpm) per the Rational Method. Both pumps running would then meet the lOQ-year peak; one pump would be about the 5-year peak. The usual lead-lag alternate pump arrangement would apply; the control panel would be adjacent to the pump station. Telemetry will be through the Boeing EMCS system. • Pump discharge lines are S", valving will be in a pit adjacent to the wet well, the force main will be 8" ductile Iron discharging Into a Type 2 catch basin used as a receiving structure. Length of the force main Is only a few feet. The receiving structure will be a saddle mount Installation over the existing lS·inch concrete outfall line. • The operation of the outfall to the Cedar River will not be modified. The proposed apron Improvements will cause only a negligible increase of 0.1 cfs for the lao-year return period. Adjustment Criteria 1. The proposed pumped system does not change the project's obligation to meet the Core and Special Requirements. The end result is entirely comparable. 2. Pump system always entail a higher operational and maintenance burden than gravity systems. In this case the proponent possesses several similar pump stations and experienced staff dedicated to the operate and maintain the proposed station 24/7, in fact, there was considerable Input from Site Services staff Into the deSign of the proposed station. Safety, maintainability and function are not compromised. Environmentally the proposed stormwater scheme for Apron A incorporates not only the required enhanced basic treatment but also provides for spill control and containment, and 011- water separation. Environmental protect is not compromised. Appearance is not an Issue, the site is an airfield with a manufacturing function, and the pump station and control panels are In keeping with other facilities on the site. 3. The pump system will be designed in accordance with Core Requirement 4 Section 1.2.4.3, and Section 4.2.3.1 of the Renton Amendments to the KCSWDM. The system will be privately owned and operated. The pump station will pump to and from points located on Apron A and will not discharge pressure flow directly to the Cedar River. 4. Pursuant to section 4.2.3.1, emergency power is provided as there is a portable generator for the Apron A distribution system. The transfer will be manually operated. 5. Boeing views the pump system as a long term component of the apron storm system. Should the lease not be extended, Boeing Is willing to remove the pump station and rebuild the system to a gravity configuration. This adjustment request is being made in conjunction with the permit submittal for the Apron A project and accompanies the Technical Information Report. Pertinent calculations are Included in the TIR. We believe the adjustment request is justified and in keeping with previously constructed stormwater facilities on the I I I I I I I I I I I I I I , I I I I I Ms. Vicki Grover, PE City of Renton 23 Feb. 2016 PageS ------------------------------------ airport. We understand that the RDSD has full authority to approve or deny the adjustment. Please contact me should you have questions or require additional Information. Sincerely, DOWL Robert W. Schlldgen, PE Senior Civil Engineer I I I I I I I I I I I I I I I I I I I 3.0 OFF-SITE ANALYSIS The site discharges to the Cedar River and there will be no significant change to the existing drainage pattern. The apron's existing discharge is an 18" concrete pipe beneath the levee and to the river. The existing taxiway at the north end of the project site near the Compass Rose will be widened which requires additional Ouraslot drains and replacement of two catch basins. Generally speaking the proposed stormwater collection and treatment system replaces the existing system for stalls A·9 and A· 10 in order to provide source control and treatment for the two stall apron, while the existing system is maintained for flow from the infield and taxiway through the apron. As a result the existing storm system will convey lower flows than currently. 3.1 Level of Analysis A Levell Downstream Analysis was conducted for the project. The final discharge from the site is an 18" existing pipe that outfalls into the Cedar River and thence Into Lake Washington. The existing drainage patterns will not change. 3.2 Study Area Definition & Maps Figure 4 depicts the existing drainage network for the Apron A subject area draining to the Cedar River. 3.3 Resource Review • King County iMAP was reviewed for drainage complaints. There are no downstream drainage complaints along the Cedar River. • City of Renton GIS was reviewed for Hazards. A small part of Apron A is located within the Regulated Shoreline Area. A Shoreline Permit was applied for at the beginning of January. This project Is located in an area that Is considered a seismic hazard. • The 303d listings from the Department of Ecology were reviewed. In the area of the Cedar River that we are discharging to there is a concern for: o Bacteria Category 5 Listing 10:13149 Waterbody 10: 1222590476452 o Dissolved Oxygen Category 5 Listing 10:12673 Waterbody 10: 1222590476452 o Temperature Category 5 Listing 10: 4816 Waterbody 10: 1222590476452 o pH Category 2 Listing 10:12630 Waterbody 10: 1222590476452 Since we are not adding any landscape area, livestock or septic systems an increase in bacteria and temperature and decrease in dissolved oxygen due to this project is not likely. 3.4 Field Inspection A field inspection was performed on February 12, 2016. The weather was overcast and approximately 58 degrees Fahrenheit. It had rained that morning but was dry during the fieid inspection. The downstream flow path from the project area Is piped conveyance to the Cedar River. CB #A is located between stall A·I0 and the river levee. At the time of inspection there was a foot of water standing above the grate; refer to Photo 1 and Figure 4. CB #A drains into the Cedar River via an 18" concrete 21 I I I I I I I I I I I I I I I I I I I pipe equipped with a duckbill flap valve; the outfall was submerged. The grassy area to the west of stall A-lO between the taxiway and the Compass Rose Access area had approximately 4-inches of standing water on the grass and asphalt (See Photos 2 & 3 and Figure 4.) The catch basins in this area were not inspected due to proximity to the live taxiway. Flow from this area runs northerly In the infield, and then turns easterly to the river. CB #B is located to the north of the apron near the levee and had approximately 12-inches of standing water; refer to Photo 4. There is a l2-inch concrete line running from C6 #6 beneath the levee and discharging into the river. The outlet was submerged and the record drawings do not indicate a flap valve as on the southern discharge point. The downstream route was walked on the public trail on the east side of the river allowing the west bank to be observed. The river was flowing swiftly at the time. In general the river banks are well vegetated. There was no evidence of erosion visible on the west bank of the river (project side); there was some exposed soil on the east bank of the river, refer to Photo S. 3.5 Mitigation of Potential Problems The existing Apron A Is essentially impervious surface with no detention or water quality provided. The proposed reconstruction of the apron will replace some of the Impervious surface and will install a comprehensive source control and water quality system. There will be a 0.1 cfs increase in the peak flow for the lOO-year event due to the new impervious surface placed along the west edge of he apron. There were Indications of problems at the site outfalls into the river, nor downstream in the river channel to the quarter-mile limit. We conclude that the downstream flow path is In acceptable operating condition and the project will not Impose any significant hydraulic impact to the conveyance. 22 I I I I I I I I I I I I I I I I I I I 23 I I I I I I I I I I I I I I I I I I I Photo 4 -Catch Basin B with l' of standing water 24 I r====~=~~~===---~====-t I I I I I I I I I I I I I I I I I I Photo 5 -East bank of Cedar River with some bare earth . 25 -::::::-, .---~ ... ::::::-...' -<-~-~~ q;j ,II _ ... _ os .... -- RUNWAY ~ ~-= I ----""",- I ---E \ __ --'1/4 --I MILE DOWNSTREAM --- (APPROXIMATE~1 LOCATION) ~'-'5 ~~~ -..-----. --- 12" ~~f~~~STING 18" ~·ru:ie CONCRETE -------="'. • ~PIPE ---'eX?" 1::--DISCHARGE -' _'_-::;:: \ ~ ;::; DISCHARGE --t-CONCRETE PIPE ··~~t r:. TO CEDAR RIVER -..-l"-. ~6"-WITH TIDEFLEX ~l'- .• ~ .-...----DUCKBILL FLAP VALVE -.---------G e;.l '''--... ~T o~ o fA t ~ n . "~ ,- j' ,I 'i ~. ~ .. U i; I I! TO CEDAR ~I ' RIVER I ~ ~ 2~P.;~qN Ao~~~o' N ,00 ® ~ I~I~~ SCALE: 1 :200 IT: .... ,, ••• ,.J •• ~O::.T_1 8C2O 154th A~NE Redmond. WastXngIan 9B052 ., ...... 2670 APRON A DOWNSTREAM MAP =,"",=~-m --"" ~ ~- FIGURE4 I I I I I I I I I I I I I I I Noln None I o I 1,020 o 510 1,020'" GS_,*_WOO __ IOtj.u_IY __ • I Cltyo! Renton e I Finance & IT Division City of Renton Hazards Legend City and Counly 80undary 0 ""'"' tJ CIy 01 AtnIon Landslide • ""RV~1OIt .""'" • MOOfAAtt Slope City of Renlon ..,ft,&--25'111o It. iloMIoft TKhftoIoty · Gil " ___ .00" 211012016 Faut1s • SeIsmic Hazatd Areas Envlronmenl Delignalionl 0 ....... -.... -0 ......... -.... -0--o """" "'""""'" o Jurisdictiona FIG U RE 5 1'* INIO it. '*' .... ated IIbIiD c..nDUI to'I\,lI' ~ IN~ 1M *"CI .. b ..... wa Ot'#f O"IItyets ...... en .. '"""""'" 1'\ty!'lOt be 1ICOnla.~ or~rllilltIL THIS tMP IS NOT TO BE UseD FOR NAVIGATION I I I I I I I I I I I I I I I I I I I ---------------------- City of Renton Flood Map Nota . None 0 I 1.023 0 512 1.023 .... GS _ ',,"_W""_Mo..-.JWIt"-Y_SjlhoIo City of Renton Ci1y and County Boundary I 0Iw rJ .,.,. .. -ra Floodway • SpecIal Flood Ha.8Id Atea, (100 yearllood) • other Flood Ateas (Zone X· 500 yearllood) _T ............ QII _ ... ,..., 112712016 FIGURE 6 1M nIIIP". \OoV~.~ 0lIIpJI1raIrt WI"'. $ppcIIQ .... ard It tit ~ ~ 0. Vyec'I I'll ~ QllII'lII ~ tnIr)' 01 ~ 1\Qt _ ~.CII'f"""OI~~ THIS loW' IS NOT TO BE USED FOR NAVIGATION I I I I I I I I I I I I I I I I I I I 4.0 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS & DESIGN 4.1 existing Site Hydrology Apron A Is exempt from flow control so no existing condition hydrology was performed for the purpose of designing a detention facility. Figure 7 Is Apron A Existing Conditions and Illustrates the existing stormwater system within the project area. Apron A has slopes between 0.5% and 2.0%. Pavement Is a mix of concrete and asphalt. In areas where airplanes are located the slope ranges from 0.5% to 1.5%, with the steeper slopes again located along the west boundary. The existing system employs 6-, 8 -, 10-, and 18-inch pipe and typical catch basins and manholes . The system serves both Apron A and the taxiway and Infield Immediately west of Apron A. The existing storm drain runs easterly to a manhole on the west side of the levee, and thence through an 18" concrete pipe discharging to the Cedar River. The project area will be served by a wholly new system which will decrease the area collected by the existing system . The existing system will not be altered, drainage patterns will remain the same and the discharge pOint will remain the same. 29 I I I I I I I I I I I I I I I I I I I 4.2 Developed Site Hydrology This project will Involve construction of two new buildings, removal and replacement of existing asphalt and concrete, rebuilding two stalls (A-9 and A-10), and associated utility work. The mission Is to provide two aprons capable of accommodating aircraft fully prepped for flight, including fueling and de-Icing operations. KCRTS was utilized to determine the water quality flow; the Rational Method was utilized to determine peak flows for hydraulic capacity analysis . Drainage sub-basins were delineated based on finish grades to reflect the separate stormwater drain systems serving Stall A9 and A10. Some explanation of the basin modeling Is necessary with respect to the water quality treatment scheme . The apron pavement will be partially replaced with the Intent of providing a cement concrete surface suitable for heavy aircraft. Not all pavement will need to be replaced . The project is obligated to provide water quality treatment for the redeveloped paved areas whereas the collection system Is Intended to capture all flow from the apron and segregate It from the existing airport system. As a result the system provides treatment to an area that encompasses the entire Boeing operation on stalls A9 and A10 and is larger than the replaced Impervious surface. The taxiway area being widened will not be treated . Overall, the area collected and treated Is the same as the total redeveloped area. Two figures have been prepared to illustrate the situation; areas and peak flows are Included on the figures . . • Figure 8: Apron A Basin Map • Figure 9: Apron A Water Quality Map Basin Total WQ Treatment Redeveloped Area Bypassing Area Provided Area Requiring WQ Treatment WQ Treatment Acres Acres Acres Acres Apron A 1.80 1.80 1.80 0.00 Note that the developed condition Is 100% Impervious . Total project area is 2.50 acres which Is Inclusive of non-disturbed area. Basin modeling worksheets and printout are included In the Appendices to this report. Appendix A contains the KCRTS printout, water quality calculations, the flow split to the treatment train and sizing for the CPS and Storm Filters for stormwater treatment and sizing of API stormwater treatment for de-Icing effluent. Appendix B contains the hydraulic worksheets for the conveyance sizing . 4.3 Performance Standards Flow Control Not required, no performance standard. Apron A Is situated In the Peak Rate Flow Control Standard (Existing Site Conditions) per the Flow Control Application Map Reference ll-A. The criteria for this Standard Is matching the existing condition 2-, 1(J.. and lOQ..year peak rate flows so as to prevent a downstream capacity problem or flooding. The project qualifies for the Direct Discharge Exemption per Section 1.2.3 .1, Table 1.2.3.B. The receiving water is Cedar River, the discharge point Is approximately 80 feet downstream from the project, the entire length of the conveyance Is an existing 18" storm drain extending to the Cedar River. Section 1.2.3.1 also requires the downstream conveyance to be capable of moving the 2S -year peak flow for the entire contributing area In a fully developed condition. The existing storm drain outfall that discharges Into Cedar River serves an area that Is 30 I I I I I I I I I I I I I I I I I I I essentially fully developed . The 2S -year capacity of the storm drain outfall Is not easily determined as it Is dependent up the tail water condition In the river. The Apron A project Is redevelopment of highly Impervious airfield, basically replacement of Impervious surface with only a very minor Increase In Impervious coverage . Section 1.2.3 .1 provides an exception to the Peak Rate Flow Control Standard If the threshold discharge area does not generate an increase of greater than 0.1 cfs for the existing condition l00-year event. The main thrust of this TIR has been focused on the water quality and conveyance Improvements needed for the manufacturing areas of Apron A stalls A9 and AlD. Figure 10 Illustrates the 0 .21 acres converted from landscaping to PGIS. The existing and proposed l00-year flow rates were calculated using the l -hour time series In KCRTS for the overall basin . The existing 100-year flow rate is 1.08 CFS; the proposed l00-year flow rate Is 1.18 CFS . The net Increase is 0.1 CFS; therefore the exemption applies. Refer to Appendix A for the KCRTS printout. Flow control BMP's are required for the site per Section 1.2 .3.3 and Appendix C of the KCSWDM Identifies a number of acceptable measures Intended to preserve native vegetation or mimic the natural forested environment . There are no fiow control BMP's proposed for the Apron A project . Apron A Is currently an airfield apron with aircraft parking, fueling and maintenance occurring. The reconstruction of Apron A will add to the general aviation aspect of the site the ability to deice aircraft. There are limitations present on the airport site that make Implementation of flow control measures difficult or Impossible. The site is currently Impervious with very little pervious surface, the proposed reconstruction will be entirely Impervious to Improve aircraft movement. Conversion of pavement to vegetation Is not an option, it deducts valuable airfield from both Boeing and the airport as the underlying landowner. Soli type Is not conducive to infiltration and groundwater Is high. More specifically, the suitability of measures proposed by KCSWDM Appendix C are assessed as follows: • C.2.1 Full Dispersion. There Is no native vegetation present on the site, full dispersion Is not possible. • C.2.2 Full Infiltration . Soil type Is fine grained and groundwater is high, subsurface Infiltration will not work. There is no room on the site to construct a surface Infiltration facility of sufficient size and ponded water Is not acceptable on an airport due to bird strike concerns . • C.2 .3 Limited Infiltration. Infiltration on a limited basis will still require conversion of municipal airport to a pervious surface and will result In an inefficient Infiltration facility hampered by separation to groundwater. Ponded water remains a problem . • C.2.4 Basic Dispersion. Dispersion would require conversion of pavement to a vegetated flow path segment a minimum of 50-feet In length to provide treatment . Addition of vegetated area even on a limited basis will eliminate pavement needed for aircraft movement. • C.2.S Rain Garden . Bloretention Is a form of surface Infiltration, the same Issues arise with separation to seasonal high groundwater and ponded surface water. • C.2.6 Permeable Pavement. The problems associated with Infiltration remain, most specifically a low rate and lack of separation to seasonal high groundwater. Permeable pavement Is not acceptable on an airport, the material Is not suitable for a heavy aircraft wheel load plus the potential to dislodge aggregate Is much higher than with a void less pavement section . Foreign object (FOD) damage potential is higher. • C.2 .7 Rainwater Harvesting. There Is minimal roof area to be constructed with the project and there Is no need for a non-potable or non -fire capable water source on the apron . • C.2 .8 Vegetated Roof. There Is minimal roof area to be constructed and the buildings are essentially trailers or pre-fabricated buildings not suited for the heavy roof loading needed for a 31 I I I I I I I I I I I I I I I I I I I green roof. A vegetated roof would introduce soli and vegetation next to an aviation apron raising the concern for FDD. • C.2.9 Reduced Impervious Surface Credit. The credit scheme conflicts with the need to maximize usable apron space for aircraft parking, manufacturing or parking, certainly a one to one trade Is patently unworkable. Use of restricted footprints, strip paving, open grid decking or atypical foundation types are not compatible with the aviation/Industrial nature of the site. • C.2.10 Native Growth Retention Credit. There Is no native growth available to retain . • C.2.11 Perforated Pipe Connection . The problems associated with Infiltration remain, most specifically a low Infiltration rate and a lack of separation to seasonal high groundwater. Consider that the storm drain system proposed for the apron consist of fusion welded HOPE specifically to prevent groundwater Intrusion Into conveyance lines, adding perforated pipe Is not deemed a wise Idea . Conveyance The City of Renton standard Is a 2S-year design storm with a minimum of 6-l nches of freeboard between the grate and water surfaces as defined by a backwater analysis . This project complies with this standard and additionally uses the lOO-year storm as a design event with the Intent of keeping all flow contained with the pipe system, the reasoning being that a high value Industrial facility should not have to contend with a surface flow component. The Rational Method was utilized and the resulting conveyance peak flows are conservative. Water qualItY Enhanced treatment Is provided to address a potential for metals In the stormwater stream . StormFllters using compost media (CSF) are an acceptable means of accomplishing that goal . The water quality flow for the media filters was taken to be 35% of the lS-mlnute Increment 2-year peak flow per KCRTS per KCSWOM 6.5.5.1. Site Specific Reqylrements The aviation and manufacturing aspects of the site point to additional water quality measures being employed . These measures Include fuel spill diversion Into containment, Skydrol hydraulic fuel covered storage containment and Skydrol spill diversion Into containment, oil-water separation for the entire production area, and diversion of de -icing fluid to the sanitary sewer. 4.4 Flow Control System The project site has a direct discharge exemption because it is located near Lake Washington, on the Cedar River . No flow control Is proposed . 4.5 Water Quality Per section 4.2 above, the water quality basin area encompasses the entire operational area on the apron and matches the redevelopment area as defined by new or replaced Impervious surface. There are several components to the water quality system . Skydrol Spill Containment The hydraulic fluid used In aircraft is non-flammable and has a specific gravity very close to one. The aircraft hydraulic systems are filled and pressurized In the assembly build ing and leaks are generally discovered and repaired prior to parking the aircraft on the apron . There will be a Skydrol cart at each stall with a capacity of 80 gallons . The cart will be used to add fluid to the system, and in some cases pressurize the system for testing purposes. In general each stall slopes 32 I I I I I I I I I I I I I I I I I I I either to the Interior Skydrol drain or to perimeter slot drains. Each stall will have a catch basin with an aircraft rated lift assisted grate . The catch basin drains to the storm sewer main and have a Safe Drain Insert . Safe Drain Is essentially a butterfly valve on Its side and readily visible through the grate. The valve Is normally open to pass storm flow downstream . In the event of a Skydrol spill the valve Is closed manually via a hand wheel accessed by reaching through the open grate, or through the grate using a short key that fits In the hand wheel . A key will be mounted on the Skydrol cart and a second key will be mounted on the wall of the crew shelter. capacity of the Safe Drain Insert Is approximately 200 gallons. Safe Drains are common on airfield maintenance areas . The Safe Drain will have a broad yellow paint band around the structure identifying It as Skydrol containment. Fuel Spill Containment Both stalls on Apron A will park fueled aircraft. A common diversion valve vault Is provided . Each stall will have a single emergency spill push button. Manual activation of the push button will divert the flow from the storm sewer mains serving the stall to the spill containment vault. A red beacon will be activated . The diversion vault will contain two solenoid pneumatically actuated butterfly valves, a 12-l nch valve on each of the two storm sewer mains, and two 12-lnch valves on the line pipes leading to the 12-lnch line to the dead end containment. The main line valves are normally open, the diversion valves normally closed . The containment volume Is 10,000 gallons, as required by Boeing criteria. Recognizing that mixing stormwater and spilled fuel Is problematic because the containment volume cannot be sized for whatever storm event that might be occurring. the activation of the diversion will be manual via a panic button mounted on a panel at each stall. In the event of a spill, the crew can activate the diversion and send the spill to the vault. The diversion valve control panels will be located between Buildings 5-439 and 5-440, readily accessible by the crew In the event of a spill . There will be a fluid level sensor In the containment vault to track potential groundwater Intrusion In to the vault. There are actually two vaults, both Utility Vault precast units each holding 5,000 gallons each . The containment vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Additionally there Is a fuel sensor In the stormwater oil -water separator that can be set to act as an automatic diversion trigger should the fuel level within the separator rise dramatically. De-Idnl! Diversion The flow diversion valve and meter vault contains the fuel diversion valving. followed by the de -I cing diversion valvlng. Metering for the deic ing flow Is downstream of the diversion valves on the sanitary sewer outfall leg of the system . Under normal operating conditions (no deicing) runoff flows through the fuel diversion valves and through the de-Icing diversion valves and Into the flow control catch basin . The water quality flow Is sent to the CPS and Storm Filter treatment train and pump station, and the higher flowrates directly to the pump station . A de-Icing push button will be located by each stall . Manual activation of this push button will divert the flow from the storm drain flow path to the sanitary sewer flow path. A blue beacon will come on, Indicating that the water Is going to the sanitary sewer . The de-icing diversion system will contain two solenoid actuated butterfly valves, the 12-lnch valve to the storm drain will close and the 12-lnch valve to the sanitary sewer will open. There are two such valving arrangements one for stall A-9 and the other for A-I0. The 12-lnch sanitary sewer flow path decreases to 4-lnch diameter and runs through a 4-lnch OptlHux mag meter located on a depressed pipe run so that the meter body Is always full . The meter measures velocity and converts to flow rate, and totals flow rate. The meter Is critical to the operation of the de-Icing system . A baffle API separator Is situated downstream of the flow meter before the sewer enters the sanitary lift station. De-Icing flow must be directed to the sanitary sewer and King County METRO specifies a maximum stormwater flow rate of 0 .020 cfs per acre . De -Ic i ng will not occur during precipitation . Total de-Icing flow may range from 100 to 500 gpd for both stalls combined, a relatively small volume . There Is a need 33 I I I I I I I I I I I I I I I I I I I to flush pavement and storm drain of the polyethylene glycol and divert the flush flow to the sanitary sewer as long as the maximum f10wrate is not exceeded. FAA Advisory Circular Number 150/5320-50 defines the first flush In Section 11-2.2 to consist of the first 0.5-lnch of runoff per acre of catchment area. StormShed2G was used to model an event of O.5-lnches of precipitation using SBUH methodology. The peak flow per stall is 0.07 ds (O.14cfs for both stalls) with a corresponding volume of 8,027 gallons per stall. De-icing can occur on one or both stalls, in order for the stalls to operate Independently a flow meter for each stall Is provided. The flow meter will total flow and send the pulse to the PlC In the control panel. Once the flush volume of 8,000 gallons is achieved the PlC will cycle the de-Icing diversion valves to revert to the normal stormwater flow path. King County allows a maximum flow rate of 0.36 cfs for the 1.80 acres, well below the 0.14 ds first flush volume. In the event of a storm in excess of the first flush precipitation the 8,000 gallon flush volume will occur much earlier during the event and the system will revert to normal stormwater operation sooner. Appendix A has the StormShed2G print outs. Oil-Water Separation for De-Icing Fluid The initial treatment device of de-icing effluent will be an API baffle oil water separator. An Old castle 612-SA-3000 separator unit was selected based on flow rate and effective horizontal surface area. Flow from this oil-water separator will be discharge to the sanitary sewer. Oil-Water Separation for Stormwater Under normal operating conditions, after flowing through the de- icing diversion vault, a flow splitting catch basin will divert the water quality flow to the treatment train and bypass higher flows around the treatment train. The initial treatment device will be a coalescing plate separator (CPS). The separator, an Old Castle 816-1-CPS unit, was selected based on flow rate and effective horizontal surface area. All vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Enhanced Treatment Enhanced treatment will be provided by Contech Storm Filters following the CPS oil-water separator. StormFliters are Boeing's preferred means of providing stormwater treatment as they are deemed more effective than a wet vault. In the case of Apron A there Is Insufficient room for a wet vault and the more compact StormFilter is necessary. Apron A will employ a 96-lnch diameter by minimum 8 -foot manhole equipped with 12 of the deeper 27-lnch cartridges. The cartridge size and number were based on hydraulic and solids loading; calculations and the Contech confirmation are included In Appendix A. Media will be CSF to address metals and satisfy the enhanced treatment. Note that pre-treatment device Is not deemed necessary for the Storm Filters for several reasons. The contributing basin Is entirely paved; there Is no exposed soli to generate the typical solids loading on the filter. Foreign Object Damage (FOD) Is a major concern to Boeing and the apron Is policed regularly to insure no detritus from the manufacturing process is Ingested by a jet engine. Finally, the Storm Filters are preceded by the CPS units. A coalescing plate is as effective at removing solids as It Is with lighter than water fluids. The CPS will function as a pre-treatment device. 34 ~ ~ / / \ // 11 J>----v . :£ I I I I J> I ~I I I J> STORM MH RIM 20.78 IE E 6" 15.83 IE W 6" 15.83 CEILING 18.36 BOT 14.03 s~ \ 1 " f1 ". j JD JJO -t~-4!~ ~,---., STORM MH RIM 21.30 IE E 14.40 \ \ \ \ -j IE W 14.40 \,1 '" I \ IE S 15.20 ~ ttl1--------• II BOT 1~40 \ \ '-LIMITS OF PROJECT /' / I EXISTING LANDSCAPE I I I --1-1-J;, ..... ~ MITS OF I-'KUJt.l: \ \ , . \ \ \ ~ d J.,,~, ' .'ii> J> U 0 ~ " \. 'l-()~ ~ • i , I ~ 1 J " '- ~'- I "- " I ' ..... ~ I --....... ~ '--20-----, STORM CB~ ::t-1 _7..0------- ::l RIM 22.02~_P~"-'I 1 '" I~'I-I "=\-11 I I.' ' \ q IE N 10::PVC 15.50' J ' "f9 \ \~ LH I .\--~. ~ -\ \ 1 I, IE E 10 PVC 15.57,--r, _I v \. I I " i I, _.JiL-, , 1 I (SOLID LID) \ -\-1., '" ---~ ~~<l ~ ~-(' ~--~~-~--?.< . I~i ~--".... ------- 'Y i~ '-----::---::::-----:: " a 1--~ 0" --~ -----~--~-~-;;;-. ~ _______ _ ~ ._ 0"-_ --_.p,~-----.-=- .,' --_._ -~ 0'.---'" =---~-~~ ___ ~.=--2"'·;:::-..:--~·' I~~~~~~~~~a~~~' ~ ,tro~M C-B' ~ STORM C~B; ~/~-----=:'RS-ITM~~-~~~~'~':': ~ ~.;~' ',.- ., " _ RI. 2 ~ .> ~ C" RI. A . . 22.46 .' • ----, _. 1.57 _ •• > " • "..... 18.70 • IE N " --• .-.r;,+-4- tl ".. • ~.' ,IE N "'CMP • ,~ • ...c.>-"'::;" IE E 18' 1 .." IE ,PVC 17.87 .= ~BOT 19.38 19.48 ,_ •. ___ ••• IE W. 18" 4.90 , /( S 8 PVC 1775 STOR. CB •• ""..' .... 14.90 -'" SOUO UO) . RIN 21.39 ...... " ••••• • ." .' • ~-'-~~~~~~~~~~~t!~(~~~oN~LI~;j"L~~V~D)~~1~9'~7~2~~~== ~--=---.----~~- II! i STORM CB-*'J+-<:¥.I RIM 21.71 IE N 8"PVC 15,06 IE E 6"PVC 19.44 ~ IE S 10"PVC 15.18~ '.- IE W 10"PVC 15.50 '=-:4--J.=-c ' II, (SOLID LID). ' --::::,----~ -...---, ~\, -- """,,---.:j5 50 100 ~ I I ~ i·,~."7~~.jI''7.7,~ 8420 154thAvenueNE RedmOnd, washington 90052 42>-869-2670 APRON A EXISTING CONDITIONS MAP FIGURE 7 . \, '> 'if,! -~PJ-_--\1'S1 ,'\ (;,y BASIN AREAS / ./ '451.--". i ;' . ,I j ';j5"'~ I '-" \. :B~SIN K ~~~u;"",,:;~g9--~ ------ BASIN I CATCH BASIN AREA (AC) % IMPERVIOUS A I 104'i-l " 0.53 100% ~'\ "'Ir~=~·-rr ,-,£1 .. <> /~'7.tt~ .• :: W{J1I-=j): ~\ ~ '45'-~e.":"h"'fi"""~~~~.' j",,~,.~·.,'r.7:r\;\:.M'1J;;~16f'-::..··'.~.=---------_. ....1'--)..-J-.-J--'( ~.:. -. ~ ~~.! ,., ,,..,,,,,,.-;,,.,-,,, '> '\l J ...--' ..... ,..... II \ > -! ~ ",,-."..,.. '.TI'"''' ,., ~ ~ • ',-" 1063"':16,-_1 I~'I" I . \ "y:11 .~~":--i~'BASINLIJ·1 '\'(1'. ~ l\~.~B~S!N~ ,.:t. '" \ '\ '\ ~';:,. T .It,~ , t J.. \'. ~\' ,I i 5"'~ ./ ~'~i' illrl····· ...J.:.,":1 -. ._____'<1 ,'" I '~I" __ ._______ ~ , -~ ./" . , ~:T -, ~'r 'itJT \... ["'" .. ~ /" ' ,~-4 ",~"", '. ,L1 \--~ "-''; -I GRASSY AREA", V ---../' r' , , " ,,' _ '1068-16~' ,\. .~ BASIN L ~, --r-~ '~l ': .,;~ " 'i'! .., ...' .\ . -': "'\ i ~~r\I]ts.. ' DRAINS TO _'-----• '" . W II; .. 'I' ~ '" . '.-1 -),. \ T~-·r-.l045 16 " ' ·r\. "','? -·i:.A: ' , ' ", '. ". ' -\ rB:H-~' ';--'~:-I~.:J-r.;1-21.0~"·-I;,&El:;f .. L§A9.1~,E : I:',: ..... -·~O. T -\ '\ +:""'BASI,NB ~'", ~:7'*~ ,}~D C~ U4 , . .J.. • '. "," f'~ q ! \ , ~ .' ~END CAP U ( ';:~L r.. J'I \. ..r,t-ND C~P Ui\; _ ,,;""'/r r,B NO, \ . ! .. ,,"~, ,~-....... J"-" c!.::.l.....,.... •. r--j;: •. '.\;.; ,,[:1.\' r:'~1 \ \ "~-", ,'4 ' ,; .,~: .,,(d,' '.',. ~ . BASIN F. --' • 'rH'.' I , B 1045-16 0.07 100% C 1042-16 0.14 100% D 1052-16 0.07 100% E 1060-16 0.25 100% F URE-720 0.25 100% G 1068-16 0.30 100% H 1050-16 0.06 100% I URE-719 0.13 100% J 1063-16 0.26 100% K 1070-16 0.19 100% L N/A 0.25 100% TOTAL: 2.50 1/ , " C.....+--• ' 'A~,::~I \.-L ,I I, /' . , , ' i \ • __ \ I ~. ='. 1 '. ,I' I. I ~-~,~..""" ..:1.... ,. " J-_.l-~ -, , W' \1'r'A'~-~ /I d \ ' L: ¥ L--r '/ f' I ~ c-,.. ~. ,I "~_oj -:: -1.f'" ~" --\ j , .... ~ ri,l~p-,161--~'O~_-1~ d ' '. '-: I, 1061-i6~ ~--::::t--_, \;>J:,.) --I' . .' . -------r-\ ~ I ",1060-16."".,," ',11"''''\ ·.°1 'i'END CAP #8 ; \/ : yr~t:1 \......J -.. BASIf':J A,-': \..' :.\~:.; 1'\,,";.1 :1fA10,-106~-16,: --li"~I'--Ir'URE-7 l l' '. T'l . ..:. ,~. \ " . ~\ . "';'SI 1, \ .. ~ \\ i. I ,..-"''' 1 l __ t' ,,' \:,..--; .• ~ • • It • • ~ ~ ~ ,~Lc:i1:-"" . stS '0.' l:.l: I '"'-" , __ ~.- o lBASINCC-l '''\. l,sA9' ..• ," .. ' '-. ',-~~.'IJ: ·!~."I I .~ -?I\---'-'-." Ii! \ 'i ,.v]t" "" \ r ~. ·.fi":·. ,""'"" .,,-~,Ii _:-' ""':''-',-URE-720 l 6;V,: ~ ~' '. ,. -t .J ". ~\,.~~.!~,~r;t.~-~Vi\"~' ,\rL • ~. I -!!G f rH-~\n ! ~ \'tt-\-c;.'~ ,;;. ~·/,-L,::v;;.l'L~"I~~ " ", . ~ ", .. : t4~-.--+,,\ ~ "j .. '~; 'X r ~: -~ /'iY '-----. -'r :~. -'-If' .., ' 1043 16\ ··~l .. · . ~ I " iii' \ L..c _\'_ -"!" 'I "~ '----~ ,-~..-=-:'~:-~' .~ "\~' ~" "" I -k -'4 .~ .... " "'LC:~'-'i----'~I-'-' ' /'-"'-r' " '~ --"'~-"-~--.> 1--_________ _ \ ,'.' " '\ ~.~ l"".t· .--. {';" " J,.-1;'0.' .......--J ~-~ ~_,--::-" __ .-. __ -' .-t-. 1 • S1S ..... ..> -. =r~ 'V . '... .. / r:t~·, '<", __ -.--:::;:.-::::..,.,\-----....-_ f""~ -""'" '" . .. ' ~ .. ~'" TIl' f:.: ' -'1+= -;:;:2~.O:,\ ", if ~ ,;-.t::~;4' " ,. _-::.-~-:.. .. ---:."""'~~ 1---.-'----------------.-'--~I ,\-)J~yf~tJ.--~-'~'--~:---t-END ~!,-P #6~ ~,-: L?:'.,i.~~\".~"':~;l.l~ FLOW (CFS)@URE-785(PUMP) ~ If-, ~ In'" HBAS I N 1_. _.J._ ...1_-+" ~ ) ~ irll '. ,,_' \\..., r:1 'Vi~:I11 /; UR~~~8J~ rj:, ( __ ~", lEI," 'j: .' .,11, '.-~ _'': ____ ~ ~ STORM PEAK FLOW (CFS) RATIONAL METHOD FLOW (CFS) CB Q25 (CFS) Ql00(CFS) 1045-16 TO 1042-16 1.5 1.7 104?-1" TO 1041-1" 1.8 2.1 1n4~-1" TO 1 O'iO-l Ii 2,0 2,3 1050-16 TO WT-OOl 2.0 2.3 1061-16 TO 1057-16 1.2 1.4 1065-16 TO 1066-16 0.7 0.9 ~·~:~1:r.;::~~~1052,;;161141 .1 J, j,~~'t -. ;", ., ~~~ ~ ~ 2-YEAR 1.5 ~-;,P' "lJ,1qL 1 1 ~';.~: .. ~ • '9-"";~f05f-16~// ~ 10 YEAR 30 X-~-'I' ',\.-;VJ. ~~" , r;--r,-,:eif.gJ-~~-:O'END·CAP~-5~-,.ry;~~ 25-YEAR 3'8 ' .. '.--::11, ___ ··1 0 . ~~"'~ :ii --.-/' .~'w -• " L-?~" r::"' __ •• ~ ... 4" ..--_L--"-== '::!,:.-,...~ 1056-16~-' .. ~ IsPlf ~:r,\ ' ; BASiN '8)~ ~:-;ff':-":l.9~~'-" ~ " 100-YEAR 4.4 t .\" . ...J .' \'S'J .. -~,lii!Q~~~~~di-j~*'1lfEWATER QUALITY DESIGN FLOW WAS CALCULATED USING 15-MINUTE TIME I "n, ..... ' ....... --- 3 Mf';>"''',,,,<END CAP U3'\mI\\ 1 / .. , ___ ~ INTERVALS IN KCRTS. IT WAS TAKEN TO BE 35% OF THE 27YEAR FLOW ! ~~ I" RATE PER THE STORMFILTER DESIGN CRITERIA. 1066-16 TO 1057-16 0.7 0.9 1057-16 TO 1052-16 1.8 2.1 1052-16 TO WT-OOl 1.9 2,2 WT-OOl TO 1053-16 3.5 4.1 1053-16 TO URE-785 0.3 0.3 IIR. _ 7AC; Tn 1 n""_1 fi 3.8 4.4 1053-16 TO URE-785 3.2 3.9 APRON A BASIN ® ~~~~TD.H ... E .... R PEAK FLOW RATES WERE CALCULATED USING THE RATIONAL SCALE: 1" = 40' :z A PROJECT 13726.05 40 20 0 20 40 80 ~D C W L APRON A DATE 11/30/2015 ~ I I ',.'.: ........ , BASIN MAP ~ , , 8420 154thAvenueNE SCALE: 1:40 R_wa~~~ ij ~ " FIGURE 8 '. " "- -1 , o :z " 1 I :» o w e::: \ " I ; / '--;I II ; ! ;/ I I- /// J z W . " :::;;0... --~~ <>: o...z 0< Z:::;; ~~ -W /" 1-(;: , (/) '8 ><0 WI-;; "-/ \ I \ \ I I \ I \ I ! ( 0 0 ('~ t:'J \ I ) ( 1 1-_._ - ~ \ \ \ "" I'\~ \ \ , I \ \ \ ~ \ ' '\ \\\ I' \ \'\ I , '~\ I \ ~ \ I I \ \ \ ,\ \ \ \, \ \ \ \ \ \ ,II \ I / \ \ \ -5TS- \. :z en x i; \ \ I \ « OJ « L_ :z 0 0:::: (l « a.. ~ ::?: ~ ~ z::J o~ c:::::l 0..0 ~c::: 0 Ll) II • o o 0 If) If) N 0 ~Ll) •. N W -' « U o (/)If) W ~ :s: ---l 0 Ll) W -' « U (/) ------------------- ------------------- -"" / / / PLOT OAtt 2011-2-23 14:'5 SAItUI OAT!: '.,1 USDr:: tIiJIIU.- ~"s,~ '. _________ '<l S ',. '" '" '. "f1· ..... ·• • '.' > 'r""':'\' \ n"': ." \ \ " ''-~ I '-I" 0.14 ACRES ,'" ;' .,()' CONVERTED lANDSCAPE __ v' \':JH J/ --L-\ \" '.'. '. . 21\= ., •.• i djJ.'.".'·:·· ..: .' -, ' .'" , ~3: ;,'w;;~ .\ ,1 ;!~~/;i,;~,: ',::;;;,,:: ',';'{\' ,:',);~'t~ ----- " --20--~ ---- l _'20------- '--- ~D[]WL 8420 15ah AnnutNE -_ ..... 4,......26111 ..---" - , APRON A BASIN ® ,/' SCALE: 1· = 60' 2: ~5~-~,' '-' " 60 30 0 30 60 120 ~"""""'"')~ ~ I i ~ SCALE: 1:60 APRON A EXISTING LANDSCAPE REMOVAL FIGURE 10 I I I I I I I I I I I I I I I I I I I - DESIGN CRITERIA: 0) f1..O\1 ~ OOHTAMINPJED SlOfWi'tAJEft TO SNlTNft SE\'t£R wrrm TO 0.2 CfS/N.R£. b} CONlA.INt.1ENT fOR run SHOU.D BE 10,000 OOOHS. 4;) flOll OF SANII"AR'( wsr El COlf.[CTED AHD REPORJEO TO KlNG COUNlY. TOT.AUZING n.orr LI£TER TOTAUZED NW RESETTAIl.£ R9D1HC. d) YOlULIE OF W~lER aSOW!CE BEfORE GOING 8o\CK TO STCRI SHru\.D IE ~TED BY ~ SI.ft[ ft£ SURFACE t"-S SEW Ct..fANED (RImED at) NI) lNJUGH WATER W6 MSm THROUGH TRI.lCt 10 IfAY[ 'W([N AU. GLYCOl TO S&.NITAR1 e) CR£[N BEACOlI N!JWAU.Y ON TO SlGNAL RlJNlFr IS COflC TO STORM SYSTEtL F THE E\ERCEN:Y SPI.l PUSlI BIITlON IS N:'IlVAIID Tl£ RED BfACOH ru TORN O~ ~D THE GREEN BEACON ru TURN orr. .... TH[ DE -DIG l't.ISM BtJI'T"(W IS ACiWAT[[l A ELU£ BfACOH WILL tuRN ON Al4l THE GREEN 6EACOO ru TURN Off. YII£H THE Sl'STEU ",IITW,.IUlY smJtHES I!ACK TO SJORU THE BlUE BEACON ru TURH OfT AND THE GRfEH B£AOON fIIll TtJRH ON.. €V (' , , 8, 0, 0, , , , , , ~ VAlVE STATUS PIlOT lJQfT: R£D; VAL\'( a.osro CR£EJI: VAlVE OPEN • • • GR[UI II:ACON UQlT: NORWL STCftU flOfI IH[XQI.TOR RID BtACON lCHT: F1l1 SPU INlJCIJOR IlUJE BfACOI UCHT: \ / ,,",ASS UPS1REW """"" APRON • , ~, __ >-""""",,,TO"OIW yr (C""" R!f£Jl) -VAlVE V"':"-T DU'UJ( """"""" POIIP OOCINC TO swr,w SEWER INDICATOR ( !JJCS NOllflCATlOH )© ~ [ Hx;tf n.: UtPA5S --() I I _1- WAlER OOOIIY STa",,1I."" v_~,,",ASS ~I 00. I ='fo'. _~ ~ "'" SPUmR CATCH BASIN ----... I , , , , , , , I , EIOI.JNDt.RY ARfA FOO S'ISltU SCteW1C I APPt.J£O TO COHTROI. PA."lEl.. 000il All BlmIRfly VAlvtS TO W.VE V/oLVE flANCOR DlJlWilOT r SURfACE DRAfIS (nP) / 2'ZZZ?1 I CV1"""\) If I , , , , , .... 1tIlIO\T£ CURRENT SYSTEU STATUS. STAlUS PIlOT LK;I{[". D£ACOH lIGHTS TO , 1 _TOST""" APRON I IlRAW =ru • ......, ... , , , , , , , , , , A -10 I OC-IONG 0I1tRSION '" TEE AID / APRON A-9-I I -,---I l~: ·"f '" : r;'1'fIi.[l<1 TI: ~~~ 1 (IO~~ GAL) i I "'" 5[""'1 1 GV4* I 1 I I \I I L ______ .J '¥ £XSCI.WlC( TO SNirTARY SEVER I , , I , , , J "-----------------" A-9 & A-l0 DE-ICING/FUEL SPILL DIAGRAM AND DOOR FRONT GRAPHICS (b SCALE: ...... '" em, c296$sOo A-9 a: 1.-10 STORM DRAIN IS SEPWT£ fROM REST Of APROrt A --• -"" IN COMPLIANCE WllH CITY OF RENTON STANDARDS 8Y_~~ __ DATE 8Y ____ _ OATE __ _ 8Y ____ _ DATE __ _ 8Y DATE ACCEPTABUTY IF'lDIf'tJOO FcIOI.I, ORIG 1131 w.t f1..QfltJIE I.ITlJllS-NIION A a I'IO.EtT " --;;;s .. 0101.16 rti-IIIIEINDO ® ~IS:e T. BUIrIU1 0.01.16 IMDU ... ICD'l. WE mcux:ot C1Ou6 D.IUWA (13..01.16 DESCRIPTION OF STORMWATER SYSTEM OPERATION I. STORIIlJAT[R IS COUfCTED mou STALU M ItlOjrIt AID N«I DIRECfro TO THE IlIVERSOO Y1LYE VAlU. A GREDI BEACON 6 NORWUY ON. 2. STORtnATER M'i'fS lHROlQi THE FUEl SJIU TEES M A: A10; VAlVES 8W-l A: fW1G-I ~ I«>RLW.ll OPEN. (A tMEN DfAIXW 15 ON) . J. TH( nn SPl.l lIIS IJ 1i£ DMRSION VALVE Vl(JU WERIS A SPIll TO mE FUEL CONTNHI4NT 't.4U..Y; FUEl SPI.l lEE A9 AND run SPIll tEE: 1.10. w..VES BV9-2 .l 6Y1D-2 Nl£ HORWUT WlS{ll 4. A SINQ.[ O£RC£NC'( ft1 PLISKIUTTotl IS LClCAIED BY [I.CH STIU. EOOPPED rnR A fUfLEO ARCRNT. WotI.W.. ICllVAtIlH Of THE Bm£HCY SPU I'UStl SUJTQH ru 1lJRH (If A GRE[N BEACOH Nt) T1.RH ON A 1m ~. FOR SlAl1 M Ym.1 ClOSE YAlVE BY9-1 MD OP[N VALVE SY9-2. UAM»l ~ a: tHE EJ.ERG£NC'I' SPIll. fUSH BUnON rM sr..w. AID 'l'U ClOSf VAlVE SVID-I NIl OP£tJ VALVE SVID-2. flO\1' flU BE DIYERT£I) TO mE FUEL COHT~£Hr VAUlT. A RID BEI£ON IU. ru:m OH Nt) lHE CR£EN BrACOH ru TURN OfF. 5.. tUn ~ CP£RAroH STORUiTAJrR IS DRClID nROlOf 1lI: run SPIU OMRSDM ru:s TO THE DE -I:Im DMRSION TITS. IS. THE fUJtO LEVEL SENSOR tI lIfE run cotlTAIClEHT VALIJ till. NOTJY THE EICCS SlSID! or FllEl/0l NXWU.AlIlN. Tl£ D'S CXL -1WUt SEPAAAlUR SIO.l.O 1£ E\'ACtM.JD) or nn fOllom.'G A SPI1 OR IF' UOHfHlY NSP£C1IONS NDlCAfED THE PRESEt«:[ OF run. THE API SEP.WJOR StK)W) BE Ct.£MtD lITER A SPl1. (II r U)NJHlY tlSPECTCflS ImJ:ME n£ PR£SOCE or ML 1. A D£-~C PUSH BU1lOH IS I.OC\lID AT STAllS A9 AND 10. LW«.W. N:TNi\JlOH Of TI£ BtffiON Itll Ttf!H OH A £l.l£ B£IiX)N ltJRHNG OfT 1H[ GREEN BrACOH J4XCAlJNC TKl.T ()(I]tI; ftO'ti IS ~ TO 1HE SAllTAIn' SEWER. fOR STAll AS. W\£ 8V9-l ru a.osr NI) 8Y9-4 \YU OPEN. fOR STALl 10, VALVE IJVlo-J lIU. ClOSE NCO BVl0-4 au OPEN. a. IECt«i nOil VOLlIII!£ rs ~ 100 TO 500 GPO. BOlH n£ APRoN PA'IBIDfT NO STOIW COUECTKIH S'ISTELI mu !£ED m BE RUSiEIl or RESIDI..W. DEICN: FlUID. YN..YB M-4 1«0/00 fJ'I10-4 ru SlAY 0f(H UNTI.. A PRESCfi8ED WLtAa: Of \tATER 15 ocsawtGEO N() l.OC(;[I) ElY FlOW Ir.I£ID!S; M--I NIl 1l.I10-1, n£ PR[SCRII£D VOUlll[ [~1tS 10 THE F1RST n~ EVOIT, APflROXNATElY S,OCO CAl.lON'i PER SlAI.L 9. THE SNIITMY fLOO ~ ftIU. R£SEJ ArnR lH[ PR£SCRreED VOI..I.IME OF' W!R IS DISCtwtGm AND SOlO A SIGmL TO VAlw:5 1rt'9-4 AND{OR BV1G-4 TO ClOSE AHO VALVES avg-l AND/OR 9i10-3 10 OPEN. FlOG' RESW£S lHIIIJ(Qt fIJRI.W. SIOIMW£A PAnI. 10. WRIW. STOIMOJ[R FlDI'I 15 mE1W to IJ£ fLOlI SPU11ER CNai BASI(. 11£ llA1ER 0UAlJlY fUI\1', 351 Of Tt£ 2-YEAR Pr.M fUll, IS OIRECTED 10 THE CG\I.ESCING PI.AJ£ 0l.-rrA1ER S£PWTOR. 11. THOi£ ME WMlAU.Y ()P(Rjt"TID fIU[ VltV(S BEf'OR[ MD AfT(R na: txl.-JAJ[R Sfp.lJWtlR so THE OIL·\'IJifER S£PNWUR tNt oc 1SOIAlID. 12. nm IS ,. tmlROCARBON SEtSlR IN BOTH Tl£ STORU'MT£R CPS QL-'IWER S£PNWOR AtI) mE SIltIJNrt API SEPARl'Jal WEN nm: IS A fUll SPIll 1tW ICRfASES mE Ol LI.V£l IN 0fK:R SEPMlJOR Tl£ $Oi5CIR: wu ~[ VALVC OW-I MD D'lIO-1 HIO oreN ""'-2 N0 B'l'10-2. iH£ CPS OL-UAJER S£PAI!ATCft SENSOR IS n£ BACK lP ICJl!IATDf fOR THE fl.(l SPU CONTAIHUENr SYS1!U. 13. IU THE MJfl Of. A SPlu. ~ A PO;£R MACE All VALVES CCH BE OP[RAi'[[) lWCl.W.lY. 14. THE run. COHrA!IiUENT VAllT HAS A Run lfVEl SOSlR THAT NOTIf£S 1l£ DICS SYSEIA or ACCUW.AlED FWD IN 1HE VAtl.T. THE fW. COIfWa4M vAUU' StIJtnD fIE UOOITtflED roo mTtR ICO.MIAAllON Nt) VAlOt £VAClW£f) so IS TO FRESaM: CQfiAIW£KT CN¥aIY. THE run COHTIDW(f VAtU SHOOI..D BE £\'ACUMm Of FUEl. fOll.O'tI'NG A SPILl. 15. THE OIL-TtAlIR SEPMATOR DtSCWoRG£S TO THE: STORMflT[R TREATNEKT VA1A.T WHICH f'RO>IIOE5 OOWCED WAlER OUI.UIY. THE SlOfIUF1.TtR SHOUlD BE NSf'£CTED IIV A COHiWI IJI?R(MO S£IMC£ PR!MDER OH AN NmI.W. 8\StS. CNURltx:ES ...... Y OR IlAT N'lT NEED TO e£ REPlACED ND«.WlY. a!EDIA IS csr fOR nawao lRfATJlOO. 16. THE STtIM1.TER ~,IITO 1)£ PUUP SlATIOH 'flET IffiL n£ PUII!P 'STAroN IS A OUPI.£X tSfAU.ATI)H rtllli 1l£ OOIY PCWT fDR EACH PlIMP so AI CK'-IW.F lH( IOO-YfM P£N( RO'If' (APPROXBW£lY EWVALOO to THE ~YEAR P£NQ. 17. THE PUUP STAOOH COKIROt STSTDI tMS 5 ~ A. WJJ PlUP ON. e. lAG F\A!P ON. C. ttGtl IDn AI.MM. D. PWPS OfT. E. I.Di't 1.00. lOCICOOT NlJ H.NUL 18. PWPS J.LTERHATE IH THE lfAD ItClL MCKUP POI'lER IS AVAI.ABL£ 10 1HE N'ROH SYSl[U TlIROOQI A POOTABLE CEKEJW'OA. U. THE PlIUP STA1JlN w.s VlSIU AI.ARM B£ACOHS, GREEN IS c;()Q) ,fH[) RED IS H.Nhl 11£ DtCS SVSID.\ I'IIll IlJHlTOR n£ PUll' STAlJOH nlR fIlCH l.[\'[l H.Ntw" LOW lEVR AlARM AN[) PWP FM.UR£. . 20. CtlUX III) ISOlAOOH V/lL.YIHC IS ~ lHI VAlVE PIT AO.WDiT TO TJ£ \'IEJ mL 11£ FORCE I.WN ~G£S HlO ,. OOCH ~ HI) THEN CRAmY ROllS INrO TlI[ CEtIM fWER. FIGURE 11 APRON A OPERATIONAL DIAGRAM ISSUE FOR PERMIT ' MARCH 01, 2016 ~DWL -I.;;;<:. ... I"'"'ORIC -...- OJ.Ol.16 CMlOETAILS BOEING 731 W fUGHTUN£ 1J1llfI£S~ A a PROJ[CT C500 C34 I .,..1886 r I~ RENTON. \lAW iOI OS-APRON-A-CSOO SITE 05-YD CM.. LWiTER I I I I I I I I I I I I I I I I I I I s.o CONVEYANCE SYSTEM ANALYSIS & DESIGN The existing collection and conveyance system serving stalls A·9 and A-l0 will be replaced. New slot drains, catch basins, and piping will collect runoff from the two stall on the apron and convey It to the water quality treatment devices. A separate new line will convey the flow from the existing upstream line from the west to an existing structure and discharge pipe. The proposed conveyance system serving Apron A has been sized using the Rational Method. The twenty-four hour precipitation depths shown In the table below are from King County Surface Water Design Manual Fig. 3.2.1.A-D. Figure 6 illustrate the storm sewer systems for Apron A and contains the peak design flows for the 25-year and 100-year return periods. 24-Hour Precipitation Depths from KCSWDM Fig. 3.2.1 A-D Design Storm 24-Hour Preclp. Depth (Inches) 6-Month (72% of the 2-year) 1.44 2-Year 2.00 10-Year 2.90 25-Year 3.40 100-Year 3.90 Use of slot drains set in concrete Is the preferred means of collecting runoff from the stall areas, as slot drains are well suited to pick up flow from large, flat sections of pavement, they can accommodate aircraft wheel loads and the depth from rim to Invert Is shallow, making it relatively easy to place the collection system above other underground utilities and to minimize the vertical fall though the system. For Apron A Durasiot CPEP slot drains will be used to minimize iron In the underground piping system adjacent to the compass rose. Storm drain will generally be fusion welded HOPE, DR 17, ductile Iron pipe size, In order to minimize groundwater Intrusion and to allow valving to be installed on gravity storm drain. At certain locations ductile Iron may be used Instead of HOPE. An Excel spreadsheet was employed to calculate peak flows using the King County version of the Rational Method and to preliminarily size conveyances assuming uniform flow (Mannlngs). A second Excel spreadsheet was used to calculate the hydraulic grade line for both the 25 and 100-year events. The intent is to contain the 100-year flow below the grate level and to maintain at least six Inches between the grate and hydraulic grade line for the 25-year flow. The proposed system accomplishes this. A pumped system is proposed for Apron A. Given the length of conveyance run, gravity sump drains from the Cavotec pop up unit manholes, the drop through the various valve arrangements and the fail needed for the StormFilter gravity discharge to the existing outfaliline Is not possible. Use of a pumped system aliows the more effective 27-lnch StormFilter cartridges in a smaller vault. A duplex submersible non-clog pump system Is proposed, modeled after the pump system employed on Apron B In 2012 and Apron C in 2015. The wet well is a 96-inch diameter Type 2 catch basin. Pumps will be Hldrostal submersible screw type non-clog, 4S0V, 3 Phase, 60 Hz units. Pump model Is to be ESK-SS. This Is the same brand employed on Aprons Band C. Boeing is satisfied with the performance and prefers to stay with the same brand and vendor. The 100-year peak flow for the 1.S0 acre apron Is 4.4 cfs or 1,975 gpm. The specified design point for the pump is 1,000 gpm against a total dynamic head of 17-feet. The pump station will operate in the typical lead-lag-alternating pump arrangement, with controls set for lead pump on, lag pump on, high level alarm, pump shutoff and low level lockout and alarm. The pump 40 I I I I I I I I I I I I I I I I I I I control panel will be nearby the wet well in plain view and in close proximity to building 5-440. A dual alarm light (green for operational, red for alarm) will be mounted on top of the panel and pump station telemetry will be connected to the Boeing EMCS monitoring system so the station can be monitored along with other components of the facility stormwater system. There will be backup power provided by a portable generator and a manual transfer switch. This backup power arrangement Is the same as employed by Boeing for the other stormwater stations on the airport. The force main will be a short piece of 8-inch HOPE discharging into a modified Type 2-48" catch basin used as a receiving structure. The receiving structure is located at the east edge of the lease tract and will placed over the existing 18-lnch concrete gravity line, which is connected to an existing manhole (CB (#A). From the existing manhole, an 18-inch outfall pipe under the East Perimeter Road discharges to the Cedar River. The receiving structure translates the pumped flow into gravity and thereby maintains the existing discharge location and elevation. The 100-year water surface elevation on the Cedar River adjacent to Apron A is 22 feet and the existing outfall Is at elevation 14.77 feet. The outfall Is equipped with a Tideflex duck bill flap valve. Since the project will not Increase the discharge from the existing manhole or change existing elevations on the discharge pipe, there will be no change In what is currently occurring under high water conditions. Pump sizing worksheets are in Appendix B Conveyance Calculations. 41 ----I I I I I I I I I I I I I I I I I I I I 6.0 SPECIAL REPORTS & STUDIES • The project geotechnical report prepared by Soil and Environmental Engineers Is Included In Appendix F. • The Renton Municipal Airport Master Plan is dated 1997 and is currently being revised. The proposed Apron A upgrades comply with the use designations In the current and future plan. • A Stormwater Pollution Prevention Plan (SWPPP) has been prepared under separate cover. 42 I I I I I I I I I ! I I I I I I I I I I 7.0 OTHER PERMITS Building permits will be required for the new buildings. An NPDES will be required as the project area Is over an acre. 43 I I I I I I I I I I I I I I I I 8.0 CWSPPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part AI Scope of Work The disturbed area of the project is approximately 1.8 acres, the overall area within the construction limits is about 2.5 acres. The site is bordered by an airplane taxiway to the west, perimeter road to the east, Apron A to the south and a compass calibration pad to the north. Earthwork for the project will be limited to excavation necessary for foundations, Storm filters, oil water separators and additional utilities. The existing site is paved, the existing concrete and asphalt will remain in place as long as possible. The project will use commercial filtration tanks during construction for storm water runoff and dewatering. Clearing Limits The clearing limits will be spray painted with white paint on the edge of the existing concrete panels to be removed. A FOD fence will be installed around the outer limits of construction tp [prevent construction debris from entering the active taxiway. Cover Measures The existing asphalt and concrete will remain In place as long as possible. Any exposed disturbed soil will need to be stabilized at the end of each shift, plastic sheeting Is the most practical means of accomplishing this. Perimeter Protection The perimeter will have a temporary FOD safety fence. In the perimeter areas on the downhill side a triangular sediment filter dike is to be Installed. This triangular sediment filter dike works similar to a silt fence but can easily be Installed on existing pavement. The filter fabric traps the sediment so that it can be removed after reaching a depth of four Inches. Traffic Area Stabilization Access to the site will be off of the East Perimeter Road. Currently this access Is paved, and will be used as existing pavement as long as possible. Once the asphalt is removed, a construction entrance will be installed. If the construction entrance Is not providing enough protection to the Perimeter Road then a wheel wash will be installed. Sediment Retention Given the nature of the site and the high groundwater present, conventional sediment traps or ponds would be problematic. Commercial settling tanks and chitosan enhanced filtration units will be 44 I I I I I I I I I I I I I I I I I I employed on the project. Runoff will be collected and pumped from sumps and dewatering flow will be pumped directly Into the treatment system. Surface Water Collection The downstream collection system is In place. The construction area will discharge Into the existing system after going through the filtration tanks. Dewatering Control The commercial tank and filtration system will also be used for dewatering the site. There Is high ground water in the project locations so dewatering Is anticipated throughout the duration of the underground utility or stormwater work. Hydrologic calculations to establish TESC flow rates have not been performed. Based on past history at this site the dewatering flow will be the governing flowrate In terms of treatment capacity. Treatment capacity will have to match the dewatering pump rate. Based on past experience the dewatering pump rate Is estimated to be 50 gpm per pump and there could be multiple pumps employed at once. Treatment will be through a settling tank and chitosan enhanced filter system before discharging into the storm system. The actual flow rate will be a function of the number of dewatering pumps in action at the time. Refer to the project geotechnical report In Appendix F for further Information on dewatering. There Is potential for contaminated groundwater on the site In which case dewatering discharge will be made to the sanitary sewer. Groundwater sampling Is currently underway, no conclusions can be drawn at this time. Dust Control Generally speaking dust is not likely to be a problem. Grading on this project will be minimal and the amount of soil exposed at a time will be small. Water will be used for dust control If necessary. Flow Control Flow control will not be provided. The project Is located in a direct discharge area. swppp Plan DeSign (Part B) The Stormwater Pollution Prevention Plan (5WPPP) Is a stand-alone document that describes the Construction Best Management Practices (BMP's). The SWPPP has been prepared under separate cover. The 12 elements and BMPs recommended are Identified below: Element 1-Mark Clearing limits: A temporary safety fence will be installed around the perimeter. The edge of the concrete panel removal area will be spray painted with white paint. The safety fence may be coincidental with the site security fencing. Element 2 -Establish Construction Access: The site Is currently paved, the asphalt will remain in place as long as possible. Once the driveway asphalt is removed a construction entrance per the City of Renton standard detail 215.10 could be employed. Sequentially a construction entrance might not be necessary. Wheel washing, street sweeping and street cleaning shall be employed as necessary to prevent sediment from tracking onto the Perimeter Road. 45 I I I I I I I I I I I I I I I I I I I Element 3 -Control Flow Rates: This project Is located in a direct discharge area for Cedar River and no flow control will be provided. Element 4 -Install Sediment Controls: All stormwater runoff from disturbed areas shall pass through triangular filtration dikes, storm drain inlet protection or temporary sediment tanks. Element 5 -Stabilize Solis: Exposed and unworked soils shall be stabilized with Plastic Coverings per City of Renton standard detail 213.30 or an equivalent protection. Element 6 -Protect Slopes: The existing slopes adjacent to the site will remain landscaped. Element 7 -Protect Drain Inlets: Catch basin filters will be Installed per City of Renton standard detail 216.30 on all catch basins located within the construction area and immediately downstream of the project areas. ' Element 8 -Stabilize Channels and Outlets: The stormwater will be treated with commercial filtration tanks before being released into the existing box culvert in Perimeter Road. Element 9 -Control Pollutants: The following measures will be taken: • All vehicles, equipment and petroleum product storage/dispensing areas will be Inspected regularly to detect any leaks or spills, and to Identify maintenance. • Fueling will be conducted on hard pavement. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. • Contaminated surfaces shall be cleaned immediately following any discharge or spill Incident. • Process water and slurry resulting from concrete work will be prevented from entering waters of the state by Implementing Concrete Handling measures (BMP C151), pH neutralization will be utilized if necessary. The following BMP's from the Stormwater Management Manual for Western Washington will be used: BMP C151: Concrete Handling BMP C152: Saw cutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and Containment BMP C154: Concrete Washout Area BMP C251: Construction Stormwater Filtration BMP C252: High pH Neutralization BMP C253: pH control for High pH Water 5406 Streets/Highways/Applicable BMP's 5407 Dust Control for Disturbed Land Areas and Unpaved Parking Lots S409 Fueling at Dedicated Stations 5411 Landscaping and Lawn/Vegetation Management 5417 Maintenance for Stormwater Drainage and Treatment Systems 5419 Mobile Fueling of Vehicles and Heavy Equipment 46 I I I I I I I I I I I I I I I I I I I 5424 Roof/Building Drains at Manufacturing and Commercial Buildings 5430 Urban Streets Element 10 -Control Dewatering: The water from foundations, vaults, and trenches will be pumped to the filtration tanks, treated and released Into the storm drain system. The dewatering flow rate will set the flowrate for the treatment system. Element 11 -Maintain BMPs: All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be Inspected, maintained and repaired as needed to ensure continued performance of their Intended function. Element 12 -Manage the Project: During construction consideration shall be given to removing and replacing the pavement in stages. Site inspections and monitoring will be conducted In accordance with Special Conditions S4 of the CSWGP. The contractor will update the SWPPP as necessary and keep a copy on site at all times. 47 I I I I I I I I I I I I I I I I I I I 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities The standard King County bond quantities worksheet is included herein. The scope of work is for the erosion control efforts. 9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch Included in this section. 9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality Facilities All stormwater facilities proposed herein will be privately owned and maintained. 48 ------------------- Site Improvement Bond Quantity Worksheet Web date: 0811812008 W King County Department of Development &. Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 206-296-6600 TIY 206-296-7217 For alternate formats, call 206-296-6600. Project Name: 737 max RighUigne Utilities -Apron A CI Project Date: 11-Feb-16 LocaUon: Perimeter Road East, Renton WA 98005 Clearing greater than or equal to 5,000 board feet of timber? ______ yes If yes, Forest Practice PermH Number: (RCW76.09) Page 1019 Apron A BO Worksheet.xlsx Xno Project No.: AcUvIty No.: Note: All prices include labor, equipment, materials, overhead and profit Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. UnH prices updated: 02112102 Version: 0710712008 Report Date: 211812016 --" ------------------- Page2of9 Apron A BQ Wor1<sheet.Jdsx Site Improvement Bond Quantity Worksheet ESC SUBTOTAL: 30% CONT1NGENCY & MOBIUZAnON: ESC TOTAL: COLUMN: Web date: 0811812008 $ 2,68426 $ 80528 $ 3.489.54 A UnH prices updated; 02112102 Version: 07/0712008 Report Date: 211812016 --------------Site Improvement Bond Quantity Worksheet "-3of9 SUBTOTAl "KCC ITA authaizes only one bond reduction. Apmn A BQ WorI<sheet.Jdsx - - ---Webdate: O8I1B12OO8 Unft prICes updated: 02/12102 Verslcn: (171(17108 Report Date: 211812016 --------------Site. Improvement Bond Quantity Worksheet u","wwn demcAitioi. Page 4 019 SUBTOTAL "KCC 'Z1A _ only one bond rodudion. ApmnABQW~ - - ---Web date: 0811812008 Unft prtces updated: 02112102 Version: (IlI(IlI08 Report Date: 211812016 --------------Site Improvement Bond Quantity Worksheet Page5of9 SUBTOTAL 'KCC VA auIhoriZes only one bond mducIion. Apron A BQ Wod<sheetJdsx - - ---Wfb date: 0811812008 Unit prlces updated: 02112102 Version: rrTl!J1/08 Report Dale: 211812016 --------------Site Improvement Bond Quantity Worksheet - - ---Web dale: 0811812008 H;, • r. .<t<"{<~· .J< '?;;:r .• <; ,. li'1 ~<' ~-S<~«' ;~l~~~~ [0 <<;'iPl'tvatet<~ ~';BOriiI RedUctlon,<~ li.;( . i I ' !Jriprovemet1ta: '<, ...• I .. <i«··.'~' .. «c'<" , Ie.., .' .' .... Quant T .. . --c ;."« ..••. ("'fl' Uri! Price ' .• ..Uri! Quant I·, Cost " "Quant <I;' , Cost Quant cer' COst-; ' .. , .,.&st .• .. • tiGE'(cPP= CorruQiiIed'PIastic Pijle,N12arEQUw8Ient)<. .. •..... .. ~, d'« CiIveit ortii;s;i<"""'" or;o.·ci7.ier";' asiii.ned.AsSUme i><rfiiiiitedPvCIS"'" ..... ~SoIId<~<-.' .!); .. ;i'£;:·'i';· 'i,; IAccess Road RID 0-1 $ 16.74 BoIJaJds -fixed 0-2 $ 240.74 BoIJanls -removable 0-3 $ 452.34 " (CBs inchJde InDne and lid) CBTvool 0-4 S 1.257.64 CB TvoelL 0-5 $ 1433.59 CB Tvoo II 48" diameter 0-6 S 2.033.57 for __ ~4' 0-7 S 436.52 CB Tvoo II 54" diameter 0-8 $ 2.192.54 for __ CNef 4' 0-9 S 486.53 CB Tvoo II 6IT diameter 0-10 $ 2.351.52 for __ ~4' 0-11 $ 536.54 CB Tvoe II TZ'diameter 0-12 $ 3.212.64 for __ CNer4' 0-13 $ 692.21 InIeIFramewOOt (Add) 0-14 S 366.09 PVC 4" 0-15 $ 130.55 PVC 6" 0-16 S 174.90 PVC 8" 0-17 S 224.19 10JIverl PVC 4" 0-18 $ 8.64 10JIverl PVC 6" 0-19 $ 12.60 10JIverl PVC 8" 0-20 $ 13.33 PVC 12" 0-21 S 21.n 10JIverl CMP 8" 0-22 S 17.25 QJIverI, CMP 12" 0-23 $ 26.45 QJIverI, CMP 15" 0-24 $ 32.73 QJIverI, CMP 18" 0-2.5 S 37.74 0JIvert, CMP, 24" 0-26 S 53.33 0JIvert, CMP, 30" 0-2.7 S 71.45 0JIvert, CMP 36" 0-28 $ 112.11 0JIvert, CMP 48" 0-29 S 140.83 0JIvert, CMP, 6IT 0-30 S 235.45 0JIvert, CMP, TZ' 0-31 S 302.58 Psge6of9 SUBTOTAl. "KCC 27A auIhoriZes only one band rewdion. ApronABOWorI<sheeI.Jdsx 5'( EBch Each EBch Each EBch FT EBch FT EBch FT Each FT EBch Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF Uri! prices updated: 02112102 Version: 07107/08 Report Date: 211812016 - --------------Site Improvement Bond Quantity Worksheet '. '. . . '. Ib~iNAGicONTI~uEri +. ." .' No. Unit Price ICUIvert, ConcreIe S" 0-32 S 21.02 ICUIvert, ConcreIe 12" 0-33 S 30.05 CUlvert, ConcreIe, 15" 0-34 S 37.34 CUlvert, ConcreIe, IS" 0-35 S 44.51 CUlvert, ConcmIe 24" 0-36 S 61.07 CUlvert, ConcmIe 30" 0-37 S 104.18 ICUIvert, ConcmIe, 36" 0-36 S 137.63 ICUIvert, ConcmIe,42" 0-39 S 158.42 ICUIvert, ConcmIe 48" 0-40 S 175.94 ICUIvert, CPP 6" 0-41 S 10.70 ICUIvert, CPP S" 0-42 S 16.10 ICUIvert. CPP 12" 0-43 S 20.70 ICUIvert, cpp 15" 0-44 S 23.00 ICUIvert, CPP IS" 0-45 S 27.60 ICUIvert. CPP 24" 0-46 S 36.80 ICUIvert, CPP 30" 0-47 S 46.30 ICUIvert, CPP 36" 0-48 S 5520 IlJi1dIing 0-49 S 8.08 Flow . Trench (1 436 base+) 0-50 S 25.99 FrenchDrBin (3'_1 0-51 S 2260 GeotextiIe laid in trench. 0-52 S 240 InIiItraIion 0-53 $ 74.75 Mid-lank Aa:1:Jss Riser 48" dia 6' deeD 0-54 $ 1605.40 Pond 0Verft0w SoiIIvmv 0-55 S 14.01 ~l 12" 0-56 S 1045.19 Restridnr10iI 15" 0-57 S 1095.56 Restridnr10iI IS" 0-58 S 1146.16 IRiprap, placed 0-59 S 39.08 8nk End Reducer (36" diameter) 0-60 S 1000.50 lash Rack. 12" 0-61 S 211.97 lash Rack. 15" 0-62 S 237.27 lash Rack. IS" 0-63 S 268.89 Tlash Rack. 21" 0-64 S 306.64 Page 7 019 SUBTOTAL "KCC 27 A auIhorizes only .... bond recM:tion. ApronABOW-'- ExJstiJ1g • ··.·l!~~nti ..• . Private I~ ..... I· ~ht:oi-woy ........ ,,':' '.' .... bnprovenJelds ' .' ,& DniJruige Fadllties . . . . Unit Quant Cost • Quant Cost Quant Cost LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF LF r::Y LF LF S'f HR Each S'f Each Each Each r::Y Each Each Each Each Each ---Web dale: 0811812008 • .. Bond Recluction~ .• ~ • I Quant. I' .. '. Ir Cost Unit pr1ces updated: 02J121D2 Version: 07Jr17/08 Report Dale: 211812016 - - -------------Site Improvement Bond Quantity Worksheet SUBTOTAl SUBTOTAl (SUM ALl PAGES): 30% CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page8c19 "KCC VA au1horims only one bond mdudion. ApronABOW~ B C - - ---Web date: 0811812008 111,028.00 111,028.00 33,308.40 144,336.40 0 E UnH prices updated: 02/12102 Version: rrTI07108 Report Date: 211812016 ------------------- Site Improvement Bond Quantity Worksheet Web date: 0811812008 Original bond computations prepared by: Name: Tara BeiHer D~: 11-Feb-16 PE Registration Number: WA44210 Tel. II: 425-869-2670 Ann Name: DOWL Address: 8420 154th Ave NE Redmond WA 98052 Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCiAl GUARANTEE REQUIREMENTS SlabnlzationJEroslon Sediment Control (ESC) Existing Right-of-Way Improvements PERFORMANCE BOND' AMOUNT (A) $ 3,489.5 (8) ",.:$::.-____ ......;,,_ Future Public Road Improvements & Drainage FacUltie1 (C) $ Private Improvements (D) $ 144,336.4 Calculated Quantity Completed Total Rlght-of Way and/or Stte Restoration Bond'r' I (A+B) $ 3,489.5 (FllSt $7,500 of I>ond* shaD be cash.) Performance Bond' Amount (A+B+C+D) = TOTAl (T) $ 147,825.9 MlJUmum 00ild' amount IS Ii OUU. Reduced Performance Bond' Total ... MalntenanceJOefect Bond' Total NAME OF PERSON PREPARING BOND' REDUCTION: BOND' AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY- (E) ",.:$::.-___ ..;;."._ TxO.3D $ 44,347.8 OR (T -E) $ 147,825.9 Use lafger Of I idS or ( I-E) Date: , NOTE: The word "bond"' as used in this doannent means any financial guarantee acceptable to King County. -NOTE: KCC 27 A authoriZes right of ~ and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAlNTENANCEIDEFECT BOND' (B+C) x 0.25 = $ -=------ The restoration requirement shaD include the Iotal cost for en TESC as a minimum, 001 a maximwn. In addition, corrective walt, both on. and off-sila needs 10 be included. Quantities shaD reflect worse case scenarios not just minimum requirements. For example, Wa sabnonid stream may be damaged, some estimated costs for restoration needs 10 be reflected in this amount The 30% contingency and roobiIization costs are computed in this quantity. -NOTE: Per KCC 27A, Iotal bond amounts remaining _ reduction shall not be tess than 30% of the original amount (T) or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shaD be I $ 144,336.4 HC+D)-E REQUIRED BOND' AMOUNTS ARE SUBJECT TO REVIEW AND MODIRCATION BY DOES Page9of9 Check out the DDES Web site at www.lr!ngcountv.goYlDennlts Apron A BQ Worksheet.xlsx Unit prices updated: 02112102 Version: 07107108 Report Date: 211812016 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMW ATER FACILITY SUMMARY SHEET DDES Pennit Number _____ ----:::--::-. (provide one Stonnwater Facility Summary Sheet per Natllral Discharge Locatioll) Overview: Project Name __________________________________________ Date, _____________ _ Downstream Drainage Basins Major Basin Name ____________ _ Immediate Basin Name ___________ _ Flow Control: Flow Control Facility NameINumber ____________ _ Facility Location, _______________________________ _ rfnone, Flow control provided in regional/shared facility (give location), ___ -:-__ ,---,---________ ----:c--__ -,--- No flow control reqnired Exemption number General Facility Information: TypeINumber of detention facilities: TypeINumber of infiltration facilities: _____ ponds ponds _____ vaults tanks _____ tanks trenches Control Structure Location Type of Control Structure _____________ Number of OrificeslRestrictions Size of OrificelRestriction: No.1 No.2 ______ _ No.3 ______ _ No.4 ____________ _ Flow Control Perfonnance Standard ______________ _ 2009 Surface Water Design Manual 11912009 1 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume ________ Depth ______ Volume Factor of Safety Number of Acres Served ________ _ Number of Lots ________ _ Dam Safety Regulations (Washington State Depal'tment of Ecology) Reservoir Volume above natural grade ______ _ Depth of Reservoir above natural grade ______ _ Facmty Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (11 "xI7" reduced size plan sheets may be used) 2009 Surface Water Design Manual 2 1/912009 ,~ I I i I I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESION MANUAL Water Quality: Type/Number of water quality facilitieslBMPs: ___ biofiltration swale (regular/wet! or continuous inflow) large) ___ combined detentionlwetpond large) ___ sand filter (basic or large) ___ sand filter, linear (basic or ___ sand filter vault (basic or (wetpond portion basic or large) ___ combined detentionlwetvault ___ filter strip sand bed depth,--_ (inches) ___ stormwater wetland above ___ flow dispersion ___ farm management plan ___ landscape management plan ___ oillwater separator (baIDe or coalescing plate) Liner? ________ _ ___ catch basin inserts: ___ storm filter ___ wetpond (basic or large) ___ wetvault ___ Is facility Lined? If so, what marker is used ~anufacturer ___________________ _ ___ pre-settling pond ___ pre-settling structure: ~anufacturer _________________ _ ___ high flow bypass structure (e.g., flow-splitter catch basin) ___ source controls Design Informatton Water Quality desigu flow ___________ _ Water Quality treated volume (sandfilter) _______ _ Water Quality storage voltune (wetpool) _______ _ Facillty Summary Sheet Sketch 2009 Surface Water Design Manual 3 11912009 I I I I I I I I I I I I I I I I I ! I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL All detention, infiltration and water quality facilities must include a detailed sketch, (11 "xI7" reduced size plan sheets may be used) 2009 Surface Water Design Manual 4 1/9/2009 I I I I I I I I I I I I I I I I I I I I / / / _-4 --.-\ \ ----- I L ~~~CONNECT INTO EXISllNG ~~ BOX CULVERT !lii~~~~~~~~~~~~~~~PU~P·COMB~~ VAULT ~ -",,,,,~,-.~ ~;;~"=~~~ SLOT DRAIN ~~~r-.:DIVERSI'ON VALVE HIGH FLOW BYPASS VAULT FLOW ~ SPLITTER ---;~=C~:-;-;::L~:-:: ?;-;;-" N_= -=6~:O-' -=B::...-A-=S-=' N~ ___ ---i~ 60 30 0 30 60 120 ~ ~ ! 1-----.' SCALE: 1 :60 ~DCWL APRON A STORMWATER MAP FACILITY SUMMARY FIG. 2 I I I I I I I I I I I I I I I I I I I 10.0 OPERATIONS & MAINTENANCE MANUAL The Operations and Maintenance Manual is located separately In Appendix D. The manual document is meant to be a standalone document and will be incorporated Into the larger Boeing operational program. The final 0 & M Manual will be published post construction with the as-built drawings and full documentation of equipment cut sheet submittals and manufacturer's maintenance procedures. 63 I I I Appendix A I Water Quality Calculations I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I KCRISINPUT KCRTS Proqram ... File Directory: C:\KC_SWOM\RC_DATA\ (Cl CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.80 AprOnAlSHIN.tsf T 1.00000 F 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.000000 0.000000 0.000000 0.000000 0.000000 0,000000 0.000000 0.000000 (T] Enter the Analysis TOOLS Module [P] compute PEARS and Flow Frequencies aprona15m.in.tsf ApronAlSmin.pks (R] RETURN to Previous Henu IC] CREATE a new Time Series ST 0,00 0.00 0.00 0.00 0.00 0.00 0.00 2.50 AIHRDEV.tsf T 1.00000 T 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 [T] Enter the Analysis TOOLS Module [P) Compute PEAKS and Flow Frequencies AIHRDEV,ts£ AIHRDEV ,pka [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.29 AIHREX,tsf T 1.00000 T 0.00 0.00 0,27 0.00 0.00 0.00 0.00 0.00 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 IT] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies AIHREX,tst AIHREX,pks rRJ RETURN to Previous Henu Till Forest Till Pasture Till Grass OUtwash Forest OUtwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass OUtwash Forest OUtwash Pasture Outwash Grass Wetland Impervious I I I I I I I I I I I I I I I I I I I Apron A 15 Minute Water QuaUty Flow Rates Flow Frequency Analysis Tim. Series File:aprona15min.tsf project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.857 6 8/27/01 18:00 0.599 8 9/17/02 17:45 1.62 2 12/08/02 17:15 0.690 7 8/23/04 14 :30 0.90e 5 10/28/04 16:00 0.959 4 10/21/05 10:45 1.16 3 10/25/06 22:45 2.12 1 1/09/08 6:30 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (crs) Period 2.12 1 100.00 0.990 1.62 2 25.00 0.960 1.16 3 10.00 0.900 0.959 4 5.00 0.800 0.908 5 3.00 0.667 0.851 6 2.00 0.500 0.690 7 1.30 0.231 0.599 8 1.10 0.091 1.95 50.00 0.980 Apron A 1 Hour Peak Runoff -Developed Conditions Flow Frequency Analysis Time Series File:alhrdev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.606 0.534 0.140 0.623 0.739 0.648 0.907 1.18 Computed Peaks 7 8 3 6 4 5 2 1 2/09/01 1105102 12/08/02 8/26/04 10/28/04 1/18/06 10/26/06 1/09/08 2:00 16:00 18:00 2:00 16:00 16:00 0:00 6:00 -----Flow Frequency Analysis------- --Peaks Rank Return Prob (Crs) Period 1.18 1 100.00 0.907 2 25.00 0.740 3 10.00 0.739 4 5.00 0.648 5 3.00 0.623 6 2.00 0.606 7 1.30 0.534 8 1.10 1.09 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Apron A 1 Hour Peak Runoff -Existing Conditions Flow Frequency Analysis Time Series File:alhrex.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0.555 7 2/09/01 2:00 1.08 1 100.00 0.990 0.469 8 1/05/02 16:00 0.631 2 25.00 0.960 0.678 3 12/08/02 16 00 0.678 3 10.00 0.900 0.571 6 8/26/04 2 00 0.677 4 5.00 0.800 0.677 4 10/28/04 16 00 0.594 5 3.00 0.667 0.594 5 1/18/06 16 00 0.571 6 2.00 0.500 0.831 2 10/26/06 o 00 0.555 7 1.30 0.231 1.08 1 1/09/08 6 00 0.489 8 1.10 0.091 Computed Peaks 0.997 50.00 0.960 I I ~bOWL 737 MAX Flightline Improvements Project #: 13726.05 I Date: 28 January, 2016 I APRON A -Basin Areas I Basin Being I Basin Acres Treated for Water Quality A 0.53 Yes I B 0,07 Yes C 0.14 Yes I D 0.07 Yes E 0.25 Yes F 0.25 Yes I G 0.30 Yes H 0.06 Yes I 0.13 Yes I J 0.26 NO K 0.19 NO L 0.25 NO I Total 2.50 I Removed and replaced Impervious surface, Including 1.80 buildings: I Area Required to Treat: 1.80 I Area Actually Treated: 1.80 Additional Area to be treated: 0.00 I I APRON A -OVERALL AREAS Impervious Area Landscape (AC) Area (AC)' Total Area (Ac) I Existing Conditions 2.23 0.27 2.50 Proposed Conditions 2.5 0 2.50 I By: MEL! I TLB 10fl I I I I I I I I I I I I I I I I I I I ~OCJWL 737 MAX Flightllne Improvements Apron A -1053-16 To Calculate the diameter of the orifice Q= d= h= 0.3 water quality flow (ets) 3.57 orifice diameter (Inches) 0.75 hydraulic head (ft) Project #: 13726.05 Date: February 19, 2016 By: MIl~24\13726"()l\50Deslgn\Apron A \Storm Water\Excel worksheets\Apron A Flow Splitter -A3.xlsx1 of 1 I I I I I I I I I I I I I I I I I I I ----------------.. _---------------- ""0 OWL 737 MAX Fllghtllne Improvements Apron A -Coalescing Plate Separators Coalaslng Plate Separators for Stormwater Treatment Train Qwq(cfs) = Q(gpm)= Sw= So= V= Ah= 0.30 cfs (Water Quality flow rate Is 35% of the 2-year flow) 135 1 Specific gravity of water 0.85 speclflc gravity of 011 from King County Surface Water Design Manual 2009, eqn 6-29 0.015674 absolute viscosity of water at 39 degrees Farenhelt 487.2 required effective horizontal surface area of plate media (sf) Old castle Precast 816-1-CPS will be used. The manufacturer's values were checked against the dslgn values Aa = 1184.00 (sf) actual projected coalescing plate area (per Oldeastle Precast) Check Aa>=Ah OWS Is acceptable Qdeslgn (gpm)= 280.00 per Oldcastle Precast Check Qdeslgn>=Q OWS Is acceptable Project #: 13726.05 Oate: November 28, 2015 By: MEL Q:\24\1l726-01\SODes1an\Apron A\Storm YhtaI\Ewtel worksheets\'NQ SllIna Apron A-OWS for SW • A4 n AS.xbx 10fl I I I I I I I I I I I I I I I I I I I ~DOWL 737 MAX Flightline Improvements Apron A -Stormfilters R R Area 2-yr Flow: WQFlow: WQFlow: 0.47 (Inches)Ralnfall from figure 6.4.1.A 0.039 feet rainfall 77,101 sq. It (Impervious to be treated) 1.77 acres (impervious to be treated) 0.857 cis (from KRCTS ApronA.pks) 0.300 cis (Water Quality flow rate Is 35% of the 2-year flow) 135 gpm Three stormfllter sizes were considered: low Flow 18" 27" (5 gpm) (7.5gpm) (11.25 gpm) # of cartrld.es: 27 17.95 11.97 51nce a lilt station will be necessary anyway, the unit with the fewest cartridges was selected. Assumption: 011 Water Separator can count as pre-treatment Project #: 13726.05 Date: February 19, 2016 By: MEL Q:\14\1l726-01\5ODesIan\Apron A\Stonn WItef\ExceJ worksheets\WQ SWnc Apron A-OWS for 5W • oM n AS. 1 I I I I I I I I I I I I I I I I I I I C(~NTECH· ENGINEERED SOLUTIONS Size and Cost Estimate Prepared by StephanIe Jacobsen on February 19, 2016 Boeing Apron A -Stormwater Treatment System Renton, WA Infonnatlon provided: • Total contributing area = 1.80ac • Impervious area = 1.80ac • Water quality flow, Qwq = 0.30cfs • Peak hydraulic flow rate, Q_ = 0.30cfs • Presiding agency = City of Renton, WA Assumptions: • Media = CSF cartridges • Cartridge flow rate = 11.25gpm • Drop required from Inlet to outlet = 3.05' minimum Size and cost estimates: The StormFiRer Is a flow-based system, and is therefore sized by calculating the peak water quality flow rate associated wRh the design storm. The water quality flow rate was calculated by the consuHing engineer using WWHM and was provided to Contech Engineered Solutions LLC for the purposes of developing this estimate. The stormFiRer for this site was sized based on a water quality flow rate of 0.3cfs. To accommodate this flow rate, Contech Engineered Solutions recommends using a 96" stormFllter manhole with 12 -27" cartridges (see attached detail). The estimated cost of this system Is $41.000, complete and delivered to the job site. This estimate assumes that the vault Is 8 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the storm Filter and all extemal plumbing. Typically the precast StormFilters have intemal bypass capacities of 1.8 cfs. If the peak discharge off the site is expected to exceed this rate, we recommend placing a high-flow bypass upstream of the stormFilter system. Contech Engineered Solutions could provide our high-flow bypass, the storm Gate, which provides a combination weir-orifice control structure to limit the flow to the stormFilter. The estimated cost of this structure Is $4,000. The final cost would depend on the actual depth and size of the unit. C2012 Contech Enginoemd Solutions llC www.cooteches.com 11835 NE Glenn Widing Dr .• Portland OR 97220 To/~free: 800.548.4667 Fax: 800.561.1271 Pagel of 1 TS·P027 I I I I I I I I I I I I I I I , I I I I C~'~NTECH· ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Water quality flow Peak storm flow Filter System Filtration brand Cartridge height Specific Flow Rate Flow rate per cartridge SUMMARY I Number Of cartridges ©2006 CONTECH Stormwater Solutions contechstormwater.com Determining Number of Cartridges for Flow Based Systems SKJ 211912016 Boeing Apron A Washington Renton 1.80 ac 1.80 ac 0.00 100% 0.95 0.30 cfs 0.30 cfs StormFilter 27 in 1.00 gpmlft' 11.3 gpm 12, 1 of 1 I I I I I I I I I I I I I I I I I I I First Flush Depth Rainfall Type Design Method South Stall Area Stormshed 2G Results Peak Rate Volume ! Project Option. } , -.,-, , O.S 1A SBUH Inches 0.93 AC 0.0724 cfs 1073 cf 8027 Gallons (Note: Area Is larger of 2 stalls) :: 'I,OFF~ T'iijF~1 ~~Co.liicl.r:''' I ~si.ell eipseSiies ; , ',. CondUi,Coe!rodeni. I -, .' -.. n ~ 'I RaIli:Ni ever. F..cio;. T . ""iVc fIO'S ~~;'i, l~iiUi~ l;':~t,~' 1~';'~flei;..A;,r L.enct uJ.j ~ ~ u;., ( , , , ",*",:'~etion V..,..----'---"" ~: ~ , 1°·5 r II)F,Cuve.1n SeIocIJon IWp down L._("_I_D_F_Eq._'_(,,_, ,_ID_F_F ___ ,_, __ r._o_llalh_'_---,I ~"I i\dd' '" [)eIot~ I DIs!>Iar Uib -~--, r. " , ... ~ U.S. CUoscmaIy .... (" S.l.~ \hi.' SeIocI NIl:. CcndtiOn, rAMi:; r. NIl:. 2 '" -. I I I I I I I I I I I I I I I I I I I ~~------~--------------~~ tOrai"ege Ba.t,.. f.3" '~Qaialpc~9\lC1 PTCCaIc 06<:NCak:1 DCl-TCtek; r ~e 1V1dI1ct~ ~I .~; <!I~I) ~.~) C!" 'I. --"---'-----'-------''-2]-".. 10 ,,10 .. lhbankea . r ~Uban r c:.Alvated~ r oo,...~ r'Prid~' ' 0,93 98.00 IIboCoelf: Tole!; 0.93 Add 1 " ~e 1 Dele!e ,I SeeIi'tiiiG 1 Oral"ag e BM!ns f.3' 'Basln~I, P<;!'ICeic I PTC?~I ~CalcIpC:I·Ts~.~;' RlnoIIIct!les9>'eWn I' , SOIec! ~ eYerc: I~ ~ BoeIng :£J '1 ~e, . [~~~"'=2 C AMC3 ~AW:.;2, ~--------------~----~-------------, Pe.k Rale: 0.0724. d, 1ine,IoPe.k:, 480.00"*,. (B.oomi) I"~"'" Vol: 1wz.!'O,d(O.~46~ ..;.~ Iii .1·.99,973~ cI~ ion ..... >lei> clIO.OO,,*, ~~",:.-.....,~, ,-,-"',,' '." -'. ~. ',' ': • , < I I I Appendix B. I Conveyance Calculations I I I I I I I I I I I I I : I I - - - - - - -- - --- - - -- -- - AprnnA ptpE SIZING TABLE 00II<-ENGINEERS 13726.1]5 _ ... --B32D 154th .AYerut HE ~ "-... """"""'-, Recmond, WA 98052 11~16 (l.ast~ 7I.20I90) (2!J6) .... 2Im) (2!J6)....,.,. (ID) """'" 2 YEAR, 24 HOUR TOTAL RAINFALL .. INCHES: 2.00 COEFfiUENTS FOR T EQLIA.nat: .. 1.58 b= 0.58 ...-. Tmeol -. PIpe " "--"'-....... .... """""-.-...... n ""'" ..... ...... "-"-"" ~ --c (-, !!!!!!l ("" -.. (ft., !!' (11) (tIS, ..... (I!fIeC) (lrin' 1D67~16 D.3 O.!lO 0.21 0.21 631 1Jl9 0.2!1J4 0.012 12 0.50 68.0 2.73 II 3.4. 0.33 1064-16 O.!lO om 027 6.63 Ul5 02949 Olll2 12 0.<0 59.0 2.44 12 3.11 0.32 1057-16 0.90 om 027 6.94 1.03 02773 0.012 12 0.38 .. .0 2.38 12 3.03 0.52 1052-16 O.!lO om 0.12 1.46 OJl!) 0.1ll93 0.012 12 0.<0 81.0 2.44 29 3.11 0 . .(7 1051-16 O.!lO om 0.71 7.93 0.95 0.7«1 0.012 12 13.50 2.0 '4.18 5 18..,. 0.00 WT-mt 0.90 om 0.76 7.93 0.95 0.1448 Olll2 12 0.75 • .0 334 22 .28 0.02 1052-16 0.07 0.90 0.D6 O.DB 631 1Jl9 0.D6B5 0.012 " 0.54 63.0 ..... ".19 0.33 1053-16 .... om 1.50 7.94 0.95 1.4277 0.012 12 122 10.0 .28 33 "43 0.03 0WS<I59 0.90 om 1.50 7!IT 0.95 02951 0.012 12 0.50 12.0 2.73 II 3.46 0.06 RTU-ID .... om 1.50 8m 0.9< D.2951 0.012 12 1.50 3.0 '.73 6 6.02 0.01 URE-765 0.90 om 1.50 .... 0.9< 02951 0.012 12 2.75 • .0 .. <0 5 8.15 0.01 URE-766 1.80 0.90 1.62 1.62 .... 0.94 1.5272 0.012 • 0.50 4.0 0.93 165 2.65 0.D3 1~16 0.90 om 1.62 •. 07 0'" 1.5244 Olll2 12 0.67 3.0 3.16 .. '.02 0.01 1054-16 0.00 0.00 630 1.09 1.1326 0.012 12 2.53 34.0 S.,4 IB 7.82 0.07 URE-765 0.00 0.00 .37 1.111 1.1326 0.012 12 050 16.0 2.73 .. 3." 0.08 1061-16 025 0.90 023 023 630 1.09 02445 0.012 • 0.73 ".0 1.12 22 32!l 021 1062-16 0.90 om D.<5 .~1 1m 0._ 01>12 12 0.50 12.0 2.73 1. 3." 0.35 1057-16 0.00 om 0.45 .... 1.63 0.4857 01>12 12 0.50 <0.0 2.73 17 3." 023 104~16 0.53 0.90 0.46 .. 46 631 1.09 0..5183 0.012 I. 0.53 .. .0 • .09 10 4.15 0.16 1046-16 0.90 om .... ..46 1m O~ Olll2 12 1.19 5.0 421 ... '.36 0.02 1042-16 0.90 0.00 0.54 .... 1m O~ 0.012 12 1.98 71.0 .. 43 II •. 92 0.17 1OG-16 0.90 0.00 0.67 6.65 1.05 0.1015 0.012 12 050 101.0 2.73 26 3." .... 1044-16 0.90 0.00 0.711 7.13 1.01 0.7918 0.012 12 0.51 77.0 2.76 29 3~1 D.37 105M6 0.90 om 0.76 7.13 1.01 0.7918 0.012 12 050 74.0 2.73 29 3." D.35 1049-16 0.90 om .... 1.49 0.118 D.8229 0.012 12 150 2.0 '.73 17 6.02 0.01 WT-mt 0.90 om 0 ... 7." 0 ... 0J1225 Olll2 12 0.15 '.0 1A9 55 1.90 0.0< 1041·16 0.1" 0.90 0.13 0.13 6.30 1.1" 0.1_ 0.012 " 0.53 182.0 5.09 3 ".15 0.73 1042·16 0.90 0.00 0.13 7.03 1m 0.1285 Olll2 12 2.29 7.0 5 ... 2 7.« om 1050-16 0.06 0.00 0.05 0.05 630 1.0!> 0JJ587 OJ>12 " 0 ... 74.0 .. ... ".1i 029 10616 om 0.00 0.06 0.05 630 1.0!> 0J1685 0.012 " 0.61 66D .. 47 ..... 5 025 1061-16 025 0.90 023 023 ""'" '''' 02445 Olll2 12 1.T" •. 0 5.09 5 .... 0.02 100-16 0.13 0.90 0.12 0.12 630 Ul5 0.1211 0.012 • 5.90 22.D 3.1. • 9.11 0'" 1048-16 0.90 om 0.12 6.34 1.118 0.1261 Olll2 • 2.07 9D 1.111 7 5." 0.03 1043-16 0.90 om 0.12 637 Ul5 0.1263 Olll2 12 3.02 71.0 1m 2 .... 0.1" EX 026 0.90 023 023 6.311 '''' 02543 0.012 12 0.53 10.0 2.81 9 3.58 0.05 EX 0.19 0.90 0.17 0.17 6.30 1.09 0.1858 0.012 12 0.58 95.D 2.89 • 3.68 0.43 7Y 1kwfiml KCRTS 0.84 d!s WQ dasIgn ar. ~ Of 2Y flow ,... IIaIr rze to stDnnFmer D.3O '" - ..-.. -....... '3726JJS l1-Feb-16 1067-16 1064-16 1057-16 1052-16 1051_16 wr..., 1052.16 1053-16 0WS<lS9 RTU-1O URE.711S """-7116 l1J56.-f6 1054·1& URE.78S 1061-16 10Gl.16 1057.16 1045.16 1~16 1042.16 1043-18 1044-16 ltJ5G..16 1049-16 wr..., 104,.,6 1042.16 l1J5O..16 1045-16 1061-16 1047-18 1041-16 1~18 EX EX - "'-....., 0.3 0.01 ,.80 0.25 0.53 0.14 0.06 0.01 0.25 0.13 0.26 0.19 0.90 0.90 0.90 0.90 0.90 0.90 0.00 0.90 0.90 0.90 0.90 0.00 0.90 0.90 0.90 . .." • .90 • .90 •. '" • .90 • .90 • .90 0.90 0.90 0.90 ..... 0.90 0.90 0.90 0.90 0.90 • .90 • .90 • .90 Tt .,.. fnmI KCRTS we design ..,., '" 01 ZY' IbIr Ibw '* to StamFiIb:iI" - - - -- PIPE SIlJNG TABLE (RIInCIII bJ Rli:tbtall1Idbod) (Pipe Capedy by UannkIg's Eqn.) (LasI1IPd*: 7J2019O) """"" 10 YEAR.. 24 HOUR TOTAL RA!NFAUIN INCHES; 2.90 CO&FICtEHTS FOR T EQUATION: • 2.. ... .... Tlnmol Ibin sum Concen. InRns RzlIXIIJ n • .21 •. 00 • .00 • .00 •• 00 • .00 .... • .00 •. '" 0.00 '-'" ... , 0.00 0.00 '-'" D.23 '-'" •• 00 .... '-'" • .00 0.00 • .00 0.00 0.00 0.00 0.13 0.00 o.os 0 ... • .23 0.12 • .00 .. '" • .23 0.17 0.84 ... "" 0.30 ... !U7 0.27 0.27 0.72 UO •. 78 . ... "'0 ,.50 ,.50 '.50 '.62 ,.., • .00 • .00 • .23 GAS 0.45 0." .... .... 0.&7 0.78 •. 78 .... .... 0.13 0.13 o.os 0 ... 023 0.12 0.12 0.12 0.23 0.17 6.30 .... .... 7." 7.93 7.93 6.30 7.94 7.'" 8.03 0.0< • .os 0.01 6.30 6.37 6.30 6.5, 6.65 • .30 .. .. . ... U. 7.13 7.13 7.49 7.49 6.30 7'" 6.30 ..3D 6.30 • .30 ..... 6.37 6.30 '.30 2.111 0.5883 2.11 D.569I!Ii 2.D5 • .5528 1.96 1.MJ79 1.88 1 .• 128 1.88 1.4726 2..18 0.1313 1..88 2.m1 1..87 0.2951 1.ST 0.2951 1..86 0.2951 US 'ltI1S 1.86 3..D115 0.012 0.01' (l012 0.012 • .01' 0.01' D.D1' 0.0" 0.012 0.012 0.01' D.D1' 0.012 2.18 2.5281 0.012 2.16 2.5281 0.012 2.111 0.4902 2.13 0.9603 2.06 OJl29O 2.18 1..D393 2.14 1.f577 2.14 1.1560 2.11 1.4021 2.01 ,..,.. 2.01 ,..,.. 1.95 1..5329 US 1..8322 2.16 D.l745 2.D3 • .2559 2.18 0."77 2.18 0.1313 2. US O.4f1D2 2.18 0.2549 2.17 0.2539 2.16 0.1532 2.18 0..5098 2.18 0.3726 0.012 • .01, 0.012 0.012 •. 012 0.012 0.012 D.D1' 0.012 • .01, • .01, 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 12 12 12 '2 12 12 '5 '2 12 '2 12 • " 12 12 • 12 12 '5 12 12 12 12 12 " 12 '5 '2 '5 .. '2 • • 12 12 12 O.SO 0.<0 D.38 0.<0 ,3.50 •• 75 0.54 ,.22 .... ,.50 275 .... 0.67 2.S3 O.so 0.73 0 ... o.so • .53 1.19 , ... •• SO !LS' .... , ... 0.15 053 2.26 .... 0.61 1.74 •. '" 201 102 0.53 .... - 66.0 59 .. 94 .. 67.0 20 4" 83 .• ,0.. ,2.. 3.0 4 .• 4.0 3.0 34 .. 16.0 40 .. 72.. .... 40.0 5.0 71.0 101.0 77.0 74.0 20 4.0 ,.,. 7 .. 14.0 ... 6.0 220 9 .. 71.0 , • .0 OS.o - '.73 2.44 2.38 '.44 14.16 3 .... 5.14 4" '.73 4.73 ,.40 ... 3.18 G.M ,.13 1.12 '.73 2.13 • .no 42' 5.43 ,.73 226 '.73 4.73 1A9 ..no .M '.14 5.41 • .no 3.16 , ... 6.7, ,., ,.69 - ~ .- "-... 22 '" 23 50 ,D .. • .. 11 • • 326 OS 4' 93 .. 3S 34 2D XI " ., 57 50 3S , .. • 4 , • 10 • 13 4 " 13 .... 3.11 3Jl3 111 ,6.06 4" 4.19 < .. .... ..., 8. .. 265 4.02 7.., '.48 3'" '.48 148 4.15 • .38 ,.92 .... ... , 146 6.02 , ... 4.15 7.44 4.19 us .... 9.11 <<0 .... .... .... - -- 0.33 0.32 0.52 0.47 0.'" 0.02 • .33 •. 03 . ... 0.01 0.01 .'" 0.01 •. 07 •. 08 .~, .... 0.23 0.18 0.02 0.17 0.48 0.37 0.35 D.D1 . ... •. n •. ", • .29 • .25 0.02 0.04 0.03 0.'4 o.os ..43 -- 00Wl EHG1NEERS 8320 1S4IhA_ HE ~WA98D52 (206)-=0 (206) 86t-267'9 (fax) ....... - --- -- -- -- - - -- - - - - --- - - --...... A PIPE SIZING TABLE """"-ENGINEERS 13726.115 (Rln:G£IIJ RaIi:r1aII UIBChDd) 832D 15ahAveruaNE -"-'by ............... , ReIiIXn:f. WA 9B052 11-Feb-16 (l.zI: lJP(IZ!: 712D1!KJ) (21l6) .... _ (206) 869-2679 (tziI:) Slam: 25 YEAR. 24 HOUR TOTAL. RAINFAl.I... .. IHQES:: 3.<0 CCIEFFICENTS FOR T EQUATION: 0= ... b= 0.65 ...-. TTmod .... ... ....., .... Conan -.. ....., n ""'" ..... ...... Coooe """" FUI """ --To .... Cool A"C A"C ~) !!!!!!! I"" .... (In.' "" (I) I"'" ""'" ....., In/n) 1(1i7·16 D.3 0.00 027 027 6.30 2.73 0.13B2 0.012 12 Il5Il 6Illl 2.73 ;U 3 .... D.33 1064-16 O.!lO QllO 027 • .63 2.65 0.7143 0D12 12 0.40 50.0 2A4 29 3.11 D.32 1051-16 O.!lO QllO 027 .... 2S1 0.""" 0D12 12 0.36 94.0 2.36 29 3.()3 0.52 1D52-16 0.00 0.00 on 7.46 2. ... 1.7637 0D12 12 0.40 67.0 2A4 72 3.11 0.47 1(151-16 D.!IO 0.00 D.76 7.93 2.35 1 __ 0.012 12 13.50 2.0 14.18 13 18.06 0.00 WT-001 O.!lO QllO 0.711 7Jl3 2.35 1.B436 0D12 12 0.75 '.0 3.34 55 4.26 0.02 1052-16 0.D7 O.!lO 0.00 0.00 6.30 2.73 0.1722 0.012 15 0 ... 83.0 5.14 3 '.19 0.33 1053-16 O.!lO 0.00 1.50 7.94 2.35 3.5343 0.D12 12 122 10.0 '.26 83 5.43 0.03 <l'o'JS<J5!I 0.00 0.00 1.50 7!f1 2.35 02151 0.D12 12 Il5Il 12.0 2.73 11 3.48 0.06 R1U-l0 O.!lO 0.00 1.50 • .03 2.33 02151 O.D12 12 1.50 3.0 '.73 6 6.112 0.01 LG<E-7B5 O.!lO 0.00 1.50 ..... 2.33 02151 0.012 12 2.75 '.0 6AO 5 8.15 0.01 LG<E-7B6 ''''' O.!lO 1.62 1.62 B.Il5 2.33 3.m1 0.012 • Il5Il 4.0 093 ... 2.65 0.03 1056-16 O.!lO 0.00 1.62 • .D7 2.33 3._ 0.D12 12 0.67 3.0 3.16 11. 4.112 0.01 1054-16 0.00 0.00 6.30 2.73 3.2393 0.012 12 2.53 "'.0 6.14 53 7.82 D.07 LG<E-1l15 0.00 0.00 6.37 2.71 3.2393 0.012 12 0.50 18.0 2.73 11. 3. ... D. .. 1061-16 025 0.90 023 023 6.30 2.73 0.6151 0.D12 • 0.73 40.0 1.12 !"6 3:l1l 021 1062-16 0.00 0.00 ..... 651 2.6B 1.2046 0.D12 12 D.5O 72.D 2.73 44 3. ... 0.35 1057-16 D.!IO 0.00 0 .... 6 ... 2.59 1.1648 0.012 12 0.50 480 2.73 43 3.<8 D.23 .. 1[M5...16 053 0.90 0.48 0 .... B.3O 2.73 1.3041 0.012 15 D.53 40.0 5.D9 211 4.15 0.16 1(14&.16 0.90 0.00 .... .. .. 2.69 1 ...... 0.012 12 1.19 5.0 .21 '" 5.36 0.02 1lJC2.16 0.90 0.00 .... .... 2.69 1._ 0.012 12 1.9. 71.0 5.43 ;u •. 02 0.17 1043-16 0.90 0.00 0.67 6 ... 2.64 1.15IM 0.012 12 0.50 101.0 2.73 54 3." 0.48 1044-16 0.90 0.00 0 ... 7.13 2.52 1!f1" 0.012 12 051 77.0 2.7B 72 3.51 D.37 1CJ50..16 0.90 0.00 018 7.13 2.52 1.9749 0.D12 12 D.5O 7 • .0 2.73 72 3." 0.35 UM9 .. 16 0.90 0.00 .... 7.49 2.44 2. ..... 0.012 12 150 2.0 '.73 43 •. 02 0.01 wr-<J01 0.90 0.00 ... 1.49 2.44 2.0445 0.012 12 0.15 4.0 1." 131 1.!1O ..... 10 .... ·16 0_14 O.llD 0.13 0.13 6.30 2.73 0 ...... 0.012 15 D.53 182.0 5.00 7 4.15 0.73 1DC2-16 0.90 QllO 0.13 7.oJ 2.!"6 0.321]8 Oll12 12 2.29 7.0 5.114 5 7.44 0.112 1~16 0.06 0.90 0.05 0 .. 6.30 2.73 0.1478 D.012 15 0.54 7 • .0 5.14 3 4.19 0.20 1045-16 0.D7 O.llD 0.00 0.00 6.30 2.73 0.1722 0.012 15 0.61 6B.O 5.47 3 ..... D.25 1061-16 025 O.!lO 023 023 6.30 2.73 0.6151 0.D12 12 U. B.O 5.00 12 .... 0.02 UM7-18 0.13 D.!IO 0.12 0.12 • .30 2.73 0.31,., 0.D12 8 5.90 22.0 3.18 10 9.11 ..... 101S-16 O.!lO 0.00 0.12 ..... 2.72 0.3185 0D12 • 2.07 .. '" 17 5.40 0.03 1013-16 0.90 0.00 0.12 6.37 2.71 0.3176 0.D12 12 3.02 71.0 .Jl 5 .... 0.14 EX 026 O.!II 023 023 B.3O 2.73 0.6397 Oll12 12 D.53 10.0 2.81 23 356 D.05 EX 0.1. O.!lO 0.17 0.17 B.3O 2.73 0.4675 0.D12 12 056 95.0 2.B9 ,. 3.68 0.43 2YtlDwDDm kCRTS ... '" WQdeslgnbr~d'Z'(Dow "" IJDIr r.de ID S!DmFilIer D.31I '" - --- ---- - -- - - - - - - - - ApmA PIPE SIZING TABlE IlOWL ENGINEERS I:moDS ~ by RaIionaIIIeIhod) 832Il15411 Averua HE --.,. ............... ) RIeGl'o'd. WA 911052 ',~16 (last update: 7l20l00) (2Il6) B69-267D (206) 869-2679 (laX) """'" 1m 'YEAR. 24 HOUR TOTAl RAINFAlL IN tNaiES: 39J CCEFRaENTS FOR T EQUATICN: .. 2.61 b= M3 """"" _ .. --... ""'" -.... ....... SIJm caran. InIms ..-n .... ..... ........ "-"-FUll 11me ........ To ..... Coo!. A"C A"C -) !!!!!l ldo) ..... fn) !'O) (11) I"') ""'" (1l1000) (Inn) 1067-16 0.3 o.!II 027 027 • .30 3.19 0.8620 01112 12 0.50 "'" 2.13 32 3.48 D.33 1D64--16 O.!II 0.00 027 6.63 3.09 D.835D 0.D12 12 0.40 59.0 2A( ,. 3.11 0.32 11!i7-16 D.!II 0.00 021 6J>( 3.00 0.8106 0.D12 12 0.38 .. .0 2.36 ,. 3.D3 0.52 1052-16 O.!ll 0.00 on U6 21fl 2.0665 0.012 12 0. .. 81.0 2A( .. 3.11 0.47 1051-16 O.!ll 0.00 lUll 7.93 2.78 2.1630 OD12 12 13.50 2.0 14.18 15 18.00 0.00 WT-<101 O.!ll 0.00 0.18 7.93 2.76 2.1627 0.012 12 0.75 4.0 3.34 65 4211 0.02 1052-16 0.07 O.!ll 0.00 O.ll6 • .30 3.1' 0.2011 0.D12 15 0 .... 630 5.14 4 4.19 0.33 1053-16 O.!II 0.00 '50 7.04 2.76 4.1462 0.D12 12 122 10.0 426 f1I 5.43 0.03 0WS<l59 O.!ll 0.00 "., 7$1 2.75 0.2951 01112 12 D.5O ,2.0 2.73 11 3.46 0.06 RTU-1O 0.90 0.00 , ... • .03 2.74 0295' 01112 12 '.50 3.0 4.73 • ..02 0.01 UR&766 O.!ll 0.00 '.50 .... 2.74 0215' 0.D12 12 2.75 ~o .AD 5 8.15 0.01 UR&786 lJ10 D.!II ,.62 ,.62 .... 2.74 4.4322 0.D12 • D.5D ~O 0.93 .,. 2.65 0.03 1056-16 O.!ll 0.00 '.62 8.D7 2-73 4.4235 0..012 12 0.67 3.0 3.16 ,.., 4.02 0111 1CJ54..16 0.00 0.00 • .30 3.19 3.8512 O.D12 '2 :L53 xo 6.14 '" 7.82 0.07 URE-785 0.00 0.00 6.37 3.17 3.8512 0.012 '2 0.50 16.0 2-73 141 3.48 0.08 1061--16 025 O.!ll D.23 023 • .30 3.19 0.7183 01112 • 0.73 .... 1.12 54 3.20 021 1062-16 D.!II 0.00 D.45 .5' 3.13 ,.-01112 '2 D.5D 72.0 2-73 52 3.46 0.36 1057-16 0.90 0.00 o.~ .... 3.03 1.3624 0.012 '2 050 46.D 2-73 51 3.46 = 1045-16 053 0.90 0.48 0.48 • .30 3.19 15228 0.012 15 D.53 .... 5.D9 3J 4.15 0.1. toes-16 0.90 0.00 054 .... 3.14 , ..... 0.012 12 1.19 ~O 421 <II 5.30 0.02 1042-16 0.90 0.00 0 .... .... 3.14 1.6942 0.012 12 1.1111 7'.0 5.43 31 .. ., 0.17 1(JG.16 0.90 0.00 0.61 . ... 3.09 2JI555 0.D12 12 050 101.0 2-73 75 3.48 0. .. 1~16 0.90 0.00 0.18 7.13 "-95 23118 0.012 12 os, 17.0 2-76 .. 351 0.31 1050-16 0.90 0.00 0.18 7.13 "-95 2.3118 01112 12 D.5O RO 2.13 115 U. 0.35 1049-16 0.90 0.00 .... U9 2115 2._ 01112 '2 150 2.0 4.73 51 6.02 0.01 WT-<101 o.!II 0.00 0.84 7.49 2115 2.3951 0.012 12 0.15 4.0 f. .. "" 1.l111 D.04 1041--16 0.'4 0.90 0.13 0.13 • .30 3.19 0.4D22 0..012 15 n53 182.0 5 ... B 4.15 0.73 1012-16 D.!II 0.00 0.13 7.D3 2.98 0.3154 om2 12 uo 7.0 5.84 B 7." 0.02 1lJ5O.-16 0'" 0.90 D.05 ODS 6.30 3.19 0.1724 0..012 15 D.54 74.0 5.14 3 4.19 0.211 1045-16 0.07 0.90 0.06 0 ... 6.30 119 0.201' 0..012 15 0.61 66.0 ~ 4 4.~ 025 1001-16 0.25 O.!ll 023 023 6.30 3.19 0.7183 01112 12 1.74 6.0 5.D9 14 .... 0.02 1047-16 0.13 D.!II n'2 0.12 6.30 3.19 D.3735 0..012 • 5.'" 22.0 3.18 '2 9.11 0.04 1~16 0.90 0.00 0.12 6.34 3.t8 O.312ll 0..012 • 2.01 B.O ... B "" 5.40 0.03 1~16 D.!II 0.00 0.12 6.31 3.17 0..3710 01112 12 3.02 71.0 .I' • B54 0.14 EX 026 0.90 023 023 • .30 3.19 0.7410 0..012 12 D.53 ,0.0 :LeI 71 358 0.05 EX ... 0.19 O.!ll 0.17 0.17 • .30 3.19 0.54'" 01112 '2 056 "'0 :L89 19 169 O.C 'ZY now fItm KaUS D.04 '" Wet desi!J1 aa." of'ZY IIOIr ..... b' raIe" SIDI'rIAIet" D.3O '" I I I I I I I I I I I I I I I I I I I PROJECT, w.oJo FN, DATE PIPE SEGMENT CBtoCB URE,185 RllJ.l0 RllJ.l0 ~ QWS.059 1053-16 1053-16 wr.ool ~:::: 1051·16 1052-16 1052.'S 1051-16 1057-16 1064-16 1064-16 1007-16 1061-16 11J66.-16 1006-16 1069-16 111i9-16 END CAP 19 l11iG-16 1065-16 106>16 1068-16 ll1i8-16 ENDCAPIB 1007-16 ENDCAP', _A ::-~ 1049-16 IlIlSO.16 1050-16 1044-16 lDU-16 l1M3-16 100-16 1042-16 1042-16 1046-16 1046-16 1045--16 104&-16 ENOCAPI4 Sasino 1~16 END CAP 11 _1 1OG-16 1048-16 1048-16 1041-16 1041-16 URE-119 _c 1042.16 1041-16 1041-16 ENDCAP;1I2 _H· 1050-16 END CAP 1/3 BelnF 1051-16 1062-16 1062-16 1061-16 1061-16 URE-720 BeInE 1061-16 l0EifJ.16 1iJ60.16. ENDCAPtfl 1060-16 ENoCAPI6 Byprss URE-789 1054--16 1054-16 1~16 _D. ENDCAPf5 1052-16 _J EX 1063-16 _K. EX 1070--16 ApmA 13726.05 J-G.CALCS.xLS 23-feb-16 (1) a (0&) 0295 0.295 0.295 3.534 , .... 1 .... 1.764 0.693 0.714 0.738 0.738 0.738 0.738 0.738 0.738 0.738 2. ... 2.046 1.915 1.975 1.758 1~450 1.452 1.304 O.ln 0.318 0.319 0.320 0.345 0.321 0.148 1.165' 1105 0.615 0.615 0.615 0.615 3241 3241 0.112 0.640 0.410 (2) (3) (4) (5) RUN 1= 10lffiEl lEN 'n' s:,' (ft, r;;;i 4 12 0.012 751 3 12 0.012 10.61 12 12 0.012 11.13 10 12 0.012 11.94 4 12 0.012 1213 2 12 0.012 1216 87 12 0.012 12.43 152 12 0.012 12.78 59 12 0.012 13.14 68 12 0.012 13.43 • 12 0.012 1",,1 73 I. 0.012 19.63 87 12 0.012 13.11 5 B 0.012 11.96 82 15 0.012 19.07 37 15 0.012 18.63 4 12 0.012 1213 2 12 0.012 1215 74 12 0.012 1218 T7 12 0.012 12.55 101 12 0.012 12.94 71 12 0.012 13,44- 5 12 0.012 1827 40 I. o~01:i 18.n , 66 15 0.012 19;13 71 12 0.012 14.32 9 8 0.012 ·"6·ts 22 B 0.012 16.96 7 12 D.5H 2 18.12 182 I. 0.012 19.04 7. 15 0.012 19.60 48 12 0.012 17.50 72 12 0.012 17.74 40 " 0.012 18.20 6 12 0.012 18-?D 69 15 0.012 18.88 69 15 0.012 '1958 16 12 0.012 '11.00 34 12 0.012 '11.08 83 15 0.012 la13 ·,0 12 0,012 17.15 95 12 0.012 ,11.32 HYDRAULK: GRADEl..I(E CAlCUlATlONS PIPE RIJIt ~YEAR DISCHARGE (6) (1) (8) Is!\" (10) (11) (12) (13) FRlCT. ENTR ENTR INlET PIPE VEl TW SlOPE FRIC _ HEAD s:,' i:) AREA VEl ":' s:,' ~) ':,s s:,' Ke LOSS ( .. iI) (e;) (II) 7£2 0.028 0.79 0.38 0.00 8.51 O.ol~ 0.00 8.51 0.5 0.00 10.71 0.013 0.79 0.38 0.00 8.51 0.0'% 0.00 851 0.5 0.00 11.19 0.005 0.79 0.38 0.00 10..91 ·0.01% 0.00 10.91 0.5 0.00 12.05 0.011 0.79 4.SO 0.31 11.49 0.83% 0.00 11.57 0.5 0.16 12..16 0.007 0.79 2.35 0.09 13.36 0.23% 0.01 13.37 0.5 0.04 12.43 0.135 0.79 2.35 0.09 13.53 0.23% 0.00 13.53 0.5 0.04 12.78 0.004 0.79 22S 0.08 13.69 021% 0.18 13.81 0.5 0.04 13.14 0.002 0.79 0.88 0.01 13.99 o.ern. 0.05 14.04 0.5 0.01 13.43 0.005 0.79 0.91 0.01 14.05 0.03% 0.D2 14.01 0.5 0-01 13.71 0.005 0.79 0.94 0.01 14.07 0.04'" 0.02 14.10 0.5 0.01 18.33 0.004 0.79 0.94 0.01 14.12 0.04% 0.00 14.12 0.5 0.01 20.15 0.007 123 0.60 0.01 18.53 0.01'" 0.01 18.54 0.5 0.00 1421 0.005 0.79 0.94 0 ... 14.12 0.04% 0.03 14.15 0.5 0.01 18.00 0.008 0.35 211 0.07 14.41 0.31% 0.02 14.43 05 0.03 19.68 0.007 123 0.60 0.01 18.13 0.01'" O.ot 18.14 0.5 0.00 19112 0.005 123 0.60 0.01 18.13 o.ot% 0.00 18.14 0.5 0.00 1215 0.005 0.79 2.60 0.11 13.35 028% 0.01 13.38 0.5 0.05 1218 0.015 0.79 2.60 0.11 13.57 028% 0.01 13.51 0.5 0.05 1255 0.005 0.79 2.51 0.10 13.76 0.26% 0.19 13.95 0.5 0.05 12.94 0.005 0.79 2.., 0.10 1422 0.26% 0.20 14.42 05 0.05 13.44-0.005 0.79 2.24 0.00 14.52 021'" 021 14.n 1.5 0.12 ~4.84 0.020 0.79 1.85 0.05 14.92 0.14'10 0.10 ,15.02 0.5 0.03 18.33 0.012 0.79 1.85 o:OS 15.43 0.14% 0.01 15.44-0.5 0.03 18.93 O.DOS 123 1.116 0.02 18.93 o.ern. 0.01 18.94 0.5 0.01 19.53 0.006 ·123 0.14 0.00 18.93 0._ 0.00 18.93 05 0.00 16.45 0.D30 0.79 0.40 0.00 14.52 O.ot% 0.00 14.52 05 0.00 16.~ 0.020 0.35 0.91 0.01 16.65 0.116% ,0.01 16.66 0.5 O.Ot 1827 O.ll6O 0.35 0.92 0.01 17.09 0._ 0.01 17.11 05 0.01 ·1828 0.D23 0.79 0:44-O.O? 14.92 0.01% 0.00 14.92 1.5 0.00 20.00 O.DOS 123 0.26 0.00 18.48 0.001. 0.00 18.48 1.5 0.00 20.00 0.005 123 0.12 0.00 13.76 0:00% 0.00 13.76 05 0.00 11.74 0.005 0.79 1.48 0.03 13.99 0 ..... 0.04 14.ll4 05 0.02 18.10 0.005 0.79 1.53 0.04 '18.32 '0.10% 0.07 18.39 05 0.02 18.49 0.D07 0.35 1.76 0.05 18.69 021S%. 0.1117 18.18 05 0.024 18.30 0.017 0.79 0.78 0.01 18.69 o.ern. 0.00 18.10 0.5 0.00 1925 O.DOS 123 0.50 0.00 18.71 0.01Y-0.01 18.71 0.5 0.00 20.10 0.008 123 0.50 0.00 18.71 DIttY-0.01 18.71 1.5 0.0', 11.DB O.DOS 0.79 4.13 0.26 8.51 0._ 0.11 8.62 0.5 0.13 11.94 0.025 0.79 4.13 0.26 12.:n 0._ 024 12.56 0.5 0.13 20.18 0.005 123 0.14 0.00 13.69 0.00% 0.00 13.69 0.5 0.00 17.20 O.DOS 0.79 0.81 0.01 18.15 0.03% 0.00 18.15 0.5 0.01 17.86 O.DOS 0.79 0.60 0.01 18.32 O.Ol~ 0.01 18.33 0.5 0.00 (14) (15) EXIT OUTlET HEAD l':," ~ 0.00 8.51 0.00 8.51 0.00 10.91 0.31 12.05 0.09 13.50 0.09 13.66 0.08 13.98 0.01 14.00 0.01 14.09 0.01 14.12 0.01 14.14 0.01 18.55 0.01 14.11 0.07 14.53 0.01 18.15 0.01 18.15 0.11 13.53 0.11 13.73 0.10 14.10 0.10 14.51 0.08 14.92 0.05· 15.10 0.05 15.52 0.02 18.97 0.00 18.93 0.00 14.52' 0.01 15.67 0.01 .17.13 0.00· ~4.93 0.00 18."9 0.00 13.76 0.03 14.09 0.04 18." 0_ .18.85 0.01 18.71 0.00 18.12 0.00' 18.72 0.26 9.02 0.26 1296' 0.00 13.69 0.01 18.11 0.01 18;M (13) ENTR HEAD lOSS, Ke FROM TbI4.3.1.B KCSW!JM (2009) (16) INlET CONTROLo FROM Rg 4.3.1.B KCSWDM (2009) (18) BEND HEAD lOSS, K FROM Rg 4.21.1( KCSWDM (2009) (19) JUNC HEAD lOSS, "-from mOM Rg 4.21J KCSWDM (2009) (16) (17) (18) (19) (20) INlET USE APPR BEND JlOIC HEAD~O:- VEl HEAD HEAD FROP-T ~: ':: ~ HEAD Kb lOSS (~) lOSS (ft) (ft) (ft) (ft) 0.20 0.20 7Jl2 8.51 0.00 0.00 0.00 0.00 0.20 0.20 10.91 10.91 0.00 0.00 0.00 0.00 0.20 0.20 11.39 11.39 -tI.31 1.32 0.42 0.00 1.40 lAO 13.45 13.45 -tI.09 0.00 0.00 0.00 0.59 0.59 12.75 13.50 -tI.09 1.32 0.11 0.00 0.59 0.59 13.02 13.66 -tI.08 1.32 0.10 0.00 0.59 0.59 13..37 13.98 -0.01 0.81 0.01 0.90 OD1t 0.00 0.20 0.20 13.34 14-.()6 -tI.ol 0.00 0.00 0.00 0.20 0.20 13.63 14.09 -tI.ol 0.00 0.00 0.00 0.20 0.20 13.91 14.12 -0.01 1.08 0.01 0.00 020 0.20 18.529 1853 -0.01 1.08 0.01 0.00 0.20 025 20.4 20.40 0.00 0.00 0.00 0.46 0.000 0.00 0.20 0.20 14.41 14Al 0.00 0.00 0.00 0.00 0.20 0.13 18.1333 18.13 0.00 0.00 0.00 0.00 0.20 025 19.93 19.93 0.00 0.00 0.00 0.00 0.20 025 1927 1927 0.00 0.00 0.00 0.00 0.90 D.9O 13.05 13.53 -0.11 1.32 0.14 0.00 0.90 0.90 13.08 13.73 .aID 1.32 0.13 0.00 0.59 0.59 13.14 14.10 -0.10 1.32 0.13 0.92 0.090 0.00 0.59 0.59 13.53 14.57 -tI.05 0.00 0.00 0.00 0.59 0.59 14m 14.92 0.00 1.32 0.00 0.00 0.59 0.59 15.43 '15.43 0.00 1.32 O~ 0;78 0.D02 0.00 0.59 0.59 18.92 18.92 -tI.02 1.32 0.02 0.00 0.30 0.38 19.31 19.31 0.00 1.32 0.00 0.87 0.000 0.00 0.20 025 19.78 19.18 0.00 0.00 0.00 0.00 . 020 0.20 ,16.65 16.65 0.00 0.00 0.00 0.13 0.000 0.20 0.13 17.D933 li09 0.00 0:00 0.00 0.16 0.000 oiil 0.13 18A033 18.40 0.00 0.00 0.00 0.16 o.em 020 0.20 18.48 18.48 ~100 0.32 0.00 0.fJ;) il.2o 025 20.25 2025' 0.00 0.00 0.00 0.00 020 025 2025 2025 0.00 0.00 0.00 0.00 0.59 0.59 18.33 18.33 '().04 0.05 0.00 0.59 0.021 0.00 0.59 0.59 18.69 18.69 .().05 1.08 0.05 0.00 0.20 0.13 18.62 18.85 0.00 0.00 0.00 0.00 0.20 020 18.SO 18.71 0.00 1.32 0.00 0.00 0.20 025 19.50 19.50 0.00 0.00 0.00 0.46 0.000 0.00_ 0.50 0:63 ·20.73 20.73 CUD 0.00 0.00 o.oil 122 122 12.30 12.30 -tI.26 1.08 029 0.00 122 1:12 13.16 13.16 0.00 0.00 0.00 0.00 0.20 025 20.43 20A3 0.00 0.00 0.00 0.00 0.20 020 17.4 18.17 0.00 0.00 0.00 0.00 0.20 0.20 18.116 18.34 0.00. 0.00 0.00 0.00 (20) DEPTH CB "'" COMMENT HGl CB TO RIM TO EJ.£V NO. INVERT ELEV _ (II) (ft) (II) (ft) .51 r""""" '" = krp .. prpo 8.51 RllJ.l0 0.89 21.91 13A 10.91 ows.o59 0.20 21.91 11.0 I 11.49 1(J53.16 0.30 21.96 10.5 13.36 wr.ool 1.31 21.95 8.6 2 p;r.dIeI pPes here; just usa flow from c 13.53 1051·16 1.37 21.88 a. 13.69 1052-16 1.26 21.77 8.1 13.99 1057-16 121 21.81 7 .. 14.05 lQ64.16 0.91 2214 8.1 14.07 1067-16 0.64 21.94 7J> 14.1185 1066-16 0.35 21.41 7.4 cavotec lE = 11.90 18.53 1(J69.16 0.20 21.43 2.9 20.40 ENDCAP~ 025 21.98 1.6 14.12 ~_1W=HGL;d1065-16 14A1 1065-16 0.20 20.87 6.5 Gav<k IE = 16.40 18.13 ..:o~~ 0.13 2081 2.7 19.93 025 2151 1.6 18.13 Assumes TW" _ .. '067-16 1927 ONDCAPI1 025 2085 1.6 13.36 Assumes TW = _ .. _DWenrion V 13.57 1049-16 1.42 21.88 8.3 13.76 1()5()..16 1.58 21.77 8.0 1422 1044-16 1.67 21.75 7.5 14.52 1~16 1.58 21.67 72 14.92 1042-16 1.48 21.26 6.3 15.43 1046-16 0.59 20.84 5.. ~1E=1_5.90 18.93 1045--16 0.60 2D.87 1.9 19.31 ENOCAP" 0..38 .20.76 1.5 1833 Assumes 1W = HGl .. 1045-16 19.78 ENOCAP' 025 21.36 1.6 1452 Assume 1W = HGI. .'_'6 16.65 1048-16 0.20 ·21.45 4 .. 17.09 1041·16 0.13 21.41 43 CaYdet IE = 11.5(1 18.40 lIRE-719 O.b 21.10 2.7 14.92 ~1W"HGl;d1D42-16 1B . .w s!,~_';'16 0.20 21~ 2.8 2025 CAPt!. 025 21.83 1.6 13.7& Assumes..w" _ .. 1050-16 2025 ENOcAPt!. 025 21.83 1.6 13.99 ......... TW = HGl .. 1057-16 18.32 1062·16 0.58 21.95 3.6 18.69 1001.16 0.59 21.32 2.6 18.85 0RE-720 0.36 2123 2.' 18.69 ......... TW = 1iGt. .. 1061-16 18.71 11J6O.16 0.:'1 21.30 2.6 19.50 eND,CAP" 025 21.00 1.6 18.11 Asswnes TW" HGlat'1060-16 20.73 oNDcAi>1< 0.63 21.93 12 o\ssames TW" HGlat pimp vd 851 , ;~ 1054-16 1.24 21.95 9.6 );glI .... .",.,.. 13.16 lQ53..16 122 21.96 8.8 13.69t eND'CAPt! ........ 1W = HGl .. 1052-16 '20.43 025 22.01 1.6 18.15 ........ TW=T ... atP<» 18.11 1003--16 0.97 20.76 2.6 18.32 """'" TW = T ... at p<» 18.34 1010-16 0.48 20.70 2.4 I!"""'"'·-· --. .-.:. •. I I I I I I I I I I I I I I I I I I I PROJECT: W.O.#· FN: DATE: PIPE SEGMENT CB toCB u~~~;~~na t:Jas~T~_10 RTU-l0 OWS-059 OWS-059 1053-16 1053-16 VVT"",1 VVT"",1 1051-16 1051-16 1052-16 1052-16 1057-16 1057-16 1064-16 1064·16 1067-16 1067-16 1066-16 1066-16 1069-16 1069-16 END CAP #9 1066-16 1065-16 1065-16 1068-16 1068--16 END CAP #8 1067-16 END CAP #10 Basin A VVT-001 1049-16 1049-16 p05O--16 10SO-16 1044-16 1044-16 1043-16 1043-16 1042-16 1042-16 1046-16 1046-16 1045--16 1045-16 END CAP #4 Basin B 1045-16 END CAP #1 Basin t 1043-16 1048-16 1048-16 1047-16 1047-16 URE-719 BasinC 1042-16 1041-16 1041-16 END CAP #2 Basin H 1050--16 END CAP #3 Basin F 1057-16 1062-16 1062-16 1061-16 1061-16 URE-720 Basin E 1061-16 1060-16 1060-16 END CAP #7 1060-16 END CAP #6 Bypass URE-789 1054-16 1054-16 1053-16 Basin D 1052·16 END CAP #5 BasinJ EX 1063-16 Basin K EX 1070-16 Apron A 13726.05 HGLCAlCS.XLS 23-Feb-16 1'1 a (cfs) 0.295 0.295 0.295 4.146 2.167 2.163 2.067 0.811 0.635 0,862 0,862 0,862 0,862 0.862 0.862 0.862 2.395 2.397 2.312 2.312 2.056 1.694 1.697 1.523 0,201 0.371 0.372 0.374 0.375 0.402 0.172 1.362 1.408 0.718 0.718 0.718 0.718 3.853 3.853 0,201 0.750 0.550 1"1 1'1 1"1 1'1 RUN PIPE OUTLET LEN SIZE "n" HEY (ft) (in) (ft) 4 12 0,012 7.51 3 12 0.012 10,67 12 12 0012 11,13 10 12 0.012 11.94 4 12 0,012 12,13 2 12 0.012 12.16 87 12 0.012 12.43 152 12 0.012 12.78 59 12 0.012 13.14 68 12 0.012 13.43 5 12 0.012 18.31 73 15 0_012 19.63 87 12 0.012 13.77 5 8 0.012 17.96 82 15 0_012 19.07 37 15 0.012 18.83 4 12 0.012 12.13 2 12 0.012 12.15 74 12 0.012 12.18 77 12 0.012 12.55 101 12 0.012 12,94 71 12 0.012 13.44 5 12 0.012 1827 40 15 0.012 18.72 66 15 0.012 19.13 71 12 0.012 14.32 9 8 0.012 16.78 22 8 0,012 16.96 7 12 0.012 18.12 182 15 0.012 19,04 74 15 0.012 19.60 48 12 0.012 17.SO 72 12 0.012 17.74 40 8 0.012 18.20 6 12 0.012 18.20 69 15 0.012 18,88 69 15 0.012 19.58 16 12 0012 11.00 34 12 0012 11.08 83 15 0.012 19.73 10 12 0.012 17.15 95 12 0,012 17.32 HYDRAUUC GRADEUNE CALCULATIONS PIPE RUN' 100·YEAR DISCHARGE 1'1 1'1 1'1 BA~~EL (10) FRICT. (11) E(~~k INLET PIPE BARREL BARREL VEL TW SLOPE FRIC HGL ElEV S, AREA VEL HEAD ELEY Sf lOSS ELEV K. (ft) (%) (sqfl) (fps) (ft) (ft) (%) (ft) (ft) 7.62 0.028 0.79 0.38 0.00 8.51 0,01% 0.00 8.51 0.5 10_71 0.013 0.79 0.38 000 8.51 0,01% 000 8.51 0.5 11.19 0.005 0,79 0.38 0.00 10.91 0,01% 000 10.91 0.5 12.05 0.011 0.79 5.28 0.43 11.53 1.14% 0.11 11.64 0.5 12,16 0.007 0,79 2.76 0.12 13.57 0.31% 0.01 13.58 0.5 12.43 0.135 0.79 2.75 0.12 13,80 0,31% 0.01 13.81 0.5 12,78 0.004 0.79 2.63 0.11 14,02 0,28% 0.25 14.26 0.5 13.14 0.002 0.79 1.03 0.02 14,44 0.04% 0.07 14.50 0.5 13.43 0.005 0,79 1.06 0.02 14.51 0.05% 0.03 14.54 0.5 13.77 0.005 0.79 1.10 0.02 14.54 0.05% 0.03 14.58 0.5 18.33 0.004 0.79 1.10 0.02 14,61 0.05% 0.00 14.61 0.5 20.15 0.007 1.23 0.70 0_01 18.53 0.02% 0.01 18.54 0.5 14.21 0.005 0.79 1.10 0.02 14.61 0.05% 0.04 14.65 0.5 18.00 0.008 0.35 247 0.09 14.68 0.43% 0.02 14.70 0.5 19.68 0_007 1.23 0.70 0_01 18.13 0.02% 0.01 18.15 0.5 19.02 0.005 1.23 0.70 0.01 18.13 0,02% 0.01 18.14 0.5 12.15 0.005 0.79 3.05 0.14 1357 0,38% 0.02 13.59 0.5 12.18 0.015 0.79 3.05 0.14 13,85 0.38% 0,01 13.86 0.5 12.55 0.005 0.79 2.94 0.13 14.12 0.35% 0.26 14.38 0.5 12.94 0.005 0.79 2.94 0.13 14.75 0.35% 0.27 15.02 0.5 13.44 0.005 0.79 2.62 0.11 15.15 0.28% 0.28 15.43 1.5 14.84 0.020 0.79 2.16 0.D7 15.70 0.19·~ 0.14 15.84 0.5 1B.33 0.012 0.79 2.16 0.07 15.95 0.19% 0,01 15.96 0.5 1B.93 0.005 1.23 1.24 0.02 18.93 0.05% 0,02 1B.95 0.5 1953 0.006 1.23 0.16 0.00 18.93 0.00% 0.00 18.93 0.5 16,45 0,030 0.79 0.47 0.00 15.15 0.01% 0,01 15.16 0.5 16.96 0,020 0,35 1.07 0.02 16.65 0.08% 0.01 16,66 0.5 18.27 0.060 0.35 1.07 0.02 17.09 0_08% 0.02 17.11 0.5 18.28 0,023 0.79 0.48 000 15.70 0,01% O.OC 15.70 1.5 20.00 0.005 1.23 0.33 000 18.48 0.00% 0.01 1848 1.5 20.00 0.005 1.23 0.14 0.00 14.12 0.00% 0.00 14.12 0.5 17.74 0.005 0.79 1.73 0_05 14.44 0.12% 0.06 14.50 0.5 18.10 0.005 0.79 1.79 0.05 18.31 0,13% 0,09 18.41 0.5 18.49 0.007 0.35 2.06 0.07 18.70 0.297% 0.1~9 18.81 0.5 18.30 0.017 0.79 0,91 0.01 18.70 0.03% 000 lB.70 0.5 19.25 0,005 1.23 0.59 0.01 18.72 0.01% 0.01 18.72 0.5 20.10 0.008 1.23 0.59 0.01 18.72 0.01% 0.01 18.72 1.5 11,08 0.005 0.79 4.91 0.37 8.51 0.99% 0,16 8,67 0.5 11.94 0,025 0.79 4.91 0.37 12.51 0.99% 0.34 12.85 0.5 20.18 0.005 1.23 0.16 o.oc 14.02 0.00% 000 14,02 0.5 17.20 0.005 0.79 0.95 0.01 18.15 0.04% 000 18.15 0.5 17.86 0.006 0.79 0.70 0.01 18.32 0.02% 0.02 18.34 0.5 - - J~~R -~~~ O&~~T HEAD HEAD CONTRO LOSS lOSS ElEV Hw/D (ft) (ft) (ft) 0.00 0.00 8,51 0.20 0.00 000 8.51 0.20 0.00 0.00 10.91 0.20 0.22 0.43 12.29 1.64 0.06 0.12 13.76 0.90 006 0.12 13.98 0.90 0.05 0.11 14.42 0.90 O.ot 0.02 14.53 0.20 0.01 0.02 14,56 0.20 0.01 0.02 14,61 0.20 0.01 0.02 14,64 0.20 0.00 0.01 18,55 0.20 0.01 0.02 14.68 0,20 0.05 0.09 14,84 0.20 0.00 001 18.16 0,20 000 0.01 18.15 0,20 0,07 0.14 13.80 0.90 0,07 0.14 14.07 0.90 0.07 0.13 14.58 0.90 0.07 0.13 15.22 0.90 0.16 0.11 15.70 0.90 0.04 0.07 15.95 0.59 0.04 0.07 16.07 0.59 0.01 0.02 18.98 0.30 0.00 0.00 18.93 0,20 0.00 0.00 15.16 0_20 0,01 0,02 16,68 020 0.01 0.02 17.14 0.20 0.01 0.00 15.71 0.20 0.00 0.00 18.49 0.20 0.00 0.00 14.12 0.20 0,02 0.05 1457 0.59 0,02 0.05 18.48 0.59 0.033 0.066 18,91 0.20 0.01 0,01 18.72 0,20 0.00 0,01 18.73 0.20 0.01 0.01 18.74 0.50 0.19 0.37 9.23 1.40 0.19 0.37 13.41 1.40 0.00 0.00 14.02 0.20 0.01 0,01 18.17 0.20 0.00 0.01 18.35 0.20 (13) ENTR HEAD LOSS: Ke FROM TbI4.3.1.B KCSWDM (2009) (16) INLET CONTROL: FROM Fig 4,3.1.B KCSWDM (2009) (18) BEND HEAD LOSS: K FROM Fig 4,2.1.K KCSWOM (2009) (19) JUNC HEAD LOSS, Equation from FROM Fig 4.2.1.1 KCSWDM (2009) I~~~T USE );~k B~~~ J~~~ H~~OSS CONTRO CONTROL VEL HEAD HEAD FROp·T Hw ElEV ElEV HEAD Kb lOSS '" lOSS (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0.20 7.82 8.51 0.00 0.00 000 0.00 0.20 10.91 10.91 0.00 O.OC 0.00 O.OC 0.20 11.39 11.39 -0.43 1.32 0.57 O.OC 1.64 13,69 13.69 -0.12 0.00 0.00 0.00 0.90 13.06 13.76 -0.12 1_32 0.16 O.OC 0.90 13,33 13.98 -0.11 1.32 0.14 0.00 0.90 13.68 14.42 -0.02 0,81 0.01 0.90 O.otS 0.00 0.20 13.34 14.53 -0.02 O.OC O.OC O.OC 0.20 13,63 14.56 -0.02 0_00 0.00 0.00 0.20 13.97 14.61 -0.02 1.08 0.02 O.OC 0.20 18.529 18.53 -0.01 1.08 0.01 0.00 0.25 20A 20.40 0.00 0.00 0.00 0.46 0.000 0.00 0.20 14.41 14.68 0.00 000 0.00 0.00 0.13 18.1333 18.13 0.00 0.00 000 0.00 0.25 19.93 19.93 0.00 0.00 0.00 0.00 0.25 19.27 19.27 O.OC 000 0.00 0.00 0.90 13.05 13.80 -0.14 1.32 0.19 O.OC 0.90 13.08 14.07 -0.13 1.32 0.18 0.00 0.90 13.45 14.58 -0,13 1.32 0.18 0.92 0.124 0.00 0.90 13.84 15.22 -0.07 000 o.oc O.OC 0.90 14.34 15.70 0,00 1.32 000 0,00 0.59 15.43 15.95 0.00 1.32 0.00 0.79 0.003 O.OC 0.59 18.92 18.92 -0.02 1.32 0.03 0.00 0.38 19.31 19.31 000 1.32 0.00 0,87 0.000 000 0.25 19.78 19.78 0.00 000 O.OC O.OC 0.20 16.65 16_65 000 0.00 0.00 0.13 0.000 0.13 17.0933 17.09 000 0.00 0.00 0.16 0.000 0_13 18.4033 18.40 000 0.00 0.00 0.16 0.001 0,20 18.48 18.4B 0.00 0.32 O.OC O.OC 0.25 20.25 20,25 0.00 0.00 0.00 0.00 0.25 20.25 20,25 000 0.00 0,00 0.00 0.59 18.33 18.33 -0.05 0,05 0.00 0.59 0,029 0.00 0.59 18.69 18.69 -0.07 1.08 0.07 O.OC 0,13 18.62 18.91 0.00 0,00 0,00 0.00 0.20 18.SO 18.72 0.00 1,32 0.00 0.00 025 19.5O 19.50 000 o.oc 0.00 0.46 0.000 OOC 0.63 20.73 20.73 0.00 000 000 O.OC 1.40 12.48 12.48 -D.37 1.08 0.40 O.OC 1.40 13.34 13.41 0.00 0.00 0.00 0.00 0,25 20.43 20.43 0.00 0.00 0.00 000 020 17.4 18,17 000 0.00 0.00 000 0.20 18.06 18.35 0.00 0.00 0.00 O.OC - 1"'1 DEPTH CB RIM COMMENT HGL CB TO RIM TO ELEY NO. INVERT ELEV HGL (ft) (ft) (ft) (ft) :;; RTU-l0 ssume TW -op of pipe 0.89 21.91 13.4 10,91 QWS-059 0.20 21.91 11.0 11.53 1053-16 0.34 21.96 10.4 13.57 VVT"",1 1_52 21.95 B' 2 parallel pipes here; just use flow from one 13,80 1051-16 1.64 21.88 B1 14.02 1052-16 1.59 21.77 7.8 14,44 1057-16 1.66 21.81 7' 14,51 1064-16 1.37 22.14 7.6 14.54 1067-16 1.11 21.94 7' 14.61 1066-16 0.84 21.47 6.9 Cavolec IE = 17.90 18.53 1069-16 0.20 21.43 2.9 20.40 END CAP #9 0.25 21.98 1.6 14.61 Assumes TW = HGL at 1065-16 14.68 1065-16 0.47 20.87 6.2 Cavolec IE = 16.40 18.13 1068-16 0.13 20.81 2.7 19.93 END CAP #8 0.25 21.51 1.6 18.13 Assumes TW = HGL at 1067-16 19.27 END CAP#1 0.25 20.85 1.6 13.57 Assumes TW " HGL al Fuel Diversion Vault 13,85 1049-16 1.70 21.88 8.0 14.12 1050--16 1.94 21.77 7.7 14,75 1044-16 2.20 21.75 7.0 15.15 1043-16 2.21 21.67 6.5 15.70 1042-16 2.26 21.26 5.6 15.95 1046-16 1.11 20.84 4.9 Cavotec IE '" 15.90 18.93 1045--16 0.60 20.87 1.9 19.31 END CAP #4 038 20.76 1.5 18.93 Assumes TW = HGL at 1045-16 19.78 END CAP #1 0.25 21,36 1.6 15.15 Assume TW '" HGl aI1043-16 16.65 1048-16 0.20 21.45 4.8 17.09 1047-16 0.13 21,41 4.3 Cavotec IE = 17.50 18.40 URE-719 0,13 21.10 2.7 15.70 Assumes TW = HGL at 1042-16 18.48 1041-16 0,20 21.28 2.8 20.25 END CAP #2 0.25 21.83 1.6 14.12 Assumes TW = HGl a11050-16 20.25 END CAP #3 0.25 21.83 1.6 14.44 Assumes TW = HGL a11057-16 18,31 1062-16 0.57 21.95 3.6 18.70 1061-16 0.60 21.32 2.6 18.91 URE-720 0.42 21.23 2.3 18.70 Assumes TW '" HGl at 1061-16 18.72 1060-16 0.42 21.30 2.6 19.5O END CAP #7 0,25 21.08 1.6 18.72 Assumes TW = HGl at 1060-16 20.73 END CAP #6 0.63 21.93 12 Assumes TW '" HGl at pump vaull 8.51 12.51 1054--16 1.43 21.95 9A high flow bypass 13.41 1053-16 1.47 21.96 8.6 14.02 Assume TW = HGl a11052-16 20.43 END CAP #5 0.25 22.01 1.6 18.15 Assume TW = Top of Pipe 18.17 1063-16 0.97 20.76 2.6 18.32 Assume TW = Top of Pipe 18.35 1070-16 0,49 20.70 2.3 I I I I I I I I I I I I I I I I I I I Boeing Lift Station Design' Project Name: Apron A -Stormwater Pump Station Project Number: 13726.05 Project Location: Renton, WA Client: Boeing Commercial Airplane Group Flow Rate Peak Design Flow Rate, Q= f .. 1000, gpm Velocity Check (at peak design now) At peak design flow the a minimum scour velocity of 2 fUs must be maintained. IQ'=JI,elodly x'Areal Nominal Pipe Diameter-8 DIP CL52 Inside Pipe Diameter-8.39 inches Velocity, v=[:-sTo'"l ftls Nominal Pipe Diameter-8 DIP CL52 Inside Pipe Dlameter= 8.39 Inches Velocity, v=l.ll.60Iftls !Hlgh":Seo.ur_VeIQclty Design Volume of Wet Well . " ,."" ,', ;":"TllllexFlowRale rO/~~~!~e"r:.-l-:' L ::'_";': '-'4 > Number of Pumps=' 2 Starts per Hour= 4 Pump Cycle Tlme= 30 minutes Cycle TIme per Pump, T=[~7~-1 mln.lcycle Volume, v=C-~;938lgalions M' I In mum W tW liSt e e oraae '" I Estimated " Length Width Depth ~ (fii (ft) (ft) I!! 5 8 I 3.13 C\I " 6 8 2.61 CT '" 7 10 f 1.79 '5 I Eslimated Diameter Area I Depth ~ (ft) (ft~ (ft) ." 7 38.48 1 3.26 " " 0 8 50.27 I 2.49 ~ 10 78.54 I 1.60 Forced Main Volume Check Length of 8" Force Main. L=. 30 It Force Main Volume= ... ! ___ 8",6:Jlgalions <-Design Wet Well Q:124113726·011500eslgn\Apron AlSlorm WelerlExcel workshee!sIRenlon Apron A Siorm Wemco Pump Oeslgn.>dsxRenlon Apron A", Wemco Pump Oeslgn.xlsx ~DWL HKM I I I I I I I I I I I I I I I I I I Apron A Pump Station -Stormwater through 100-year return period rs;;do DescrJPt,;';fi.om URE·7as to URE·789 via 8-Forcemaln _,~ __ ~ ... _~_.~ _______ " __ ~ e,k""', 'u'mn CuM ---' wetwelI MIn. w.e.e, (IQ ReceMng Bttudun Elh'IUon (n) --.. .. .... 0." .. 10. ~OWL HKM ----- - - - - - - - - - - - ----- =--"0 IV .. :r c E IV C ,.. 0 c;; -0 I- Plant Lift Station Pipeline System Curves (C=100,120,140), =8" FM to Receiving Structure; Hidrostal E8K-5S Pump Curve 25.0 r-----------------------------------------------------------------~ r----------1 Design Point: 1 \1000GPM \ 20.0 I '" 1 16.9' TDH \ ...... L __ >.,~,"_"'d_'_, _ ___._,_}-i --------j ..... C=100 -C=120 __ C=140 _Hidrostal ESK-SS 15.0 10.0 5.0 r-I --------------------J 0.0+1~~--~~~~ __ ~ __ ~~--~~~~~~~~~ __ ~~ __ ~ __ ~ __ ~~ 0.0 200.0 400.0 600.0 800.0 1000.0 1200.0 1400.0 1600.0 1800.0 Flow Rate (gpm) Q:124113726-011500esignlApron AlStorm Wa1er\Excel wor1<sheetslRenton Apron A Storm Wemeo Pump Oesign.xtsx ~DWL HKM I E ny:DOWL arne: Apron A Siorm Ie: 21412016 Pum Data Sheet -Hldrostal US """f/idrDsIiIl pumps ™ IP.YroP;'Y'fHPii"";: ''''~':-'h",·/",,~'MJii SIze: ESK-SS ltiifiIDlCrIt§ItQ:W·;.tM!iifWt!it4Ii Flcm: 1000 us gpm wo Head: 16.9 It tWY 4pI I Type: HIDROSTAL Synch Speed: Adjuslable Curve: CUR-E8K-SS Specific Speeds: I Dimensions: t,J!!J!P,liIiiiUS;"'} ,. Temperature; -- Pressure: --- Sphere SIze: 41n 11,;SI"'","''''Oiilii:Piiliil' "*$ii'I;::"I'] Flow: II Head: .1 Eff: 1003USgpm 16.9 It 78% 5.51 hp 10 It Power: I NPSHr: I .--' IliiiIjjii"Curve~;" !l¥!1 Shutoff Head: 38.1 fl I Shutoff dP: 15.6 psi I Flow: 498 US gpm t>e:P: 78.1%@1132USgpm NOLPower: 5.94 hp@ 1430 US gpm -!!1L1i.~ . IMaxPower : 35.5 hp @2345 US gpm I I I I I1iii!Qr!!l@DI1!!JI'Yiillii!1 ¢: ... III X ¢: , ~ X rJ) D. Z I Ftow Speed USgpm rpm 1200 989 I 1000 989 I 600 989 600 989 I 400 989 Speed: 989 rpm Ola: 10,8751n Impeller: E8K-SS Ns: -- Nss: -- SUction: 81n Discharge: 81n Power: -- EyeArea: -- 80 1600,p 70 60 50 40 30 --I---'/'r--J'+I 989 rpm 201=:--+-850 rpm 101--+--j---'-=- [EfIDa:f*'~w4¥4W¥<h#.\t~J#j!4Ji:ijjimti il 1$ __ J Water Temperature: 60 of Density: 62.3711>'11' Vapor Pressure: 0.2563 psi e IIIscoslty: 1.105 cP Aim Pressure: 14.7 psis NPSHa: -- Siandard: - Enclosure: --Speed: - Frame: --- Sizing Criteria: Max Power on DesIgn Cu"," , , , , -,. _._._----\---\----I , , , , ]8 , , --.... -.-, , , , , , , , 78 , , , , , , , , ~I~-J j~i~~1~'fJ~~i'j ~ri l-1!"~".--' o 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 Head It 15 16.9 19 22.1 Efficiency % 78 77 74 65 USgpm Power hp 5.83 5.5 5.19 5.16 NPSHr n 10.4 10 9.94 9.94 Selecled f,om catalog: Hldrostal US.SO Vers: 1.1 ----.-----------1--------'1 ' I I , I ' I r-~ I I ", 'I i 70 h JI I I _L -'-~-I---.--- I sO, I : ' -", -,I .ro ", _l ... ;:: i40 ; n Wi I I 989 rpm 20· !-c-----+-d 1850 rpm '-20 hp I I ! ! 1"0; .... _. _ -.! i I I '-, -15 ; I I I--~-f O· . , 400 600 600 1000 1200 1400 1600 1800 2000 2200 -2400 2600 2800 3000 ~ , I 1 I I i I: I ' z I I I I, I o 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 USgpm HJaostaI US Size: EBK-SS Speed: 989 rpm 4O-hp ~DOWL Name: Apra> A Storm 21412016 cataIog:Hidros1aI U5.60. 'leis 1.1 HIDROSTAL -AdjUstaIlIe DesIgn Point 1000 US gpm. 16.911 Oia: 10.875 in CUrve: CUR-EBK-SS Impeller. EBK-SS 7/idrDsIiIl pumps'" I I I Appendix C I CSWPPP Plans I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r ""'.iIO 'SA = S TAXIWAY B 1 t """""'" - -~-- -, -~.- -" , .... --. L-J M -.... ----- _~A {\':J-~ Nl __ ROi'A ~ -~ " " , " ,~ - ", -----.:....--o s. -.-?f;Y -------~ ~~;;Eii§!--~~":'--- (J>PII7IIlE F1lO fOIC[ F£R DETAI.~ IJ>SPI11.Y IllITE P_ -.om EDGE or CIJCIiEI[ PANElS TO IE REIIIlYID NID AII'UCal. [}>PII7IIlE tIilOt ..... FLlER F£R aJY~ RENION _ ruN 2t6.JCl SEE IEtIIl ~ IJ>PII7IIlE 1tIW<GIINI SED1IIENT FLlER IJ1I([ PER DETAI. ~ m:>-IXlNSItIIJCIDI 00lWCE PER J1R or RENION STNIWI) t'£fAI.S 215.10. SEE DETAL~ (J>-HIL lASH NID ...... CON5tRUCIION EIItIWICE. F ~ PER an' (F RENroN DErAI. 215.OD. sa: DW.I. . DISOtARGE Of wtm WASH WATER 10 SNft\I!r S£ltER. GENERAL NOTES sn: 1ESC AlII JIJJES NC) CXJ6TRIJCOON SEQUENCE (III SI£[T ~ . LEGEND --0--0-1RIANGUlAR fI. TtR DI<E ---li!I-roo FENCE • CAltH BASIN IN5ERT DATUM NOTE: P\MS PREPNIJ) I.SNG NGVD 29 AS Ttl: ItRI1CII. IlQtII. TO COlIMRITO _ 88 Am l.55e FlU 10 AU. E1.lVAtDIS. IN COMPLIANCE WITH CITY OF KEY PLAN tN" RENTON STANDARDS SCAI.C IllS. ~ ~-~ ---"' BY DATE I -~-''''---;. -0 10 20 --,0-BY DATE ISSUE FOR PERMIT W""..- SCALE! 1:20 ~~9~ b PLAN ~ BY DATE FEBRUARY 26, 2016 TESCPLAN SITE05-YD rti-~IIIIND· ~~ I I I ~ ""'" 1"''''1 ;;:; _ NUll U .. CTn:I I III'.J'MIDOD' Iii CC"UTt'IIo.I 111"'. 14 M "0DI'W_L.M17D I I I I I I I I I I I I I I I I I I CONCR£TE TlWIl: EWHR WlIl1 :-'-""":t FEMC£ POST INS£RJS ---- FOD FENCE DETAIL IllS ----"'-... ---.. ...... _- GEOTEXJl.E rH!RIC. 4' YH. tIJGHT SECt.RED TO owtUi( FtNC£ (rrP) !1\ Cg§R _ ..... _ . ., ...... ~---...-"" -_ ... ----~.--"" --_ .. --_ ....... ------- OT_ -- STABILlZED_{;ONSTRUcnON ENTRANCE /4\ IllS C~R . I-I-I~ iii NIl CIZ.lI.l. ~ "I -011) 79 IMX FltHIlJI( tJII.I1lS-NIR!J A a PROE'I • -- No:rM'n!'II ... PIMI't IIfI[M JL1'tI!IWf I1iIIInDI::: tI'TAl (7'1 r ... _ -.... 4TD!!!!m' nmrt!!PQ MAl. IJl """"- IN COMPLIANCE WITH CITY OF RENTON STANDARDS By ____ _ OAI£ __ _ BY ____ _ OAI£ __ _ By ____ _ OAI£ __ _ BY OATE __ _ 1. DI«S SiAU BE PlACED IN A ROW WITH DOS TlQ(lLV A8UT'tI«l. 2. F A9RIC aMR APCl SlURT 9W.t. BE II. a»nwuQUs -'.lPPINC ~ QE01[XUL£. tHt SJ(JAT SHAlL BE II. CQ\I1IHUO.IS EX1£NSICN or 1HE UPSTREAM fACt F...aAIC. l.. 011(£5 AND SKR1 SHAll, er SECURD. Y ANCHCJIEO .. f'tJ£E Wlni lIlRf SlN'l..£S AT r INTERVALS ON BOtH ElXi[$ NfD 9MT OR .11-1 3/ff' DWlEtER REBAR Wltw TEE EN)S.. .. nUER MATERIAl SHAU BE lAPf'm 0'0 DC)S 6' 10 COVER DIICE-TO-DI([..oNTS. JQI\IT'$ 9iAU. 8( FAST£NED .. TIt GN..VANlzm SKOAT RINGS. 5. INSP£Cl1ON SHAll BE WADE WEDCL Y OR AfTER £AOt RAN" ALL £1,011 AND REPAIR ~ REPLACOIENT SHAll. BE W.ACIE PRC*PlL Y .. R[0U1RE0. 6. ACaMULATtO Sl.T SHALl BE ROotO'toC) -.&EN IT R£AQC A DEPlH or .... At«J DISPOSED or IN II. IUJfoIER .. at WI.L HOT CAUSE ADDITlOftAL SLTAn()f. 7. AfTER TH( Ot:'o'El..Of"UT SITE IS COWFUTElv STA8IUzm. '1H[ DOltS NIO ANY RDlAIiIOfC SIlT SHALL BE RDICMll. SLT 9iAU. BE DISPOSED or A$ INDICATED .. NOtE f& A8O\€. --TRIANGULAR SEDIMENT FILTER DIKE /3\ ........ _ .... _-_ ..... _-_ ... -- .. -.... ,_._----- .... __ .... _-_ . .,.,----- --~----......... _TCH_ ..... ~ CATCH BASIN FILTER f2\ IllS ... ~ -,----- ~- 1"1"1"1"1 • I ~;.~CZ:._ ~ st.~ .. ..- -~- "=':±tJ t -~-tl I, T _~]I_' f\t_ ~~""'_lO_TlO~_ 2. ta::IIIM:( 1MU • 10 ~..., sao LOOm:k WMRL ..... _D ... weD COII.-ntUCftOM IDrTRAI'CII WHEEL WASH & PAVED CONSTRUCTION ENTRANCEhhl IllS ~ ~III1EIN.· ® ACCEPTA8lJTY ~s~ 1f'NOIID" I 0f.J'f. I Q(I1 IllS !d!. 01.21.1' 0Ut." -_ .... -lllti __ ._- 1.'1. fI'lIIhaun_EI!~MIOc.et_~ ~R u ._IVIIJIOC.QllCTO~"OIiT;),,;u~ __ ,,_ .. .,... .... 1.4Y_ ........... .-. U. _ns ....... C.IiIO~...:aIl~~U~..".;)yD. PLASTIC COVERING PLASTIC COVERING ~ IllS ISSUE FOR PERMIT FEBRUARY 26,2016 I ..... lB!C DETAIL8 .,.., ... 1' UKiG OOEING 7J7 loW( F1.IGHi1.IHE 11IUT£S-AfRON A a PROJECT C228R SITE05-YD IIQ. 1'34-41885 CMl IIASTER RENlOH, .. -~ "'-N'Ra<-A-C228R 02..2&.16 C12 1 Ii I I I I I I I I I I I I I I I I I I I ------------------------------------------- Appendix 0 Operations and Maintenance Manual Note: This is the preliminary Operations and Maintenance manual. The final manual will be published with the record drawings when complete documentation from pump and equipment manufacturers is available. I I I I I I I I I I I I I I I I I I I I / / / _-<>. ~ :B __ --\ ~ \ I L ~ 1;;;r--;c;;;PIlJ.'c\if~·IiU ~ ~I=::==~~~ CONNECT INTO EXISllNG~' ~;J !11~=i~~~~~~ BOX CULVERT ~~~!I~~~~~~~PUMPCOMB~~ VAULT ~ I~~~~:~~ SL~~ DIVERSION VALVE VAULT \n HIGH FLOW BYPASS FLOW SPLITTER (~~C~""L~::-:: ?....--" N-=-_ -,;r6~~' -=B::..:...A..:.::S::..:..:I N~ ____ t;;\ 60 30 0 30 60 120 ~ ~ I I--~I SCALE: 1 :60 APRON A STORMWATER MAP FACILITY SUMMARY FIG. 2 I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACIUTIES I NO. 11 -GROUNDS (LANDSCAPING) I Maintenance Defect or Problem Conditions When Maintenance'. Needed Results Expected When Component Maintenance la Performed Site Trash or Utter Arrt trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this Is about equal to tha I amount 01 trash ft would take to fiO up one standard slm ofllce garbege can), In general, then! should be no visual evidence of dumping, Noldous weeds Any noxklus or nuisance vegetation which may Noxious end nuisance vegetation I constttute a hazard to County personnel or the removed according to appllcabla pubHc. regulations. No danger of noxious vegatetion whare County personnel or the pubUc might normally be. I Contaminants and Any evidence of contaminants or pollUtion such Materials removed and disposed of pollution 88 aU, gasoline, concrete slurries or paint according to applicable regulations. SoUIte cx>ntrol BMPslmplamantad II appropriate. No contaminants present other than a surface 011 film. I GraaalgroundooYer Grass or groundcover exceeds 18 Inchesi" Grass or groundcover mONad to a height. height no greater than e Inches. Tr ... and Shrubs Hazard Any tree or 11mb of a tree Identified as having a No hazard trees In facUlty. I potential to fall and cause property damage or threaten human life. A hazard trae IdanOfied try a qualified arborlst must be removed as soon a. po.slble, I Damaged Limbs or perils of trees or shrubs that are .plft or Treas and shrubs with Ie .. than 5% broken which affect more than 25% of the totel oltotel foliage with splft or broken 10Dage olthe trea or shrub. Umbs. I Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked oYer vegetation. Trees or shrubs free of InJUIY. Trees or shrubs which are not adequately Tree or shrub In place and I supported or are leaning over, causing exposure adequatety supported; dead or 01 the rools. diseased trees remo\'lld. I I I I I I I 11912009 2009 Surface Water Design Manual-Appendix A A-16 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE AND WQ FACUlTIES , I NO. 21 -STORMFILTER (CARTRIDGE TYPE) I Maintenance Defect or Problom Cond~lon When Maintenance Is Needed Results Expected When Component Malnlanance Is Performed Site Tmsh and debris MY tmsh or debris which impairs the function of Trash and debris removed from I the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution 8S ans, gasoline, concrete slurries or paint acccrding to applicable ragulalions. Source control BMPs implemented if I appropriate. No contaminants present other than a surface oil film. l~e cycie Syslem has not been inspected for thlB9 years. Faality is m-lnspected and any needed maintenance performed. I Vault Treatment Sediment on voun Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than % inch of sediment. Vault is free of sediment. I cartJidges Multiple sann lines Thick or multiple srum tines above top of Causa of plugging oorrected, above top of cartJidges. Probably dUB to plugged canisters or canisters replaced if necessary. cartridges undard,,"n mandold. I Vault structure Damage to wall, Cracks wider than %-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or qualified inspection personnel determines the vault is not structurally sound. I Bames damaged Baffles corroding, cracking warping, and/or Repair or replace bames to showing signs of failure as determined by spedfication. maintenanceJinspedion person. I RHerMadia Standing water in 9 inches or greater of static water in the veuH for No standing water in vauH 24 hours vauH more than 24 hours following a rein event and/or after 8 min ovent. overfloW occurs freque~. Probably dUB to plugged fi~ media, undard,,"n or outlet pipe. I Short circuiting Flows do not properly enter filter cartridgss. Rows go through filter media. Undardr8ins and SadimanUdebtis Underdreins or clean-OJls partiaDy plugged or Underdr8ins and clean-ouis free of Cle8lHluts fiUed with sedimant and/or debris. sediment and debris. I Inlat/OuUet Pipe Sadimant Sadimant filling 20% or more of the pipe. InietlOUUet pipes dear of sediment accumulation Tresh and debris Trash and debris acannulated in inleUoutlet No tmsh or dabris in pipes. pipes ~ncludes floatebles and non-_bles). I Damaged Cracks wider than %-inch at the joint of the No cracks more than Y..inch wide at inlet/outlet pipes or any evidence of soil entering the joint of tholnlet/outlet pipe. at the joints of the inleUOUUet pipes. I Access Manhole Covernid not in place eovor1lid is missing or only pertially in place. Manhole access covered. Any open manhole requires Immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. I not working maintenance person with proper tools. Bolls cannot ba seated. Salf-locking coverllid does nol work. Covernid difficuH to One maintenance person cannot remove Coverllid can be removed and I remove cover/lid aner applying 80 Ibs of lift. reinstaDad by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment. rust. or cracks. ladder meets design standards. Allows maintenance person safe I access. large access Damaged or difticuti large access doors or plates cannot be Replace or repair access door so it doors/plate to open openedlremoved using normal equipment. can opened 85 designed. I 11912009 2009 Swiacc Water Design Manual-Appendix A A·30 I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONIROL, CONVEYANCE, AND WQ FACILITIES I NO. 21 -STORMFILTER (CARTRIDGE TYPE) I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance ls Performed Gaps, doesn' rover large access doors not flat and/or access Doors close flat and cover access I completely opening not completely covered. opening romplataty. lifting Rings missing, lifting rings not capable of lifting weight 0/ door Lifting rings sufficient to lift or rusted or plato. remove door or plate. I I I I I I I I I I I I I I 2009 Surface Water Design Manual-Appendix A 119/2009 A·31 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO. 22 -BAFFLE OIUWATER SEPARATOR I Maintenance Defect Condition When Maintenance Is Needed Resulta Expected Whon Component Maintenance la Performed Site TRlSh and debris Any tmsh or debris which impeirs the function of Trash and debris removed from I the facility. facility. Contaminants and Rooting oil in excess of 1 inch in first chamber, No contaminants present other than poOution any oil in other chambers or other contaminants 8 surface oil film. of any type In any chamber. I Vault Treatment Sediment Sediment accumulates exceeds 6 inches in the No sediment in the vault. Area accumulation vaull Discharge water not Inspection of discharge water shON's obvious Emuent discharge is clear. dear signs of poor water quality-effluent discharge I from vault shows thick visible sheen. TRlSh or debris Any trash and debris 8CQmwlation in vault Vault is dear of tmsh and debris. accumulation (floetebles and non./loatables). I Oil accumulation OD accumulations that exceed 1 inch, at the No visible cil depth on water. surface of the water in the oil/water separator chamber. Vault Structure Damage to WaD, Cmcks wider than %-inch or evidence of soD Vaufl replaced or repeired to design I FlBme, Bottom, andIor portides entering the strudUIB through the specifications. Top Slab ClBcks, or maintenancelinspactioo personnel determines that the vaun is not strudulBlly sound. I Bames damaged Baffles corroding, crocking, warping and/or Repeir or replaca baffles to showing signs of fa~UIB as determined by specifications. maintenance inspection personnel. I Gravity DlBin lnopamble valve Valve will not open and close. Valve opens and doses normally. Valve won't seal Valve does not seal completety. Valve completaly seals dosed. InletJOutiet Pipe Sediment Sedimant fiDing 20% or more of the pipe. Inlet/outlet pipes dear of sedimenl accumulation I TlBsh and debris Trash and debris accumulated in inlet/outlet No tmsh or debris in pipes. pipes (includes tIoatables and non-floetebles). Damaged Cracks wider than %.inch at the joint of the No cracks more than Y....inch wide at I inleVoutiet pipes or any evidence of sail entering the joint of the inlet/outlet pipe. at the joints of the inlet/ooUet pipes. Access Manhole Coverllid not in place Covernid is missing or only partially in place. Manhole access covered. Any open manhole requlrsa Immediate I maintenance. locking mechanism Machanism C8Mot be opened by one Mechanism opens with proper tools. notwol1<ing mainlenanca person with proper tools. Bolts cannot be seated. Self~ocking cover/lid does I not wor1l Covernid difficult to One maintenance person cannot remove Coverllid can be removed and remove cover1lid efler applying 80 Ibs of lift. reinstaDed by one maintenance person. I Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. ladder maets design standards. Allows maintenance person safe access. I large access Damaged or difficufl large access doors or plates cannot be Replace or repair access door so it doors/plete to open openedlremoved using nonna! equipment can opened as designed. Gaps, doesn1 covar large access doors not flat and/or access Doors dose flat and cover access completely opening not completely covared. opening completely_ I lifting Rings missing, Lilting rings not capable of lifting weight of door lifting rings suffioent to lift or rusted or coverllid. remove coverltid. I 11912009 2009 Surface Water Design Manual-Appendix A A-32 I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CON1ROL, CONVEYANCE, AND WQ FACILfI1ES I NO. 23 -COALESCING PLATE OIUWATER SEPARATOR I Maintenance Defect Condttlon When Maintenance Is Needed Results Expected When Componenl Maintenance Is Performed Site Trash and debris My trash or debris which impairs the function of Trash and debris removed from I the facility. facility. Conteminarris end Roating oil in excess of 1 inch in first chamber, No oontaminants present other than pollution any oil in other chambers or other contaminants 8 surface oil film. of any type in any chamber. I Vault Treatment Sediment Sediment accumulation of 61nchas or greater in No sediment in the forebay. Area accumulation in the the forabay. forebay I Discharge water not Inspection of discharge water shows obvious Repa~ function of plates so effluent deaf signs of poor water quality -effluent discharge is clear. from vault shows thick visible sheen. Trash or debris Trash and debris accumulation in vault Tresh and debris removed from I accumulation (fl08tables and non-fioatables). vault. Qilaccumulation Oll accumulation that exceeds 1 inch at the water No visibJe oil depth on water and SUlface in the in the coalescing plate chamber. coalescing plates dear of oil. I Coalescing Plates Damaged Plate media broken, defonned. crucked and/or Replace that portion of media pack showing signs of failure. or entire plate pack depending on seventy of failure. Sediment Any sediment accumulation which interferes with No sediment accumulation I accumulation the operation of the coalascing plates. interfering with the coalascing plates. Vault Structure Damage to WaD, Cracks wider than %-inch and any evidence of Vault replaced or repaired to design Frume, Bottom, andlor soil partictas entering the structure through the spedfications. I Top Slab cracks. or mainlenance inspection personnel detannines that the wuH is not structurally sound. Bames damaged BellIes corroding, aacking, warping end/or Repa~ or replace bames to I showing signs of failure as determined by specifications. mainlenancelinspedion person. Ventilation Pipes Plugged My obstruction to the ventilation pipes. Ventilation pipes are clear. I Shutoff Valvo Damaged or Shutoff valve cannot be opened or dosed. Shutoff valve operates nonnally. inoperable InlaVOutiet Pipe Sediment Sediment fiDing 20% or more of the pipa. InleVoutiet pipes dear of sedmenl accumulation I Trash and debris Trash and debris accumulated in InleUoutiet No trash or debris In pipes. pipes (mdudes floatables and non-floatables). Damaged Crucks lMder than %-inch at the joint of the No cracks more than Y..inch wide at I inleVoutiet pipes or any evidence of soil entering the joint of the inioVoutiet pipa. el the joints of the inlaVoutiet pipes. Access Manhole Covernid not in place eovernid is missing or only partially in place. Manhole access caJered. Any open manhole requires Immediate I maintenance. loctdng mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not WOII<ing maintenence person with proper tools. Bolts cannot ba seated. Self-locking coverllid does not I work. Covernid difficuH to One maintenance person cannot remove Coverllid can be remowd and remove covernid after applying 80 Ibs of IWI. reinstaUed by one maintenance person. I Ladder rungs unsafe Missing rungs, misaligrunent, rust, or aacks. ladder meets design standards. Allows maintenance person safe eccess. I 2009 Surf"". Water Design Manual-Appendix A 11912009 A·33 I I I I I I I I I I I I I I I I I I I I APPENDIX A MAINTENANCE REQUIREMENTS FLO W CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 23 -COALESCING PLATE OIL.JWAT ER SEPARATOR Maintenance Defect Component Large BcceSS Damaged or difficult doors/plate to open Gaps, doesn't cover completely Lifting Rings missing, ",sled \1912009 Condnlon When Maintenance Is Needed Large ecce sa doors or plates cannot be ""ad using normal eq ulpmanl open_m Large aCOl! as doors not flat and/or access completely covered. opening not LIfting rings not capable of lifting weight of door or plate. Results Expected When MaIntenance Is Perfonned Replace or repair access door so It can opened as designed. Doors close flat and cover access opening completely. Lifting rings suflletent to 11ft or remove door or plate. 2009 Surface Water Design Manual-Appendix A A·34 I APPENDIX A MAlNTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FAClLmES I I NO. 24 -CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance 18 Needed Results Expocted Whon Componont Malntonanco Is Porfonnod I Media Insert Visible oa Visible oil sheen passing throogh media Media inset replaced. Insert does not lit Row gets into catch basin without going through AlllIow goes throogh media. catch basin property media. I Riter media plugged Riter media plugged. Row through filter media is nonnal. OiI_ent media Media oil saturated. Oil absorbent media replacad. saturated I Water saturated Cotch basin insert is saturalad with water, which Insert replaced. no longer has tho capacity to absorb. service life exceeded Regular inteJVol replacement due to typical Media replaced at manufacturer's avemgelife of media insert product, typically one rocommended interval. I month. Seasonal When storms ocrur and during the wet season. Remove, cia"" and replace or instaD maintenance new insert after major storms, monthly during the wet season or at I manufacturer's recommended intervsl. I I I I I I I I I I 2009 Surface Water Design Manual-Appendix A 1/912009 A·3S I I APPENDIX A MAlNTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILlTIES I NO, 4 -CONTROL STRUCTURE/FLOW RESTRICTOR I Maintenance Defect or Problem CondlUon When Maintenance la Needed Results Expected When ComPonent Maintenance Is Performed Structure Trash and debris Trash or debris of more than Y. cubic foot which No Trash or debris blocking or I is locatad immadiately in front of the structure potentially blocking entrance to opening or is blocking capedly of the structure by structure. more than 10%, Trash or debris in the strucbJre that exceeds 'I, No !rash or debris in the structure, I the depth from the bottom of basin to invert the lowest pipe into or out of the besin, Deposits of garbege excaading 1 cubic foot in No condition present which woold volume. attract or support the breeding of I insects or rodents. Sediment Sadiment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment pipe into or out of the structure or the boHom of I the FROP-T section or is within 6 Inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section, Damege to !ramo Comer of frame extends more than % inch past Frame is even with curb. I and/or top slab curb face into the street (If applicable), Top slob hes hoIas larger than 2 square inches or Top slob is free of holes and cracks, aacks wider than % inch. I Frame not sitting flush on top slob, I.e" Frame is sitting nush on top slob, separation of more than % Inch of the frame from the top sleb, Cracks in walls or Cracks wider than % inch and longer than 3 feet, Structure is sealad and structurelly I bottom any evidence of soil particles entering structure sound, throogh creeks, or maintenanca pelSOll judges that structure is unsound. Cracks wider then % inch and longer then 1 foot No cracks more than 'I. inch wide at I at the joint of any intet/ouHeI pipe or any evidence the joint of inlet/outlet pipe, of soil partides entering structure through cracks. SeWement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotatad more than 2 inches out of alignment stendards, I Damaged pipe joints Cracks wider than %-inch at the joint of the No aacks more than Y .. inch wide at inleVoutJet pipes or any evidence of soil entering the joint of inlet/outlet pipes, the structure et the joint of the Inlet/outlet pipes, I Contaminants and Any evidence of contaminants or pollution such Materials removad and disposed of pollution as oil, gasoline, conuale slurries or paint. according to applicable regulations. Source confrol BMPs implementad if appropriate. No contaminants present other than 8 surface oil film. I Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misaiignmen~ rus~ cmcks, or sharp adges, allows maintenance person safe access. I FROP-T section Damage T section is not securely aHachad to structure T section securely aHachad to wail walland outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure, Structure is not in upright position (allow up to Structure in correct position, I 10% from plumb), Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout, tight; structure repaired or replacad and works as designed. I Any hoIes-oiher then designed hoIes--in the Structtue has no holes other than structure. designad holes, aeanout Gale Demaged or missing Cleanout gate is missing, Replace cleanout geta, I 2000 Surfuce Water Design Manual -Appendix A 11912009 A-7 I I APPENDIX A MAINTENANCE REQillREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FAClllTIES I NO.4 -CONTROL STRUCTURE/FLOW RESTRICTOR I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Cleanout gata is not watertight. Gate is watertight and worKs 85 I designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watartight. Chainlrod leeding to gate is missing or damaged. Chain is in place and works as I designed. OrifICe Plata Damaged or missing Control device is not worKing property due to Plata is in place and wort<s as missing, out of place, or bent orifice plate. designed. I Obstructions My trash, debris, sediment, or vegetation Plata is free of an obstructions and blocking the plata. works as designed. OVOlftow Pipe Obstructions My trash or debris blocking (or having the Pipe is free of all obstructioos and potential of blocking) the overflow pipe. works as designed. I Deformed or damaged Up of overflow pipe is bent or deformed. OVerflow pipe does not aOow lip overflow at an elevation lower than design I InleVOutlet Pipe Sediment Sediment filling 20% or more of the pipe. Iniet/ooUet pipes dear of sedimant. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (mdudas lIoatebles and non-fl08tebIeS). I Damaged Cracks wider than %-inch at the joint of the No cracks more than Y"';nch wide at inlet/outlet pipes or any evidence of soil entElling the joint of the inIet/ootIet pipe. at the joints of the inleUootlet pipes. I MatalGrafas Unsefe grata opening Grate with opening wider than '/, inch. Grate opening meets dasign (K Applicable) standards. Trash end debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal I Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manoole eoverlLid COverllid not in place eoverJlid is missing or only partially in place. CoverJlid protacts opening to I Any open structure requires urgent structure. maintenance. locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not WorKing maintenance persoo with prop ... tools. Bolts I cannot be seated. Se!f-IDcking covernid does not wort<. Covernid difticun to One maintenance person cannot remove Coverllid can be removed Bnd Remove coverllid after applying 80 Ibs. of lift. reinstaUed by one maintenance I per.;on. I I I I \1912009 2009 SurIB •• Water Design Manual -Appendix A A·8 I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILmES I NO.5 -CATCH BASINS AND MANHOLES I Malnlenance Defect or Problem CondHlon When Malnlenancala Needed Reaulle Expected When Component Maintenance Is Perfonned Structure Sediment Sediment exceeds 60% of tho depth from tho Sump of catch basin contains no bottom of the catch basin to tho invert of tho sediment I lowest pipe into or out of the catch basin or is within 6 inches of tho invert of the lowest pipe imo or out of the catch basin. I Trash and dobris Trash or debris of more than %: cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentiaDy blocking entrance to opening or is blocking capecity of tha catch basin catch basin. by mora then 10%. I Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/3 the depth from the bottom of basin to invert the lowest pipe into or out of tho basin. Dead animals or vegetation that could generate No dead animals or vegetation I odors that could couse complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exooeding 1 cubic foot in No condition present which would volume. sHrect or support the breeding of I insects or rodents. Damage to frame Corner of frame extends more than % inch past Frame is even with rurb. and/or top slab curb 1800 into the street (If applicable). I Top slob hes holes larger than 2 square inches or Top slab is free of holes and cracks. aaeks wider than % inch. Frame not sitting nush on top slob, i.e., Frame is sitting Hush on top slab. sep8IBtion of more than % inch of tho frame from I the top slab. Cracks in walls or Cracks wider than % inch and tonger than 3 foat, Catch basin is sealed and bottom any evidence of soil particles entering catch sbucturally sound. basin through aBeks, or maintenance person I judges that catch basin is unsound. Cracks wider than % inch and longer than 1 foot No cracks mora then 'I, inch wide at at the joint of any lnIotIouHot pipe or eny evidance the joint 01 inleUoutiet pipe. of soil particles entering catch basin through I cracks. SetttemenU catch besin has settled more than 1 inch or hes Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. I Damaged pipe joints Cracks widar than %-inch at tho joint of the No cracks more then Y..inch wida at inlet/outlet pipes or any evidence of soU entering the joint of inlet/outlet pipes. the catch basin at the joint of tho inleUoutiet pipes. I Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as o~, gasoline, conaete slurries or paint. according to applicable regulations. SOurce control BMPs implemented if appropriate. No contaminants present other than 8 surface oil film. I InleUOUtlel Pipe Sediment Sediment filling 20% or more of the pipe. InlotlouHet pipes dear of sediment. accumulation Trash and dobris Trash and debris accumulated in inleUoutlet No frash or dabris in pipes. I pipes (includas Heetebles and non-Hoatobles). Damaged Cracks wider than %-inch at the joint of the No cracks more than Y ... inch wide at inleUoutIet pipes or any evidonoo of soil entering the joint 01 the lnIotIouHet pipe. at the joints of tho inleUoutIet pipes. I I 2009 Surface Water DcsiJlll Manual -Appendix A 1/912009 A-9 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO. 5-CATCH BASINS AND MANHOLES I Maintenance Defect or Problem CondlUon When Maintenance I. Needed Results Expected When Component Maintenance Is Performed Metal Grates Unsete grate opening Grate with opening wider than 7/. inch. Grate opening meets design I (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash end debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design I Any open structure requires urgent standards. maintenance. Manhole Coverllid Covernid not in place Coverllid is missing or only partially in place. Covernid protects opening to I Any open structure require. urgent structura. maintenance. locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Wor1<ing maintenance person with proper toots. Bolts I cannot be seated. Self-tocking covernid does not woll<. Covernid dilficutt to One maintenance person cannot remove Coverllid can be removed and Remove covernid after applying 80 Ibs. oIlifI. reinstaned by one maintenance I person. I I I I I I I I I I 11912009 2009 Surface Water Design Manual -Appendix A A·IO I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONlROL, CONVEYANCE, AND WQ FACILITIES I NO, 6 -CONVEYANCE PIPES AND DITCHES I MaIntenance Defect or Problem CondJtlona When Maintenance Is Needed R .. ulta Expecl8d When Component Maintenance Is Perfonned Pipes Sediment & debris Accumulated sediment or debris that exceeds water flows freely through pipes. I aa:umulatbn 20% 01 the diameter oltha pipe. Vegetetlon/roots Vegetation/roots that reduce free movement of water flows freely through pipes. water through pip ... Contemlnants and Any evidence d contaminants or pollution such Materials removed and disposed of I pollution 88 oil, gasoline, concrete slurries orpelnl accOldlng to applicable "'gulatlons. Souroe control BMPslmplemented If appropriate. No contaminants p ... ent other than a su~ace oD film. I Damage to protective Protedlve coating Is damaged; rust or corrosion Pipe ",pel~ or "'placed. coating orcorroskln Is weakening the 6tructurallntegrity of eny part 01 pipe. I Damaged Any dent that decreases the cross section area of Pipe ",pel~ or "'placed. pipe by mo", than 20% or Is datermlned to have weakened 61ructurallntagrity of the pipe. Ditches Trash and debris T",sh and debris exceeds 1 cubic foot per 1,000 Trash end debris cleared from I squa", leat 01 ditch and slopes. dltohes. Sediment Aocumulated sediment that exceeds 20% of the DRch cleanadmushed of aD sediment ao::umulation design depth. and debris so that It matches design. I Noxious weads Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County person net or the ",moved eccordlng to applicable pubDc. "'9ulatlons. No danger of noxious vegetation where County personnel or tha pubDc might normally be. I Contaminants and Anyavldence ct contaminants or pollution such Materials ",moved and disposed of pollution 8S on. gasoline, concrete slurries or paint aecOid Ing to applicable "'9ulatlons. Souroe control BMPslmplemented If appropriate. No contaminants I present other than 8 surface aU film. Vegetation Vegetation that ~uces free movement olwatar water flows freely through ditches. through dachea. I Erosion damage to Any erosion observed on 8 ditch elope. Slopes are not eroding. slopes Rod< Dnlng out 01 One layer or less of rock extsts above native soli Replace rocks to design standards. place or missing (H area 5 square feet or more, Bny exposed native I Applicable) soli. I I I I I 2009 Surface Water Design Manual -APPendix A \1912009 A-II I I I I I I I I I I I I I I I I I I I I 312212012 o Oldcastle Precast" wwwoldc8atlepmcaat.comlwllsonyllla OILIWATER SEPARATOR (SA-API STYLE) -CLEAN OUT AND MAINTENANCE Gravity API Style OiVWater Separators (SA's) are pretreatment units that segregate and remove POL (petroleum, oils, lubricants), and other floating constituents and some settleable solids from storm water and wastewater streams prior to their entrance into the surface water or wastewater systems. Water processed through a separator can generally be divided into three phases: oiVfloatables, water, and sediment (grit and sludge). As oily water flows through the separator, the IIghter-than-water wastes (floatables) rise to the surface and are held In the separation chamber by baffles until pumped out. OillWater Separators must be inspected and cleaned regularly in order to perform property. For new installations, a monthly or bl-monthly cleaning may be required until the maintenance company can establish a predictable level of POL accumUlation for the facility. Required cleaning may be extended until an optimum pumping frequency is determined. Maintenance Company or Contractor for cleaning must be Authority having Jurisdiction. In addHlon to removing the accumulated oils/lUbricants and solids, the concrete tank should be inspected and noted for any abnormality, i.e., loose piping components, aggregates exposed due to corrosive environment, or any other noticeable defects. After cleaning/inspection, the concrete tank should be filled with clean water to the bottom of the outtet pipe by filling through the ouUet bay side. Clean water introduced in this manner will assist in providing protection from contaminate by-pass from inlet bay to outlet bay. For best performance, H Is recommended the entire tank be filled to flow line with clean water prior to startup to prevent any oilAubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment plant. In general, acids or acid-producing substances should not be allowed to enter separator In large quantities. Acids can contribute to a corrosive effect on concrete and can be a result of excessive sizing or improper cleaning of the separator. The following list provides a guideline for the activities that should be conducted at the time of each cleaning for most units: 1. Recommended Procedures: a. WARNING: The tank is considered a confined space. Do not enter the unit to perform maintenance, unless properly trained and qualified. b. Inspect manhole frames and covers for defects and missing bolts. Check that the gasket Is in place. Proper sealing will prevent escape of gas and odors through the cover. c. Measure and document depth or volume of oils/lubricants at the surface. It should be removed before H reaches a depth of two Inches. Use a long pole to determine sludge build-up on the bottom, judged by resistance felt when you attempt to push the pole to the bottom of the separator. If more than six inches of sludge has accumulated, it requires cleaning out. if excessive sludge buildup is a problem, it may be due to problems with catch basins and grH-chambers upstream of the separator. 1 I I I I I I I I I I I I I I I I I I I d. All debris and floatable materials need to be removed. Excessive debris and floatables can affect the distribution of flow through the separator and may Increase turbulence. e. Before pump-out, observe the liquid level; a low level could indicate a leaky tank, a high level could indicate a plugged fitting or line. It Is highly recommended that the tank be properly vented In both inlet and outlat chamber to minimize gas buildup and help prevent corrosion of the concrete. f. Remove all accumulated oilsllubricants, wastewater, and sludge from the unit and piping/fittings. Use a high pressure cleaning device to dean the interior walls, bottom, top, and Intamal components of the unit. Settled solids should be thoroughly vacuumed to prevent biological breakdown and unwanted releasa of gases. Another method of removal is the use of a skimming device. g. Check for missing grout or caulk seals where baffle/weir walls meet side walls. Repairlreplace as necessary. h. Document the structural and operational condition of the unit and associated equipment. I. After cleaning/inspection, the concrete tank should be filled v.1th clean water to the bottom of the outlet pipe by filling through the ou~et bay side. Clean water introduced in this manner will assist in providing protection from contaminate by-pass from Inlet bay to outlet bay. For best performance, It Is recommended the entire tank be filled to flow line with dean water prior to startup to prevent any oilnubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment plant. 2. Best Practices: a. Educate and train your staff on proper spill prevention practices. b. Keep records of maintenance on site. c. Inspect catch basins, other units and drained areas upstream of separator. The level of solid material In the base of grit chambers should be well below the level of the Invert pipe leaving the catch basin. Make sure paved areas draining into the catch basins are free of large quantities of sand and dirt and other materials that could interfere with the system such as detergents, solvents, and antifreeze agents. These substances cause oils to become more thoroughly mixed with water so that greater quantities of the 011 are dispersed as extremely small droplets, emulsions and even solutions. When in this state, oils have little tendency to separate. d. Dispose of or recycle wasteS/oils per regulated procedures. e. Do not allow corrosive agents to drain Into the separator. 2 ,-------------------------- I I I I I I I I I I I I I I I I I I 3/2212012 o 0IdcastIe Precast· www oldeastl,precastcomlwflsooylllo OIUWATER SEPARATOR (CPS-COALESCING PLATE STYLE) -CLEAN OUT AND MAINTENANCE Gravity Coalescing plate Style OillWater Separators ICPS's) are high performance pretreatment units that segregate and remove POL (petroleum, oils, lubricants), and other floating constituents and some settleable solids from storm water and wastewater streams prior to their entrance into the surface water or wastewater systems. Water processed through a separator can generally be divided into three phases: oil/floatables, water, and sediment (grit and sludge). As oily water flows through the separator, the lighter-than-water wastes (floatables) rise to the surface through the coalescing media and are held in the separation chamber by baffles until pumped out. The feature that makes the CPS style separator 'high performance" is the coalescing plate media that are much more effective In removing small oil droplets. OillWater Separators must be inspected and cleaned regularly in order to perform properly. For new installations, a monthly or bi-monthly cleaning may be required until the maintenance company can establish a predictable level of POL accumUlation for the facility. Required cleaning may be extended until an optimum pumping frequency is determined. Maintenance Company or Contractor for cleaning must be certified by Authority having Jurisdiction. In add~ion to removing the accumulated oils/lubricants and solids, the concrete tank should be inspected and noted for any abnormalities, i.e., loose piping components, aggregates exposed due to corrosive environment, or any other noticeable defects. After cleaninglinspection, the concrete tank should be filled with clean water to the bottom of the outlet pipe by filling through the outlet bay side. Clean water introduced in this manner will assist in providing protection from contaminate by-pass from inlet bay to outlet bay. For best performance, it is recommended the entire tank be filled to flow line with clean water prior to startup to prevent any oil/lubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment plant. In general, acids or acid-producing substances should not be allowed to enter separator in large quant~ies. Acids can contribute to a corrosive effect on concrete and can be a resul! of excessive sizing or Improper cleaning of the separator. The following list provides a guideline for the activities that should be conducted at the time of each cleaning for most units: 1. Recommended Procedures: a. WARNING: The tank is considered a confined space. Do not enter the unit to perform maintenance, unless properly trained and qualified. b. Inspect manhole frames and covers for defects and missing bolts. Check that the gasket is in place. Proper sealing will prevent escape of gas and odors through the cover. c. Measure and document depth or volume of oils/lubricants at the surface. I! should be removed before it reaches a depth of two inches. d. Sludge buildup: Use a long pole to determine sludge build-up on the bottom, judged by resistance fel! when you attempt to push the pole to the bottom of the separator. If more than six Inches of sludge has accumulated, I! requires cleaning out. If excessive sludge buildup is a problem, it may be due to problems w~h catch basins and grit-chambers upstream of the separator. 1 1 I II I I I I I I I I I I I I I I I I I e. All debris and floatable materials need to be removed. Excessive debris and floatables can affect the distribution of flow through the separator and may Increase turbulence. f. Before pump-out, observe the liquid level; a low level could indicate a leaky tank, a high level could indicate a plugged fitting or line. It is highly recommended that the tank be properly vented in both inlet and outlet chamber to minimize gas buildup and help prevent corrosion of the concrete. g. Remove all accumulated oilsllubricants, wastewater, and sludge from the unH and piping/fillings. Use a high pressure cleaning device to clean the interior walls, bottom, top, and internal components of the unH. Settled solids should be thoroughly vacuumed to prevent biological breakdown and unwanted release of gases. Another method of removal is the use of a skimming device. h. Coalescing Plate Media Cleaning Procedures: the coalescing media can be cleaned either while In the tank or after removal from the tank. i. Cleaning in tank: using water hose, direct spray (10-15 psi) into plate spacing and through %" diameter holes on top of the plates. Then, using a vacuum suction hose, remove all sediment and oily contaminants that are flushed out and properly dispose of per regulated procedures. ii. Cleaning after removal from tank: care should be taken in handling plastic media plates, as they can be fragile. Place media plates on impervious surface lined with 6 mil plastic surrounded by a berm to prevent discharge of contaminated water into surface groundwater. Flush media plates with water hose (10-15 psi) to remove oil coating or sludge from between plates, then properly dispose of per regulated procedures. iii. Reinstall media plates to original position, making sure foam wedges and 1/2" diameter pipes are snug and securely in place i. Check for missing grout or caulk seals where bafflelweir walls meet side walls and floor, and repair/replace as necessary. j. Document the structural and operational condHion of the unH and associated equipment. k. After cleaning/inspection, the concrete tank should be filled with clean water to the bottom of the outlet pipe by filling through the outlet bay side. Clean water Introduced in this manner will assist In providing protection from contaminate by-pass from Inlet bay to outlet bay. For best performance, it is recommended the entire tank be filled to flow line with clean water prior to starlup to prevent any oilliubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment plant. 2. Best Practices: a. Educate and train your staff on proper spill prevention practices. b. Keep records of maintenance on sHe. c. Inspect catch basins, other units and drained areas upstream of separator. The level of solid material in the base of grit chambers should be well below the level of the invert pipe leaving the catch basin. Make sure paved areas draining into the catch basins are free of large quantities of sand and dirt and other materials that could interfere with the system such as detergents, solvents, and antifreeze agents. These substances cause oils to become more thoroughly mixed wilh water so that greater quantities of the oil are dispersed as extremely small droplets, emulsions and even solutions. When in this state, oils have little tendency to separate. d. Dispose of or recycle wastes/oils per regulated procedures. e. Do not allow corrosive agents to drain into the separator. 2 I I I I I I I C(~NTECH' ENGINEERED SOLUTIONS Storm Filter Inspection and Maintenance Procedures The Stormwater Mllnagem& StormFilter' ,I I I I I I I I I I I I I I I I I I I I Maintenance Guidelines The primary purpose of the Stormwater Management StormFilter" is to filter and prevent poilutants frorn entering ollr waterways. I.ike any etlective filtration system, periodically these pollutants must be removed to restore the StonnFilter to its full efficienc.yand ettectivenes.<;. Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. Maintenance activities may be required in the event of a chemical spill or due to excessive sediment loading from site erosion or extreme stonns. It is a good practioe to inspect the system after major stonn events. Maintenance Procedures Although there are many effective maintenance options, we believe the following procedure to be efficient, using common equipment and existing maintenance protocols. The following two-step procedure is recommended:: t. Inspection • Inspection of the vault interior to determine the need for maintenance. 2. Maintenance • Cartridge replacement • Sediment removal Inspection and Maintenance Timing At least one scheduled inspection should take plaoe per year wtth maintenance following as warranted. First, an inspection should be done before the winter season. During the inspection the need for maintenance should be determined and, if disposal during maintenanoe will be required, samples of the accumulated sediments and media should be obtained. Second, if warranted, a maintenance (replacement of the filter cartridges and removal of accumulated sediments) should be perfonned during periods of dry weather. 2 In addition to these two activities, it is important to check the condition of the StormFilter unit after major storms for potential damage caused by high flows and for high sediment accumulation that may be caused by localized erosion in the drainage area. It may be necessary to adjust the inspectiorV maintenance schedule depending on the actual operating conditions encountered by the system. In general, inspection activities can be conducted at any time, and maintenance should occur, if warranted, during dryer months in late summer to early fall. Maintenance Frequency The primary factor for determining frequency of maintenance for the StormFilter is sediment loading. A properly functioning system will remove solids from water by trapping particulates in the porous SUuctUiC of the filler media inside the cartridges. The flow through the system will naturally decrease as more and more particulates are trapped. Eventually the flow through the cartridges will be low enough to require replacement. It may be possible to extend the usable span of the cartridges by removing sediment from upstream trapping devices on a routine as-needed basis, in order to prevent material from being re-suspended and discharged to the StonnFilter treatment system. The average maintenance lifecycle is approximately 1-3 years. Site conditions greatly influen:.:e maintenance requirements. Storm Filter units located in areas with erosion or active construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. Regulatory requirements or a chemical spill can shift maintenanoe timing as well. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after major stonns. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual StonnFilter system or site. It is recommended that the site owner develop a database to properly manage StonnFilter inspection and maintenance programs .. I I I I I I I I I I I I I I I I I I I Inspection Procedures The primary goal of an inspection is to assess the condition of the cartridges relative to the level of visual sediment loading as it relates to decreased treatment capadly. It may be desirable to conduct this inspection during a storm to obsente the relative now through tile filter cartridges. If the submerged cartridges are severely plugged, then typicany large amounts of sediments will be present and very little flow will be discharged trom the drainage pipes. If this is the case, then maintenance is warranted and the. cartridges need to be replaced. W;rnl;~: In the case ofas~iII, the ~rke7shoUia abOrt:;--l inspection activities until the proper guidance is obtained. I Notify the local ha~ard control agency.and Contech Engineered I Solutions immediately. ~--------~ To conduct an inspection: fimportant: Inspectl~-n-sh-o-u-Id-b-e' performed by a person J I who is fa.m. iliar with the operation and configuration of the StormFilter treatment unit. .. ----.. --- 1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic .. 2. Visually inspect the external condition of the unit and take notes conceming delecWproblems. 3. Open the access portals to the vault and allow the system vent. 4. Without entering the vault, visually inspect the inside of the unit, and note accumulations of liquids and solids. 5, fle sure to record the level of sediment build-:Jp on the 110m of the vau~, in the forebay, and on top of the cartridges. If flow is occurring, note the Ilow of water per drainage pipe. Record all observations. Digital pictures are valuable for historical documentation. 6. Close and fasten the access portals. 7. Remove safety equipment. 8. If appropriate, make notes abOut the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 9. Discuss conditions that suggest maintenance and make decision as to weather or not maintenance is needed. Maintenance Decision Tree The need for maintenance is typkal~ based on resul~ of the inspection. The foUowing Maintenance Decision Tree should be used as a general guide. (Oiher facto~, such as RegulatolY Requirements, may need to be considered) 1. Sediment loading on the vault floor, •. If >4" of accumulated sediment, maintenance is required. 2. Sediment loa<:iing on top of the cartridge. a. If >1/4" of accumulation, maintenance is required. 3. Submerged cartridges. a. If >4" of static water abOve cartridge bOttom for more than 24 hours after end of rain event, maintenance is required. (catch basins have standing water in the cartridge bay.) 4. Plugged media. a. If pore space between media 'granules is absent, maintenance is required. 5. Bypass (onditlon. a. If inspection is conducted during an average rain fall event and StormFilter remains in bypass condition (water over the intcrrwl outlet baffle wall or submerged cartridges) .. maintenance is required. 6. Hazardous material release. tl. !f hazardous material release (automotive fluids or other) is reported, maintenance is required. 7. Pronounced scum line. a. If pronounced scum line (SCiy;?: 1/4" thick) is present above top cap, maintenance is required. 8. calendar lifecyde. a. If system has not been maintained for 3 years 3 I I I I I I I I I I I I I I I I I I I Maintenance Depending on the configuration of the particular system, maintenance personnel will be required to enter the vault to perform the maintenance. [ Important: Ifval-JI-t e-n-tr-y-'-;s-,-e-qu-;.-re-d, O~HA roles tor centiced] space entry must be followed. -------------------- filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flews is occurring. Replacement cartridges can be delivered to the site or customers facility. Information concerni ng how to obtain the replacement cartridges is available from Conteeh Engineered Solutions. Warning: In the case of a spill, the maintenance per.;onnel should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Conteeh Engineered Solutions immediately. To conduct cartridge replacement and sediment removal maintenance: 1. If applicable, set up safety equipment to protect maintenance personnel and pedestrians from site hazards. 2. Visually inspect the external cond~ion of the unit and take notes concerning defects/problems. 3. Open the door.; (access portals) to the vault and allow the system to vent 4. Without entering the vault, give the inside of the unit, including components, a general condition inspection. 5. Make notes about the extemal and internal condition of the vault. Give particular attention to recording the level of sediment build-up on the 1I0or of the vault. in the forebay, and on top of the intemal components. 6. Using appropriate equipment offload the replacement cartridges (up to 150 Ibs. each) and set aside. 7. Remove used cartridges from the vault using one of the following methods: Method 1: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lifting (removal), Disconnect each iilter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a tum. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access. Using appropriate hoisting equipment, attach a cable from the boom. crane, or tripod to the loose cartridge. Contact Conteeh Engineered Solutions for suggested attachment devices. B. Remove the used cartridges (up to 250 Ibs. each) from the vault. Impoitant:'Care ';;ust be.used,toavO;dciamaging. the .- cartndges during remoVal and installation. The cOst of repairing comp6nents~amaged duringmairimrianceiNili be the responsibilitY 6f tlieowner. --------------~ c. Set the used cartridge aside or load onto the hauling truck. D. Continue steps a through c until all cartridges have been removed. Method 2: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lilting (removal). Disconnect each (ilter cartridge (rom the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vaultaccess. B. Unscrew the cartridge cap. C Remove tile cartridge hood and float. D. At location under structure access, tip the cartridge on its side. E. Empty the cartricge onto the vault floor. Reassemble lhe empty cartridge. F. Set the empty, used cartridge aside or load onto the hauling truck. G. Continue steps a through e until all cartridges have been removed .• I I I I I I I I I I I I I I I I I I I 8, Remove accumulated sediment from the floor of the vault and from the forebay. This can most effectively be accomp6shed by use of a vacuum truck. g. Once the sediments are removed, assess the condition of the vault and the cond~ion of the connectors. 10. Using the vacuum truck bOom. crane, or tripod, lower and install the new cartridges. Once again, take care not to damage connections .. 11. Close and fasten the door. 12. Remove safety equipment. 13. Finally, dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used eDIIIl)' cartridges to Contech Engineered Solutions. Related Maintenance Activities· Performed on an as-needed basis StormFilter units are often just one of many structures in a rriore comprehensive stormwater drainage and treatment system. In .order for maintenance of the Storm Filter to, be successful, it is imperative that all other components be properly maintained. The maintenance/repa~ of upstream fac~ities should be carried out prior to StormFilter maintenan", activities. In addition to considering upstream facilities, it is also important to.correct any prob1ems identified 'in the drainage area._ Drainage area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials. Material Disposal The accumulated sedment found in stormwater treatment and conveyance systems must be handled and disposed of in accordan", IMth regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products). Areas IMth the greatest potential for high poDulant loading include industrial areas and heavily traveled roads. Sediments and water must be disposed of in accordance IMth aD applicable waste disposal regulations. When scheduling maintenance, consideration must be made for the disposal of solid and 6quid wastes. This typically requires coordination with a locallandfil! for solid wa'ste disposal, Fei liqUid was:e disposal a number of options are available induding a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. -"j.' ,: , , , , . I "1 5 I I I I I I I I I I I I I I I I I I I Inspection Report Date: Personnel: location: _________ System Size: ________________________ _ System Type: Vault 0 Cast-In-Place 0 Unear Catch Basin 0 Manhole 0 Other 0 Sediment Thic~ness in Forebay: Date: Sediment Depth on Vault Floor: _______________________________ _ Structural Damage: Estimated Flow from Drainage Pipes (if available): ________________________ _ Cartridges Submerged: Yes 0 No 0 Depth of Standing Water: ______________ _ StormFilter Maintenance Activities (chec~ off if done and give description) 0 Trash and Debris Removal: 0 Minor Structural Repairs: 0 Drainage Area Report Excessive Oil Loading: Yes 0 No 0 Source: Sediment Accumulation on Pavement: Yes 0 No 0 Source: Erosion of Landscaped Areas: Yes 0 No 0 Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. I I StormFilter Maintenance Report Date: _________________ P~nn~: ______________________________________________ __ I Location: ________________ System Size: ____________________________________________ _ System Type: Vault 0 cast-In-Place 0 Unear catch Basin 0 Manhole 0 Other 0 I Ust Safety Procedures and Equipment Used: ________________________________________________ _ I I I I I I I I I System Observations Months in Service: Oil in Forebay (if present): Yes 0 No 0 Sediment Depth in Forebay (if present): Sediment Depth on Vault Floor. Structural Damage: Drainage Area Report Excessive Oil Loading: Yes 0 No 0 Source: Sediment Accumulation on Pavement Yes 0 No 0 Source: Erosion of Landscaped Areas: Yes 0 No 0 Source: Storm Filter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes 0 No 0 Details: Replace cartridges: Yes 0 No 0 Details: Sediment Removed: Yes 0 No 0 Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes 0 No 0 Details: Residuals (debris, sediment) Disposal Methods: ________________________________________________ _ I Notes: I I I I I I I I I I I I I I I I I I I I I I I -------------- «:>2015 CONTECH ENGINEERED SOLUTIONS LLC. 800-338·1122 www.ContechES.com All Rights Reserved. Printed in the USA. A RECYClED ~ ...... Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit contech-cpi.com or call 800.338.1122. Support • Drawings and specifications are available at www.conteches.com . • Site-specific design support is available from our engineers. StormFilter Inspection and Maintenance Procedures 10/15 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED I<S AN EXPRESSED WARRANT Y OR AN IMPUED WARRANT Y OF MERCHANTABILITY OR FITNESS FOR AN Y PARTICULAR PURPOSE. SEE THE CONTEOi STANDARD CONDmONS OF SAlE (VIEWABLE AT WWW.CONTECHES.COM/COS I FOR MORE INFORMATION. 800.338.1122 www.conteches.com I I I I I I I I I I I I I I I I I I I Appendix E City of Renton Sensitive Areas Mapping ------------------- ------------------- \ I '. Information Technology -GIS mapsupport@rentonwa.gov, Prlnted,on: 11/1212014 Data Sources: City of Renton, King County This document Is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Coordinate Syst.m: NAO 1983 HARN Stat.Plane washington Nof/h FIPS 4601 Feet Projoctlon: Lambort Conformal.COItic Oatum: North Amorlcan 1983 HARN ¢:j~ Renton City Limits ~ Education <& Fire Station lID, Valley Medical Center , ., City of Renton Sensitive Areas ,;".,.-,' • ,+ 1 , , o Aquifer Protection LJ Zone 1 @. Zone 1 Modified ~ .. I Zone 2 ,~~.J ------------------- Information Technology. GIS mapsupport@rentonwa.gov, Printed on: 11/1212014 Data Sources: City of Renton.·King County This documenlls a graphic representation. not guaranteed , to survey accuracy, and is based on the best information available as of the. date shown. This map islritended for City display purposes only. Cooittin.i. sjsrem: NAD 1983 HARN StatePiane WlJshington 'North FIPS46()1 Feet PrtIjoc/lon: Lambert Conformal Conic DatUm: North Amorlcan 1983 HARN ~ F.i ~ m, Renton City Limits Education' Fire Station Valley Medical Center City of Renton Sensitive Areas o Coal Mine Hazards Severity • HIGH M MODERATE Iii UNCLASSIFIED ------------------- Information Technology -GIS mapsupport@rentonwa.gov Printed on: 11/1212014 Data Sources: City of Renton, King County This document IS.9 graphic representation,. not guaranteed to survey accuracy, and is based ontliebest information available as of the. data shown. This map is intended ·for City display purposes only. COoniinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feel Pro]octlon: Lambott Confonnal Conic Datum: Notth AmorlcDn 1983 HARN r;J'jRenton City Limits .,.. . r!ii Education ~ Fire Station m.. Valley MedlcaLCenter City of Renton Sensitive Areas '. '--\"-~"''' ~~; ... ). .. o Erosion Hazard Severity ~ High take Waslllllgton Lake Youllgs U_JJ[:rl~~~fji::;:::.::J[LU::;~:l6=Jd~ULu:r~~t~~~L-=:::=j~~~~~~eJ~ Data s"""",,: City of Renton. FEMAFIRM ,e_"'ay 18. 1995. Cedar RIver !toad haZOtd area updated with FEMA CedM RI .... er LOMR (e.-No. 06-1Q.SS69P,e_ Oec«nbe< 4.2006 . Effective FEMA Flood Insurance Rate Map .Leg~nd ... _-. t __ 'i:Renton City Umlts I·,,;·:: JZona AE. A. AH. AO • RegulatolY o ZOne X -Non Reg\I'Btory o 0.25 0.5 1 Miles I This dCcumcn1' •• g".,.,1c _nllllion. not_toed to survey accuracy. and II based on the best lnformstion available as of the date shown. This map i3 intended for CIty d'splOy purposes only. ------------------- Infonnation Technology -GIS mapsupport@~entonwa.gov Printed on: 11/1212014 Data Sources: City of REmlon. King County This document Is a graphic representation. not guaranteed to survey aCcuracy. and Is based' on.thebesl information available. as of the date shown. This map is intended for City display pu~ses only. Coordln.t. System: NAO 1983 HARN StatePlllne Washington NoTth FIPS46()1 Foet ProJection: /.Dmbort Confonnal.C<mlc OIitum: North Amorlt:.n 1983 HARN <; "r·· ~I~ Renton City Limits F.i. Education <§). Fire Station GJ. Valley Medical Center City of Renton Sensitive Areas Landslide Hazard Severity 'M Very High M, High (;;:~ Moderate • Unclassified o Cit}.O~, '.~ ®lllJ~)]lO ----------~.~ ------------------- Infonnalion Technology -GIS mapsupport@rentonwa.gov Printed.on: 11/1212014 Data Sources: City of Renton, Klng County This document is a graphic representation, not guaranteed to surVey accuracy, and is based' on the best infonnalion available as of the. date shown; This map is intended for City display purposes only. Coonfin.te System: NAD 1983 HARN S/atePlane Washington NoltIr FIPS 4001 F88/ ProjoctJon: /.ambort Conformal. Conic OnIum: NorthAmortcan 1983 HARN ,~j ""S. I!iI ~ III· Renton City Limits Education Fire Station Valley Medical Center City of Renton Sensitive Areas Steep Slopes Percent Range >15% & <=25% o >25% & <=40.% ... >40%& <=90% .. >90% I S&EE I I I I GEOTECHNICAL REPORT I PROPOSED APRON "Au UPGRADE RENTON AIRPORT I S&EE JOB NO. 1509 JANUARY 5, 2016 I I I I I I I I I JoloN •. 1509 S&EE I I I I I I I I I I I I I I I I I I I I S&££ I ' SOIL & ENV[RONMENT AL ENGINEERS, INC. I. _ , __ . [6625 Redmond Way, Suite M 124, Redmond,Washington.98052, ~~:lY'!y'.Soil~nvironmental.com(4251868.5868 , Mr. Terry L,ltic Construction Manager The Boeing Company CC: Mr. Michael Sullivan, PE, Mr. Darren Murata, PE Mr. Travis Neu, PE Dear Terry: January 5,2016 Geotechnical Report Prpp,os,ed Apron "A" Upgrade Renton AirpOrt We are pleased to present herewith our Geotechnical Report,for the ,referenced project. Our services were authorized via worlf ord~r No. 22 jl20 111150 I ~6, ",!d liaveoeen performed in accordanc~ with our proposal d.ated September 14, 2015. We appreciate the opportunitY to provide our serviCes. Should you have any questions regarding the contentS; of .this report or require additional information. please 'let me know anytime. IS09rp! Very truly yours. SOIL & ENVIRONMENTAL ENGINEERS. INC. C. J.Shin;Ph,D., P.E. President S&EE ,-------------:-------------------------------------------- I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Section 1.0 INTRODUCTION ....... _ ................................................................................... _ .......... _ ......................... 1 2.0 SCOPE OF WORK ............................................................................................................................................... 1 3.0 SITE CONDITIONS ............................................................................................................................................. 2 3.1 SITE HISTORY & GEOLOGY ........................................................................................................................... 2 3.2 SURFACE CONDITIONS ................................................................................................................................... 3 3.3 SUBSURFACECONDmONS .......................................................................................................................... .4 3.4 GROUNDWATER CONDmONS ..•....•..........................................................................................•............•.... 4 4.0 LABORATORY TESTING ................ ; .......................................................................................................... _ .. 4 5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS ....................................................... __ 5 5.1 FOUNDATION SUPPORT ....................................•.....•....•....•.•..•....•..•...•..•........................................................ 5 5.1.1 SPREAD FOOTING DESIGN ........................................................................•......•.........•........................... 5 5.1.2 FOOTING CONSTRUCTION ...................................................................................................................... 5 5.2 SLAB-ON-ORADE OR LOAD-SUPPORTING MATS ..................................................................................... 6 5.3 UNDERGROUND UTILITY CONSTRUCTION ...•....•....•.........•.........•.........•....•............................................. 6 5.3.1 TEMPOJURYSWPEANDSHORlNG ........................................................................................................ 6 5.3.2 SUBGJUDE PREPAJUTION ............................................................................................•...........•............. 7 5.3.3 DEWATERING ............................................................................................................................................ 7 5.3.4 BUOYANCY RESISTANCE ......................................................................................................................... 8 5.3.5 STRUCTUJUL FlU .................................................................................................................................... 8 5.4 LATERAL EARTH PRESSURES ON UNDERGROUND W ALLS ................................•..•.•....•....•....•............ 9 5.5 PAVEMENT RECOMMENDATIONS ............................................................................................................ 10 5.5.1 SUBGJUDE PREPAJUTlON .....................................................................................•.............................. 10 5.5.2 PAVEMENT DESIGN ................................................................................................................................ 11 5.6 SEISMIC CONSIDERATION AND HAZARD ......................................................................•....•......•..•......... 11 5.7 ADDITIONAL SERVICES ............................................................................................................................... 12 6.0 CLOSURE ............................................................................................................................................................. 13 FIGURE 1: SITE LOCATION MAP FIGURE 2: SITE & BORING LOCATION PLAN FIGURE 3: SITE HISTORY MAP FIGURE 4: LIQUEFACTION MAP APPENDIX A: LOG OF PREVIOUS EXPLORATIONS APPENDIX B: LABORATORY TEST RESULTS IS09rp1 S&EE I I I I I I I I I I I I I I I I I I I REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED APPRON "A" UPGRADE RENTON AIRPORT For The Boeing Company 1.0 INTRODUCTION We present in this report the results of our geotechnical investigation for the proposed Apron "A" Upgrade project at Renton Municipal Airport. The project site is located in the eastern portion of the airport. A Site Location Map is shown in Figure I and a Site & Exploration Plan is shown in Figure 2, both are included at the end this report. We understand that the project will upgrade the existing Apron "A" for airplane parking and post-manufacture processing. The upgrade will include expansion of the apron on north and east sides; widening the existing road leading to the Compass Road; installation of a few light-weight structures such as office trailers, crew shelters and storage sheds; installation of new blast fences or relocation of existing fences; and construction of new underground utility lines and vaults. The depth of the utility lines will be around 3 to 7 feet and the depths of the vaults may range from 6 to 15 feet. Minor grading will also be perfornied. This includes about 1.5 to 2 feet thick of new fill in a narrow strip at the eastern boundary. 2.0 SCOPE OF WORK The purpose of our investigation is to provide geotechnical parameters and recommendations for design and construction. Specifically, the scopes of our services have included the followings: 1. Exploration of the subsurface conditions at the project site by the drilling of 10 soil test borings. 2. Exploration of the groundwater conditions by the installation of a groundwater monitoring 3. 4. ISOSIpI well. Engineering evaluations and recommendation regarding the following: Foundation support Excavation shoring and dewatering Pavement sections for new apron and extension to compass road. Underground utility design and construction Earthworlc Meeting and communication; S&:EE I I I I I I I I I I I I I I I I I I I S. Preparation of this geotechnical report. 3.0 SITE CONDITIONS 3.1 SITE HISTORY & GEOLOGY Renton Municipal Airport is located at the south end of Lake Washington. Figure 3 shows that the northern portion of the airport was once under the lake. The Black River used to run out of the lake, flowed south through the site vicinity and then veered wesl In 1911, Cedar River flooded Renton. In the following year the town dug a 2000-foot-Iong, SO-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington, in the hope of avoiding floods in the future. From July to October 1916, the construction of the Lake Washington Ship Canal lowered Lake Washington S.S feet. In the process, the Black River dried up, and the outfall from Lake Washington became the ship canal (reference: Suzanne Larson, History of the Lake Washington Ship Canal, King County Arts Commission, 1975, introduction, 23.) During WW II, the site area was leveled by up to S feet thick of fill. The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and unconsolidated in the upper SO feet and become compact thereafter. Published geologic information (Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the alluvial soils are underlain by Arkosic sandstone. S&EE performed a few soil test borings in 2012 - 2013 at North Bridge site located at the north end of Cedar River (see Figure 3). These borings found glacially deposited and consolidated soil (hard silt) at depths of about ISO to 170 feel Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seismic Hazards The project site is under the threat of two types of earthquakes -crustal and subduction zone events. The former will result from the movement of the Seattle Fault. This fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide (north-south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson, et al., 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about I, I 00 years ago, and the earthquake it produced was on the order ofa magnitude 7.S. The Cascadia subduction zone (also referred to as the Cascadia fault) is a convergent plate boundary that 1S()9rpt 2 S&EE I I I I I I I I I I I I I I I I I I I stretches from northern Vancouver Island to northern California. It is a very long sloping subduction zone fault that separates the Juan de Fuca and North America plates. This fault can generate mega earthquakes having a magnitude of 9 or above. Our previous studies at Boeing Renton Plant have shown that due to its long period/duration, subduction zone earthquakes would cause more severe liquefaction hazard than earthquakes generated by the nearby Seattle fault. A liquefaction map (Fignre 4: Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen Palmer) indicates that the project area has high liquefaction susceptibility. 3.2 SURFACE CONDITIONS The project site is bordered by airport runway to the west and Perimeter Road to the east. The road runs along the top of the levy that borders Cedar River to the east. The northwest corner of Apron A connects to Compass Road. The majority of Apron "An is covered with concrete and asphalt pavements. The ground surfaces at the north and east sides of the apron are covered with grass lawn. The pavement is in fair conditions. There are some small cracks but no obvious signs of distress. The site surface is very flat. A drainage swale is present along the eastern boundary. The bottom of the swale is about one to two feet below the apron. The top of the levy is about 6 to 7 feet above the apron surface. On September 17 and 18,2015, we explored the subsurface condition at the site by the drilling of 10 soil test borings and the installation of one groundwater monitoring well. The locations of these borings are shown on Figures 2 -Site & Exploration Plan. The ground surface conditions are summarized below. Boring Number Ground Surface Condltion B-1 IS inches thick concrete B-2 4 inches thick asphalt B-3 5 inches thick asphalt B-4 Grass B-5 Grass B-6 8 inches thick Concrete B-7 2 inches thick asphalt over 7 inches thick concrete B-8 9 inches thick concrete B-9 10 inches thick concrete B-IO 8 inches thick concrete \S09rpt 3 S&EE I I I I I I I I I I I I I I I I I I I 3.3 SUBSURFACE CONDITIONS The boring logs are included in Appendix A of this report. The subsurface conditions at the site include fill over native soils. The fill ranges from about 3 to 8 feet in thickness and includes sand, silty sand and silt In general, these soils are at least medium dense or medium stiff in the upper 5 feet and appear to have been placed with some compaction. The exception to this was encountered at Borings B-5 where soft silt is present from the ground surface downward. The native soils below the fill include sand, silty sand and silt. In general, these soils are very loose to loose or very soft to soft. Based on our knowledge of the subsurface conditions in the region, we believe that these soils are underlain by glacially deposited soils a depth of about ISO to 170 feet. 3.4 GROUNDWATER CONDITIONS We installed a groundwater monitoring well in borehole B-3B after the drilling was complete on September 18,2015. On September 21, 2015, we measured the depth of groundwater table at 6 feet 2 inches below the ground surface. Based on our experience with the subsurface conditions in the site vicinity, we believe that the depth of groundwater is affected by the river level and precipitation. We expect that the groundwater may fluctuate between 4 to 7 feet below ground surface. 4.0 LABORATORY TESTING The soil sample at the depth of 27.5 feet from Boring B-3B was transported to our sub-contracted laboratory, Materials Testing & Consulting, for consolidation testing of a peaty soil. The soil properties were used in the evaluation of consolidation (long-term) settlement. The test results are included in Appendix B. l509rpt 4 S&EE I I I I I I I I I I I I I I I I I I I -------------------------------------_. S.O ENGINEERING EVALUATIONS AND RECOMMENDATIONS 5.1 FOUNDATION SUPPORT 5.1.1 SPREAD FOOTING DESIGN We recommend that the proposed blast fences and other light-weight structures be supported by spread footings which can be designed with an allowable bearing load of 1,500 pounds per squire feet (pst). This value includes a safety factor of at least 3, and can be increased by one-third for wind and seismic loads (no increase for blast loads). Based on our estimate, short-tenn (less than a year) settlement should be about 112 inch, and long-tenn settlement should be about one inch. Lateral Resistance: Lateral resistance can be obtained from the passive earth pressure against the footing sides and the friction at the contact of the footing bottom and bearing soil. The former can be obtained using an equivalent fluid density of 230 pounds pct; and the latter using a coefficient of friction of 0.5. These values include a safety factor of 1.5. 5.1.2 FOOTING CONSTRUCTION We recommend that footing subgrades be inspected by our site inspector. In the event that soft, wet or organic soils are present at or near subgrade level, we will provide recommendations regarding over- excavation and/or other method of subgrade stabilization such as the use of geotextile. The contractor should prepare to compact the subgrade with a compactor that weighs at least 800 pounds. The subgrade soil should have adequate moistore content (within +1-2% from optimum) at the time of compaction. A 6-inch thick crushed rock layer should be installed at the bottom of the footing. The crushed rock should have an adequate moistore content (+1-2% from optimum) at the time of placement, and be compacted to a ftrlO and non-yielding condition using the same compactor. Exterior footings should be founded at least IS inches below the adjacent finished grade to provide protection against frost action. In the event thickened-edges to be constructed, the slope connecting the slab and footing should be 3H: I V or flatter. The flat slope is to prevent subgrade disturbance during rebar installation. IS09rp1 5 S&EE I I I I I I I I I I I I I I I I I I I 5.2 SLAB-ON-GRADE OR LOAD-SUPPORTING MATS Slab-on-grade or load-supporting mats can be designed using a subgrade reaction modulus of 100 pounds per cubic inches (PCi). Similar to footing subgrade preparation, all slabs and mats should be underlain by a 6-inch thick crushed rock layer. The crushed rock should have an adequate moisture content (+1-2% from optimum) at the time of placement, and be compacted to a firm and non-yielding condition using a compactor that weighs at least 800 pounds. Again, if thickened edges are to be installed, the slope between the slab and thickened edges should be 3H: 1 V or flatter. 5.3 UNDERGROUND UTILITY CONSTRUCTION 5.3.1 TEMPORARYSLOPEANDSHORlNG Temporary cuts can be sloped at 1 H: 1 V above the groundwater table, and shoring is likely required below the groundwater table. A variety of shoring methods has been used at Boeing Renton Plant, including trench boxes, steel sheets, timber lagging, and steel sheetpile. We recommend the following soil parameters for any shoring method that requires structural designs. • • • • • • Soil's total unit weight: 130 pef (pounds per cubic feet) Soil's buoyant unit weight: 60 pef Active soil pressure: 45 pef, equivalent fluid density, above groundwater table Active soil pressure: 21 pef, equivalent fluid density, below groundwater table Passive soil pressure: 190 pef, equivalent fluid density, above groundwater table (include 1.5 safety factor) Passive soil pressure: 80 pef, equivalent fluid density, below groundwater table (include 1.5 safety factor) Please note that imbalanced hydrostatic pressure should be added to the active side. The pressure will depend on the type of dewatering method. A 2 feet over-excavation at the passive side should be considered in the design. IS09rpt 6 S&EE I I I I I I I I I I I I I I I I I I I 5.3.2 SUBGRADE PREPARATION All loose soil cuttings should be removed prior to the placement of bedding materials. Wet and loose subgrades should be anticipated. The contractor should make efforts to minimize subgrade disturbance, especially during the last foot of excavation. Subgrade disturbance in wet and loose soil may be inevitable, and stabilization is necessary in order to avoid re-compression of the disturbed zone. Depending on the degrees of disturbance, the stabilization may require a layer of quarry spalls (2 to 4 inches or 4 to 6 inches size crushed rock). Based on our experience at Boeing Renton plant, when compacted by a hoepac, a 12 to 18 inches thick layer of spalls would sink into the loose and soft subgrade, interlock and eventually form a stable subbase. A chocker stone such as 1-114" clean crushed rock should be installed over the quarry spalls. This stone should be at least 6 inches in thickness and should be compacted to a fmn and non- yielding condition by a vibratory compactor that weighs at least 800 pounds. In the event that soft silty soils above groundwater table are encountered at subgrades, the subgrade should be over-excavated for a minimum of 6 inches. A non-woven geotextile having a minimum grab tensile strength of 200 pounds should be installed at the bottom of the over-excavation and the over-excavation be backfilled with 1-114" minus crushed rock. The material should be compacted to a firm a non-yielding condition by the same compactor. 5.3.3 DEWATERING Dewatering will be required for excavations deeper than the groundwater table. Since the depth of groundwater will fluctuate with seasons and precipitation, we recommend that the contractor measure the depth prior to excavation. A groundwater monitoring well is available at Borings B-3B (see Figure 2 for location). Based on our experience with the similar subsoils, we believe that for excavation shallower than S feet, dewatering can be successful using local sumps. The contractor should install sumps at locations and spacing that are best fitted for the situation. To facilitate drainage, the sump holes should be at least 2 feet below the excavation subgrade. Also, the granular backfill around the sump should make hydraulic connection with the crushed rock and quarry spalls placed for subgrade stabilization. For excavation deeper than S feet, our experience at Boeing Renton Plant has shown that well-points at S to 8 feet spacing bad provided adequate dewatering. We suggest that the contractor retain a dewatering specialist for a detailed dewatering design. IS09rpt 7 S&EE I I I I I I I I I I I I I I I I I I I 5.3.4 BUOYANCY RESISTANCE The subsoils below groundwater table will liquefy during strong earthquakes. As such, buoyancy force should be considered in the design. If the self-weight of the structure and equipment is insufficient to resist the buoyancy force, an extended base can be considered for additional resistance. In this case, the additional resistance can be calculated using the weight of the soil above groundwater table and above the extended base. A soil's unit weight of 120 pounds per cubic feet (pet) can be used for this purpose. Sidewall friction should be ignored. 5.3.5 STRUCTURAL FILL Structural fill should be used for all backfill. The Structural fill materials should meet both the material and compaction requirements presented in Section IS09rpt Material Requirements: Structural fill should be free of organic and frozen material and should consist of hard durable particles, such as sand, gravel, or quarry-processed stone. The onsite granular soils above the depth of 3 feet are suitable on a select basis. The soils below groundwater table are not suitable. Suitable imported structural fill materials include silty sand, sand, mixture of sand and gravel (pitrun), recycled concrete, and crushed rock. All structural fill materials should be approved by a site inspector from our office prior to use. Please note that recycled concrete often has a fmes content exceeding 20"10, making the material sensitive to moisture. As such, the material may be difficult to use in wet winter months. Placement and Compaction Requirements: Structural fill should be moisture-conditioned to +1- 2% from optimum prior to placement. The material should then be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and number of passes made by the equipment. Structural fill should be compacted to a firm and non-yielding condition, at least 95% of the maximum dry density as determined using the ASTM 0-1557 test procedures, or standard dictated by project specifications. 8 S&EE I I I I I I I I I I I I I I I I I I I 5.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS Lateml earth pressures on pennanent retaining walls, underground vaults or utility trenches/pits, and resistance to lateml loads may be estimated using the recommended soil pammeters presented in the following table. Structural fill and 45 60 200 native soils Note: Hydrostatic pressures are not included in the above lateral earth pressures. of Frlctioll . at Base 0.4 The at-rest case applies to unyielding walls, and would be appropriate for walls that are structuIally restmined from Iateml deflection such as basement walls, utility trenches or pits. The active case applies to walls that are pennitted to rotate or Imnslate away from the retained soil by approximately 0.002H to 0.OO4H, where H is the height of the wall. The passive earth pressure and coefficient of friction include a safety factor of 1.5. SURCHARGE~UCEDLATERALLOADS Additional lateml earth pressures will result from surcharge loads from floor slabs or pavements for parlcing that are located immediately adjacent to the walls. The surcharge-induced lateml earth pressures are uniform over the depth of the wall. Surcharge-induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pressure (in psi) by the active earth pressure coefficient (Ka). The value ofKa may be taken as 0.36. The surcharge-induced lateml pressures for the "at-rest" case are similarly calculated using an at-rest earth pressure coefficient (1(0) of 0.5. IS09rpt 9 S&EE I I I I I I I I I I I I I I I I I I I ---------- 5.5 PAVEMENT RECOMMENDATIONS 5.5.1 SUBGRADE PREPARATION Apron Expansion to the North and Roadwav Widening: Our boring data show that the majority of the near-surface subsoil in these areas is soft silt that did not receive any consolidated in the past. As such, the soil has a low shear strength, and will require improvement/stabilization prior to the installation of pavement sections. We recommend that the new pavement areas first be stripped of vegetation and topsoil. The subgrade should then be proof-rolled to identify areas of soft, wet, or organic soils. Proof-rolling should be accomplished with a loaded dump truck making systematic passes while being observed by a site inspector from our office. In areas where unstable and/or unsuitable subgrade soils are observed, the subgrade should be over-excavated. We anticipate that over-excavation may range from 12 to 24 inches. After approval by our site inspector, a non-woven geotextile having a minimum 200 pounds grab tensile strength should be installed at the over-excavated subgrade. The geotextile should be placed with 12- inch overlaps and all wrinkles removed. The over-excavation should then be backfilled with 1-1/4" minus crushed rock. The material should have adequate moisture content (within +1-2% from optimum) at the time of placement The rock should be placed in lifts, and each lift be compacted to a firm and non-yielding condition, or at least 95 percent of the maximum dry density determined by the modified Proctor compaction test (ASTM D 1557), or to meet standards dictated by project specifications. FUJ Area In the East: The area should first be stripped of vegetation and topsoil. The subgrade then be proof-rolled to identify areas of soft, wet, or organic soils. At locations that are too narrow for a dump truck, the proof-rolling should be performed with a heavy roller that weight .at least 10 tons. In areas where unstable and/or unsuitable subgrade soils are observed, the subgrade should be over-excavated. We anticipate that over-excavation would be less than 12 inches. Non-woven geotextile having a minimum 200 pounds grab tensile strength should be installed at the prepared subgrade. The geotextile should be placed with 12-inch overlaps and all wrinkles removed. Structural fill should then be placed to raise the site grade to design subgrade. The Structural fill materials should meet both the material and compaction requirements presented in Section 5.3.5. IS09rpt 10 S&EE I I I I I I I I I I I I I I I I I I I 5.5.2 PAVEMENTDESIGN Asphalt pavements constructed over prepared subgrades can be designed with a CBR (California Bearing Ratio) value of 5; concrete pavement can be designed with a subgrade reaction modulus of 50 pci (pounds per cubic inches). Top course and base courses under pavements should consist of well-graded crushed rock conforming to either FAA requirements or WSDOT specifications for Crushed Surfacing, Specification 9-03.9(3). The material should be compacted to at least 95 percent of the maximum dry density, as determined by the modified Proctor compaction test (ASTM D 1557) or to meet standards dictated by project specifications. 5.6 SEISMIC CONSIDERATION AND HAZARD The geotechnical-related parameters to be used for seismic design in accordance with 2012 IBC provisions are evaluated as described in Section 1613.3 of the 2012 IBC Code. The spectral response accelemtions for the "Risk-Targeted Maximum Considered Earthquake" (MCER) were obtained from the USGS website using a latitude of 47.493 degrees and a longitude of 122.216 degrees. The values for Site Class B (rock) are: Ss= 1.455 g S, =0.545 g (short period, or 0.2 second spectral response) (long period, or 1.0 second spectral response) The Site Class is selected using the defmitions in Chapter 20 of ASCE 7-10 considering the avemge properties of soils in the upper 100 feet of the soil profile at the site. Using the boring data obtained from current and previous projects, we estimate that the avemge standard penetration resistance (N) in the upper 100 feet is 7. This value corresponds to Site Class E ("Soft Clay Soil") in Table 20.3-1 (ASCE 7- 10). The site coefficient values, obtained from Section 1613.3.3 of the 2012 IBC, are used to adjust the mapped spectral response accelemtion values to get the adjusted spectral response accelemtion values for the site. The recommended Site Coefficient values for Site Class E are: Fa= 0.9 F.= 2.4 (short period, or 0.2 second spectral response) (1.0 second spectral response) The most recent USGS Earthquake Hazards Map (U.S. Geologic Survey web site, 2008 data) has IS09Jpt 11 S&EE I I I I I I I I I I I I I I I I I I I indicated that a horizontal peak acceleration (pGA) of 0.61 g is appropriate for a 4275-year return period event, i.e. an event having a 2 percent chance of being exceeded in 50 years. Based on our evaluation, the subsoils below the groundwater table and to a depth of about 100 feet are liquefaction prone during the subduction zone earthquakes. Also, liquefaction can results in ground settlement on the order of 10 to 20 inches. 5.7 ADDITIONAL SERVICES We recommend the following our additional services during the construction of the project. I. Monitor underground utility construction. We will observe excavation and recommend re-use of onsite soil for backfill; observe excavation subgrade and provide recommendations regarding subgrade stabilization; observe dewatering and provide recommendations when necessary; observe any potential adverse impacts on nearby structures and provide recommendations regarding mitigation; observe backfill placement and assist contractor to achieve compaction. 2. Monitor footing and mat constructions. We will observe and approve footing and mat subgrade; provide recommendations regarding subgrade stabilization, if necessary. 3. Monitor pavement construction. We will observe proof-rolling and provide recommendations regarding local over-excavation to remove soft, wet or organic soil; observe and approve structural fill material and base course; observe and approve fill placement and assist contractor to achieve compaction. 4. Review contractors' submittals and RFl's. 5. Attendance of construction progress meetings. 6. Preparation and distribution of field reports. 7. Other geotechnical issues deemed necessary. IS09rpI 12 S&EE I I I I I I I I I I I I I I I I I I I 6.0 CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil' conditions disclosed by the available geotechnical boring data. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly intetpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary, reconsider our design recommendations. 1S09rpt 13 S&EE I I I I I I I I I I I I I I I I I I I I [.11 w Washington -Renton North 8th and Park Avenue North, Renton, WA 98055 ... B2NJ8T • Employee gates • AMS Turnstile gates ---Fence lines o Boeing property o Genel1!l parking o Restricted parking ~ Busstop e Helistop I~ i: If,; i: I; ,6 I" , ' , , - I I ,-, I I f I I I I I \ \ \ '- \ \ \ -H NO. - - --- - -- \ II. \ - --- \ \ i I I', I' I I, f \ f \ , I 1 , \ \ - \ \ \ , I I \ , \ - \ -- - 1V1aw,r- I; ,,,. EXPLANATION '---::::--7""1 _.-Facility Boundary r.llrr ........... Ced~"r Ri'~er I ~ ~\~l'UY m~ II Former lake Washington Shoreline Renton Facility ndar ~ Ancestral Black River ~ Ancestral Cedar River I I Current Cedar River WaterWay ~ Wetland E~:4 Forested Uplands A A" Geologic Cross Section (see figure 2.$) o 500 1000 o Scale in Feet Renton AirDort Forme Lake Washingto Shoreline, Black an Cedar River Channel 1 Figure 31 ,-I ... , .. ._"""l) .... ~ --....... ---... ~ --,_ .. _._-_ .. -......... __ .... ,.-- -............ ,.-_._- .1.fooIo ...... _ ....... I" __ ,,~ • _O&MOt~~ '_I_p_.-."'IID!IblI':I 'AI .\Il101 <.Y.HIUJ)(tlI, l'OOI,m.oo.l ~~-'='~r:.~'P:'=. AlO'J,I .... l IJI -. W .". 'Ula.uDVU oIUU:IWlnbl _ .. • ..... _ ........ • __ ... OGUVl II _~~1IIIbn -=-.::::'=: .c.-""":"". -:::..--=-:.= . _JW:I NOI.lVNV'lodXl UWlV<I ... NlHoIUS .. dVW N010NIHSVM '3;pNV~OVnb 3H.l ~O A.LIlIBI.ld3:)SnS Nbl.l:)V~3ntlll ,~ __ '1' __ ,"4 .. --..O .... -..U IMI. 010 ""'" U/1!IU.UX,. ~ M_,... ,_1,..-• ."._ -"'-'---'-''-1' ___ ..,_~ ----- ( ,'. - ~ ....... ", ..• ><,"'., '", ..... , ... 1.-':".,:(., ... " .... """,. ,.~ •• j -~-: ... --.',',-, ··.·'1"' ___ ._. '''',,'1;' J:."'i:'· ... '~· ~'. ".:: •... ,,,:--',, .. ''''',. :-,·U:I.:'ftllj'Jr,p hHH .. 'l:jll -- - .';1"~ z ..... ,., , tdl'J:.';r!;;U"'~. - --- .-- - - "",' ' .. ,' 10,,..,· ",., ......... ~"''''-"., .. '<'I~-.... , -"~ "~""",,,-,,,,,,,,,,;:_ .. ,, "~-",,.""-""""'-" ..." ,t' ~;.~~'''':'''''';." ... '.''''' ...... ,,, •. ,_,.r. ... '{'.o, ",. "';".;", ... """ .. ;-~ " .. '., ..... ,' .• ,.""~,-,~". f':". ·"'1,;~I!·l .... J 'I'''' ",~ ':' .... '" ",~",,,, J..Jfltlt)".~ 1"":'II:})"1:'U:) .... l:OI.'J'II.":1 31..,'\ .o!~' Jl..r.'I:.lH!,'.CG ';:;.;.'.' ":C'J.'1.l!'> (<:'IJ1Nn -- -- I I I I I I I I I I I I I I I I I I I APPENDIX A FIELD EXPLORATION AND LOGS OF BORINGS The subsurface conditions at the project site were explored with the drilling of 10 soil test borings, B-1 to B-10 on September 17 and 18,2015. The test boring was advanced using a truck-mounted drill rig. Boring B-3A encountered an abandoned storm drain at a depth of 9 feet. The boring was moved 2 feet northwest and a new boring, B-3B, was drilled. A representative from S&EE was present throughout the explomtion to observe the drilling opemtions, log subsurface soil conditions, obtain soil samples, and to prepare descriptive geologic logs of the explomtion. Soil samples were taken at 2.5-and 5-foot intervals in general accordance with ASTM D-1586, "Standard Method for Penetmtion Test and Split-Barrel Sampling of Soils" (1.4" I.D. sampler). The penetmtion test involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds hammer dropping 30 inches. The numbers of blows needed for the samplers to penetmte each 6 inches are recorded and are presented on the boring logs. The sum of the number of blows required for the second and third 6 inches of p~netmtion is termed "standard penetmtion resistance" or the "N-value". In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetmtion after 50 blows is recorded. The blow count provides an indication of the density of the subsoil, and it is used in many empirical geotechnical engineering formulae. The following table provides a general correlation of blow count with density and consistency. DENSITY (GRANULAR SOILS) CONSISTENCV <FINE-GRAINED SOILS) N-value <4 very loose N-value <2 very soft 5-10 loose 3-4 soft 11-30 medium dense 5-8 medium stiff 31-50 dense 9-15 stiff >50 very dense 16-30 very stiff >30 hard After drilling, the test borings were backfilled with bentonite chips and the surface is patched with quick set concrete. The boring logs are included in this appendix. A chart showing the Unified Soil Classification System is included at the end of this appendix. A groundwater monitoring well was installed in Boring B-3B. The well consists of one-inch, slotted PVC pipe from depths of 15 to 5 feet and solid pipe there above. A flush-mount monument was installed on the ground surface. \ S&EE Job No. 1509 I I I I I I I 5 I I I 10 I I I 15 I I 20 I I I I 8 8 7 , 3 118 3 ,8 2 , 1 118 o 112 1 , , , , , , , I 0 : 10 I 0 118 : 0 I , , , , , , , , , Surface condition: ConCRJte fine to medium sand with fine to medium gravel l(medlLlm dense)(fill) s.ilGI'BY silty fine to medium sand i(medillm dense)(fill) Grayish brown slit with organics (medium stiff to very soft) below 7.5 feet , o 118 1 116 1 , , , , , , ~ : ' "8 ~ ". , , , , : ' , ' , ' '1 ,1' ~ I 0 114 : 2 , , , , , ' : I : _____ 1 __ _ alent: DrilUng Method: SSmpUng Method: CrUUng Date: DrilUng Contractor: (Boring log continued on Agure A-1 b) The Boelng Company HoD"", stem auger advanced I7t track-mount drUl rig SPT sampler driven by 14().1b au1D hammer September 17, 2015 Holocene Drilling BORING B-1 Figure A-1a S&EE Job~.l5(19 Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I .. ! 1 20 25 30 35 40 ~ j I Client: ~ -1 ti ~~ .U t ii Q lu i ~~ , , , , , , , , , , , , , 2 , ,. ~ , 3 , ,. : 2 , , , , , , , I I : , ' , , ' , _____ 1 __ _ i !3 !g , , , , , ' , ' 1 __ .2 MH of slly flne sand al 20 feet Gray flne sand (loose) Boring aborted ala depth of 24 feel on September 17, 2015. Due to wet sand filling \he bore hole The BoeIng Compmy DrUling Method: Hollow 8tem auger advanced by treck-mount drUI rig SPT driven by 14O-1b auto hemmsr SampOng Method: DrDDng Data: Saptember 17, 2015 DrDBng Contraclor: Holocene DrDDng BORING B-1 (Continued) Figure A-1b S&EE Jd> No. t5al Proposed Apron A Upgrade I I l g I I l 1 ij ~ t i BORING B-2 ~ 1~ i ~ Q 1 1 ~ I i ~~ Ii! U Surface condlUon: Asph.1t 0 , sand with fine to medium gravel and crushed rock , , , 'u , I ole 'u ,u : . , , , , 12 ,18 I • '. slit and silty flne sand 3 , stIff)(fill) , , , , I , , , 5 , ~ ,Ie Gray silt , . (very soft) , , , I , , , , , , • ,I. ~ • ". I I , , , , , , , , , I 10 , , sand lenses at 1 0 feet 0 ,I. 0 • ". • , , , , , , I , , , , , , , , debris at 12.5 feat , , , , I , I. ~ silty fine sand and brown sill , I ,,. : 2 , I , , , , , , , , , , , , , , I 15 , . , I. ~ , . '17 of peat at 15.5 feat :. , , , Brown fine to medium sand , , (very loose) I , , , , ,I. ~ ". , , I , , , , , , , 20 __ ..!.. __ 1 __ ..! I (Boring log continued on Agure A-2b) alent: The Boeing Company I DriJUng Method: Hollow stem auger advanced t:rJ track-mount drUI rig Sampling Method: SPT aampier d~ven by 14o.1b auto hammer DrDUng Dam: Septembor 17. 2015 DrDUng Contracta: Holocene Drilling FigureA-2a I S&EE .bb It>. 1509 Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I I 20 30 35 40 Client: , , , , , , , , , , , '2 18 ~ I 3 18 : 2 I , ' , , , , , , , , , , , , , , , , , , , , , , ' : I : _____ 1 __ _ 1 __ - silt with lenses silty fine sand and peaty sm soft) "SPl GJ"8vfine sand and trace coarsa sand (very loose) Boring aborted at a depth of 24 faet on September 17,2015. Due to wet sand filling the bora hole The BoeIng Company DrDDng Methcd: Hollow .tem auger advanced by track-mount drnl rig SPT driven by 14O-Ib auto hammer Saptembar17.2015 SampDng Method: OrUUng Oa"': DrIIDng CorUacIDr: HoIooene DrIIBng BORING B-2 (Continued) FigureA-2b S&EE ll> No. 1511l Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I ... ~ f; :r Q 0 5 10 15 20 ----------------------------------------------- ~ ~ 1 i 1) i U f; i ~ ~ II -! !3 ~ ~ /aU ~ !g Surface condlNon: Asphalt ,. 7 • ,. • • ' 3 , 1 , 1 , , , , , , , , , , , 1 • 1 , , , , , ,. ". , , , , , ,. '. , , , , , , , ,1. 012 , ,. 3 fine to medium sand with fine gravel dense)(fill) and brown silt with silty fine sand very soft)(fill) , , 0 , , , ~, , , , , ' , , , , , , , , , , ' 1 : 1 : , , , , , , , 1 _____ 1 __ _ alent: DrilUng Method: SempUng Method: DrllUng Date: DrIIUng Contractor: S&EE 1 __ - Boring aborted at a depth of9 feel on September 18. 2015. Due to encountering an abandoned storm drain line (hole filled with bentonlnte and moved 2 feet northwest) The Boeing Company HoD ... stem auger edvanced by track-mount drDI ~g SPT ",""pier d~ven by 14O-1b auto hammer September 18. 2015 Holocene Drilling BORING B-3A FigureA-3A Job No. 1509 Proposed Apron A Upgrade I I I I I I I 5 I I I 10 I I I 15 I I 20 I I I I 80RING 8-38 Sutface condlOorr Asphan over COflClBt& advanced to 7.5 feet to verify there was no storm dreln line continue from where B-3A left off ¥ Sep 21 01~ , , , , 1 o 1 o o 2 , 1 , 1 :2 , , , , , , , , ,1. ". , , , , , , , , , ,. '. , , , , , , , , , , , , , , , , , , ,1. ' ,. , , , , , , , , ,18 ,17 , , 0 , , , ~ , , ~ , , 0 , , , ~ Gray slit and silly fine sand 8M (very soft) L.h,.lhv tube sample 1 r..,"v lAnA to medium sand loose) 1ML1 Bn)WIl sl~ with lenses of peaty slit It: , ' , _____ 1 __ _ alent: DrDDng Method: SampUng Method: DrDDng Date: OrBDng Contractor: S&EE JobM>.I509 (Boring log continued on Agure A-3Bb) Tho BoeIng Company Hon .... stom augo, advancod by track-moont drill rlg SPT samplar drlvon by 14O-1b auto hamme' Soptember 18. 2015 Holoceno Drilling Figure A-3Ba Proposed Apron A Upgrade .. _-, I I I I I I I I I I I I I I I I I I I I 1 20 25 30 35 40 ~ ~ ~ d j tj 1 1 t ~ . ~ ~I ! U ~ ~ ~ ~ '0 : ~8 IX ML : . , , , , , , , f-, , , , , , , , , , , . ". ~ , . ". : ' , , , , , , , , , , , , , , , . , ~ ". , , ,. : . MH , , , , , , 0 , , , , , , , , , , , ". ~, '. ,. : . , , , , , , , , , ' , , ' 1 _____ 1 __ _ , , , , , , , , :--~ Brown sltt with organics (very soft) Gray sill with lenses of sl~y fine sand (medium stiff) fshelby tube sample ~ens of brown peaty sill with wood debris at 30 feet, very soft Bortng oompleled at a depth of 30 feat on September 18, 2015. 80RING 8-38 (Continued) A 1 Inch groundwater monltlortng well with a flush-mount monument was Installed slotted pipe from 5 to 15 feel Clent: MUng Method: Sampling Method: MUng Data: DrDUng Contractor: The Boeing Company Hollow stem augsr advanced by track .... ounl drnll1g SPT driven by 14o.1b auto hammer Saptembar 18, 2015 Holocene DrDUng Figure A-3Bb S&EE Proposed Apron A Upgrade JOO No. 15al I I I I I I I I I 5 , , , , , , , , . , ,. , 7 I. : . , , , I , , , . , ,. , 4 .. : 4 , I I I I , I I , , I I , , , I I , , 2 , ,. I 3 " : 3 , , , I , I , , , , I , , , I 0 11. , 0 ". : 0 , , , , , , , I , I I , I 10 , 0 , ,. 0 '17 0 , , I , I I I 15 I I 20 I alent: I DrilUng Method: SompUng Method: DrilBng Da1e: DrilDng Con1ractor: I S&EE JobM>.I509 I , , 'r X :- X '-, , I ~ , I , ~ I I , ~ 1II18M , , , , , , I ' I I I __ ~ ML ML BORING B-4 Surl's"" condlYon: GIS" Brown silty fine to medium sand with organics (top soli) Gray slit (medium stIff)(fill) Gray slit with trace organics (very soft to sofi) Bortng completed at a depth of 10 feat on September 18. 2015. The Boeing Company HoDow stem auger advanced by track·mount drBl rig SPT sampler driven by 140-1b auto hammer SeplBmber 18. 2015 Holocene DrUling FigureA-4 Proposed Apron A Upgrade I I I C> ~ fO I ~ 0 I I I 5 I I I 10 I I I 15 I I 20 I I I I ~ ~ ~ tj ~ i e ;: ~I iI: , , , , , 1 ~U 1 III ~ ~ , • , • , , , , , , , , ~ 2 "8 1 '. 2 , , , , , , 1 ,1. ~ 1 ". 2 , , , , , , , , , , , 0 ,1. ~ 0 ". 0 , , , , , , , , , , , 2 ,1. ~, • ". • , , , , , , , , , , , , , , , , , , , , , , , , : I I , , , , i ~ !g I _____ I __ ...! 1 __ - BORING B-5 Sutface condition: Grass and brown slit with organics slit with trace organics soft) fine to medium sand dense) Boring completed at a depth of 10 feat on September 18. 2015. alent DrDDng Method: SampUng Method: DrDOng Data: DrDUng Contracta': S&EE Job 11>. 1509 The Boeing Company HoDow stem auger advanced by track·mount drOI rlg SPT sampler drlven by 14().1b aulD hammer September lB. 2015 Holocene Drilling FigureA-5 Proposed Apron A Upgrade I I I "" ! I 1 0 I I I 5 I I I 10 I I I 15 I I 20 I I I I ~" ) j tj " 1 BORING B-6 8 ~i . ~ ! ~ i~ J II I ~ !g Surface condlUon: Con"",'" , , , , , , fine to medium sand with fine to medium gravel and lltue slit , 7 ,18 , I. : 12 ,11 , , , , , 7 ,18 2 I1D • , , , , 2 ,18 1 ,15 2 , , , , , , , , D ,18 D "' D , , , , 1 ,18 2 ," • , , , ~ , , , ~ , ~ , , , , , , , dense)(fill) and brown sin with trace organics sIIff to sofi)(probable fill) slit with lenses of slny fine sand and trace organics soft) of gray fine sand Bl11 feet I I I I I : I : 1 _____ 1 __ _ Clent: DrBOng Method: SampDngMeth>d: DrOOng Data: DrDUng Contractor: Boring completed BI a depth of 10 feet on September 18, 2015. The Boelng eon.>any HoUow stem auger advanced by Irack-mount drUl rig SPT sampler drivan by 140-lb aulD hammer SepIBmber 1B, 2015 Holocene OrDling FigureA-6 S&EE Job ttl. 1509 Proposed Apron A Upgrade ~----------------------------------------------------------- I I I I I I I I I I I I I I I I I I I I 1 0 5 10 15 20 ~ ~ ~ 1) l Ul 1 BORING B-7 ~ II lUi ~ ~ .s-! Surface condl6on: AsphB' 0 .... ' concrtlla I I ,. I ". .. •• ,. I I I I 17 ". , . I. • 3 • 2 • , I I I fine to medium sand with fine to medium gravel Ilde,iseUlnlll s.~ ~~~~,:S~~II;~ty fine sand with little fine gravel -dense) and brown slit with some sandy sltt and trace organics llson to very sofi) I 0 ". ~ 0 I. , I I I I I I I I I I I , ". ~ 0 ". , I I I I I I I I I I I I I I I I : I : 1 _____ 1 __ - Cllmt: DrilOng Method: Sampling Method: MUng Date: Drilling Contracta: S&EE I I I I I I I I I I I I I • I I I I __ ..! Boring completed at a depth of 10 feat on September 17, 2015. The Boelng Company HoD .... stem euge' advanced by treck-mount drOI rlg SPT eampter drlvm by 14().fb euto hammer Septembe, 17, 2015 Hotocene OrUling FigureA-7 Joblt>. t509 Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I ~ ~ -1 -U ~ i !~H·hl ~ <I. I: C5~ i Ilj i t3 ~ it d'::!! ~ ~:g rlJ gj BORING B-8 (Continued) ~ --~~~~~~~--~~~--~~~-------------------------------,,' :, ::'-\) ML Gray slit with brown peaty slit 2S 30 35 40 " (very soft) i ' '-llil4--.J~rown clayey silt at 21 feet , , , , , , : ' I : I : 1 _____ 1 __ _ , , , , 1 __ - Boring completed at a depth of 20 feet on September 17, 2015. alent: The Boeing Company DrIIUng Method: Hollow stem auger advanced by track-mounl drUI rig Sampling Method: SPT driven by 14O-1b auto hammer DrIIUng Oa18: September 17, ~15 DrIIUng ConIn!ctDr: HoIooana DrIIDng FigureA-8b S&EE Jd>No.l5a1 Proposed Apron A Upgrade I I ~ ~ l I I t) U s i BORING B-9 I ~ ~ 1~ i " 1 II } !3 I i ~~ iii "-I ~ Surface concl/Oon: Concreto 0 , , , , , , , Gray fine to coarse sand with little fine to medium gravel I '17 , ,. SP '22 ,. (dense to medium dense)(fill) : 15 , , , , , , , . , ,. I ' . , ,. : . , , , , , ML Gray slit with silty fine sand , , (stIff)(probable fill) , , , , I , , , , , 5 , , ~ , ,. , ". , , , , , , I , , , , , , , , , , , , , '. ,,. ~ , . ". I : . , , , , , , , , , , , , I 10 , , . , ,. ~ • , ,. • , , , , I , , , , , , , 3 , ,. ~ to medium sand with trace slH 3 '. , 2 , I , , , , 15 , , I 2 , ,. ~ 3 01' • , , , , , , I , , , 2 ,1. ~ , 1 ". , 1 , , , I , , slit with lenses of brown peat , , , , , , , , , , , , , 20 I __ ..!.. __ I __ ~ I (Boring log continued on Rgure A-9b) alent: The Boeing Company I DrIIDng Method: Hon"", stom auger advanced by track-mount drDI ~g SampUng Method: SPT sampler d~ven by 14O-1b auto hammer DrIIDng Dal8: September 17, 2015 DrIIBng Contraetor: Holocene D~1I1ng FigureA-9a I S&EE Job No. 1509 Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I I I ... :! s ! 20 30 35 , , , , , , , , , , , , , , , , , , , , , ' , ' --------------------------- ML Gray slit with lenses of brown peat (soli) BORING B-9 (Continued) 40 : ' _____ 1 __ -I __ ~ Client: DrilUng Method: SampUng Method: OrUUng Oa ... : DriI&ng ContmcIor: S&EE JdI No.I5a1 Boring oompleted at a depth of 20 feat on Saptember 17, 2015. The Boeing Company Hollow stem auger advanced by back-rnount drUI rig SPT driven by 14O-1b auto hammer Saptember 17, 2015 Holocene DrilUng FigureA-9b Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I 5 10 15 20 13 I. I. 21 • • 2 I I , , , ~ , I ,I. ~ o 118 o , , , ' , ' , ' o ,I. ~ t 2 115 4 , , , , , , , , : ' 2 ,I. ~ e 118 7 , , , , , , , , : ' 2 ,I. ~ 3 114 4 , , , , , , , , : ' ,I. ~ ,17 i , , , , -----:--..! ~~ ~~ffl(P~S,I~lt~al~nd~sllty fine sand S fill) ML Brown and gray sl~ with trace organics (very soft to medium stiff) silty fine sand I(mc,dlulm dense) fine to medium sand with trace sl~ to very loose) and brown sl~ with trace organics (Boring log continued on Figure A-1 ~b) Client: MUng Method: The Boeing Company SampUng Method: MUng Date: MUng Contractor: S&EE HoD.,., stem auger advanced by Irad<-mount drUI rlg SPT sampler drlven by 14O-1b auto hammer September 17. 2015 Holocene DrDllng JobIt>.I509 BORING B-10 Figure A-10a Proposed Apron A Upgrade I I I I I I I I I I I I I I I I I I I 20 2S 30 35 , , , , , , , , , , , , , " , " , , , , , , ML Gray and brown slit with trace organics (medium stiff) BORING B-10 (Continued) 40 1 _____ 1 __ _ , , 1 __ - Client: MUng Method: SompUng Method: DrUUng Date: DrUUng Contractor: S&EE Jd>No.l500 Boring completed at a depth of 20 feet on September 17. 2015 Ground water measured at 6 feet during drilling The Boeing Company Hollow stem augar S<lvanced by lraCk .... ounl drDl rig SPT driven by 14().1b auto hammer Soptember 17.2015 Holocene DrDBng Figure A-10b Proposed Apron A Upgrade I Ir-________ ~U~N=IF~IE=D~SO==IL~C=LA~SS=I~FI=C~A~TI=O~N~S~Y~S~T=EM=-________ ~ I I I I I I I I I I I I I I I I I DESCRIPTION MAJOR DIVISIONS CLEAN GRAVELS ~". II! ~ (LITTLE OR ~ ~n~ i~ NO FINES) ~ "~ GRAVELS ~ hffi~~: filb WITH FINES C) ~~~ ~~ (APPRfCLABlE 20 .~ !!': ~l:! AMOUNT OF FINES) -~e ~ ~ii CLEAN ~ ~~ SANDS !;"~ ~~ ~~ r~ " (J) ~" (UTlteOR :g ~h~ ~~ CI: w~ n NO FINES) <t" o!l SANDS z ~"~~:/ f..) "~ « ~ll:Iw'" c WITH FINES (J) 2~r 15~ ~e (APPRECIABLE o ~ "w AMOUMT OF FINES) ~!! ~~ SILTS & CLAYS ;1 ~~ ~i LIQUID UMIT lESS THAN 50 g h ~~ o ll" 'l W!;~ ~ !!': ~ii ~ ~ ~~ SILTS & CLAYS ~ ~ffi z w~ lICUID LIMIT GREATER THAN 50 U:U PEAT AND OTHER HIGHLY ORGANIC SOILS HIGHLY ORGANIC SOILS __ ._ . _. ___ . ____ . ____ . __ . __________ J _____ ._ .... ____ . __ .... ____ . _______ . _____ ... _-' "!, I ~ Non-dislurbed D&M Sampler ~ SPT(1.4"ID SAMPLER) [j SHELBY TUBE SAMPLER \" DEPTH OF GROUNDWATER DURING EXPLORATION S&EE SOIL CLASSIFICATION CHART AND KEY TO EXPLORATION LOG I I I I I I I I I I I I I I I I I I I APPENDIXB LABORATORY TESTING The soil sample at the depth of 27.5 feet from Boring B-3B was transported to our sub-contracted laboratory, Materials Testing & Consulting, for consolidation testing of a peaty soil. The soil properties were used in the evaluation of consolidation (long-term) settlement. lob No. 1509 S&EE I I I I I I I I I I I I I I I I I I I ------------------------------------------------------------------------------------------------------ Materials Testing & Consulting, Inc. Geotechnical Engineering· Spcciallnspcction • Material. Testing· Emironmental Consulting One-Dimensional Consolidation Report Proj.d, Apron -A One-Dbnebsiobal ConsoHdatiOD performed In accordance wUh ASTM DUlSID243SM ProJt<!., 15TOO3-02 D," __ d, 09fl1l15 Ole •• , Soil & ~Eqin<Samp'" By, CIimt Sourtto: 27.5' Depth Date Ttsted: 09122115 SampWl: TIS-0423 Testtd By: CL Sample Description Gr:oy Silt with BtoWI> Peat Equipment Used GeoTae S· -I Load Frame SamDlt Paramettrs Initial Moisture % 107.7% Final MoistlR % UmtW 39.0 rut a Initial void Ratio 2.63 Final void Ratio Initial Saturation 92.8% Final Saturation lhese values are calcubt.ed from the initial sample panmdn's. usmg a specific gr.avrty of2.27. The CollowiDg tqU2tion W3S used to c:a1cubte the values sbowD in the table above: c.. = 1Hmo lhso Wbem: T=Tbe time &ct:orfix SO% consolidation, provided as 0.191 (per ASThf D2435). 55.0% 67.9 1.21 99.S% "'"' ~ The ImsIh .fthe _II' path at 50% ofprinwy"",,",",,"DO (doab" draiDaBO path). t,o ""-'Jbe time mmsponding to SO% of primary ronsolidabon. F« the void ratio and saturation values. aD asmmed specific gravity of 2.65 was used. All malts.,. UIly to 1daIl1ocaticm ad mIIaiab tlsIe4. Ju. DIIJIuIl proCedioo to cliaIts.lhe publie ad ounelva, aD rqats are IlUbmittodlll !be CCID6dadW pRIpCdy of diaIb, ad ~ b pablieltioD of m1emmtI., CIIDdmioIIS orf2tnlttliom a: repdiaa; I1IID"rqab is IaeMId pcadiJts 0Qf'lilli!teD IpJIRMl Comments: ~ _tdby, _________ _ C • ...,.rat.-777CbrY ... rDriv •• B.rliDat ... WA98233 • Pb ... (360)735-1990 • Fu(360)755-1980 Rop ... am"" Olympia -360.534.9777 BeIIiDgbam-360.647.6111 Silvcnlalc-360.698.6787 TukwiJa-206.241.1974 Visit ou:r website: www.mtc-inc..net I I I I I I I I I I I I I I I I I I I Materials Testing & Consulting, Inc. (,.e<J!eclmi",,! EogiDeeriDg • Special Inspedioo • Materials Testing • Fnviromnental Consulting ~~od:~on"A Projtctll: tSTOO3-02 CUt .. : SoiJIl_~ So1m;o: 27S lleI>Ih SampIfN: T1S-0423 ... ... .... .... ! ".00 i 0; , ... jj " ..... < .... .... One-Dimensional Consolidation Report natt Rtttind: 09l2If1S Samp10d By: CIiatt Daft T.sttd: 09fl2t1S T._By: CL Ont-DimfnsiolUll CoDMilldatioll pertOl'llWd In arcOl'd.aIK' with ASTM Dl .. 35JDU351d Sample J>t.scrlpdoD Gray Silt with Brown Peat EquipmtDf USN GtoTac Simna-ll.Dad Frame rTest MeIhod lIIed @MethodA 0 MdtIcxI B r .... --o Pnx:I:Icln 1 (Log) ® PnIa:dIn 2 (SqRt) Axial Strain versus Axial Effective Stress .... 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'.,'/1«) ~= 0.""" ~= NfA 0.8"108 0.81 0.00341 0.0080 0._ 0.8628 0.72 0.00364 0.0251 0.7807 0.8153 B6 0.00120 0.0301 0.6!IOO 0.1500 2.79 0.00011 0.0250 0.623P 0.6650 4.41 0.00035 0.0253 0.5437 0.5PB5 6.25 0.00020 0.0213 0.4888 0.5224 6.25 0.00015 AnftSll!b .,.cdytoadullcx:atiaa$ aadllllllridstlstlll Asallllhll1~ ... diIab, ct.JI'itIie IIIII!--., aDnp:atI_ ......... a ct.~~fIlclilllb, IIIII! ~_ paWil::aliaafll-...-, ~ • tDCIrxts &.am npntiq_np:atIa---r ..... _ ..... ...-l- Commmts: ~~~:.~~~-£~-------------- Corporate -777 Chrysler Drtn • BurlInctou. WA paUl • Phon. (360) 755-1990 • Fu (360) 755-1980 a..pODlllom,.,: Olympia -360.S34.9171 Bellingham -360.647.6111 SilvenWe -360.698.6787 Tukwila -206.241.1974 Visit our website: www.mtc-incJld --------------------------------------------------- I I I I I I I I I I I I I I I I I I I Materials Testing & Consulting, Inc. Geotedmica1 Engineering • Specia11nspedi00 • Materials Testing • Environmmtai Consulting ~~~I:~on.A ProJK't #: lSTOOJ-02 CUt .. : Soil /I: _ EDgiDoaJ Somn: 27.5' DeIJIh Slmplt#: T15-042) • 10 One-Dimensional Consolidation Report Dm R«eh-.d: 09121115 Slmplf'd By: CJieot Datt Tf'SWd: 09122115 T ..... By: CL O~Dimens:tonal ConsoUdadoa pelfOl'OIl'd in attonialKe with ASTM D14351D143SM Sample DtstripUon Goy Silt wirb Brown Peal EqulplDfDl Ustti GroTac Si2m;I·l Lm4 Frmr rTot Mdhod u.:d ® Method A 0 MdMd 8 r [)eta InterprdatIcln ProcedIR o Procechn 1 (Log) 'I> P\"ocec1mI2 (SqRt) Axial Strain versus Void Ratio ..... ...... ....... 1a+_---+_-~-~~~+I~++'---_+--~_+~r_~_+~---~--+__+-~+_~~ Load,p.t VoldRado ADNSIIbs lfP!7=ITta 1daal......a-aa4-w.tme.l M a-...1palKtiaDladloab, d..,..t.K_--r-. aDnpans _ aIJmia:.I ad.~JInIPIIIJ'oIdi1ab, ad ~1Irpllb5cdilaarl~ ~ _.nm&.a_ ..... _npcmbr--t,.., ___ ~ Commt:Dts: Rmo"fdby:._If6--__ ~ _______ _ Corpomtr -777 Cbrysler Drln • Bmtin,tou. WA 98133 • Phone (360) 75$.1990 • Fu (360) 7$$.1980 RqioDalomen: Olympia -360.534.9m Bellingham -360.647.6111 Si1vt:rda1e-360.698.6787 Tukwila -206.241.1974 Visit our wdJsrte: www.mk-inc:.net I I I I I I I I I I I I I I I I I I I STANDARD STREAM STUDY NARRATIVE AND HABITAT DATA REPORT 737 Max Flightline Utilities -Apron A CI Project Renton. Washington \~. am::" foster wheeler Prepared for: ----~1Etoo~@ffil6 The Boeing Company Renton. Washington Prepared by: Amec Foster Wheeler , Environment & Infrastructure, Inc. 3500 188th Street SW. Suite 601 Lynnwood. Washington 98037 (425) 921-4000 May 2016 Project No, L Y 15160380 Planning Division REVISED Oate...:..,M_M._' ,(s\---I °--1-1 ..::::2~6~( ~G>:...- CiT'! or p.[~'ON RECF\\!FD MfI.'i 1 0 I ,','fj BUILDING DIVISION I I I I I I I I I I I I I I I I I I I 1.0 2.0 3.0 TABLE OF CONTENTS V'~ amec'Y fOster wheeler Page INTRODUCTION ............................................................................................................ 1 STANDARD STREAM STUDY NARRATIVE ................................................................. 7 2.1 STREAM CLASSiFiCATION ...................................................................................... 7 2.2 VEGETATIVE COVER ............................................................................................. 7 2.3 ECOLOGICAL FUNCTION ........................................................................................ 8 2.4 FISH AND WiLDLIFE ............................................................................................... 9 2.4.1 Mammals ................................................................................................ 9 2.4.2 Birds ........................................................................................................ 9 2.4.3 Amphibians and Reptiles ...................................................................... 10 2.4.4 Fish ....................................................................................................... 10 2.5 MEASURES TO PROTECT TREES AND VEGETATION .............................................. 12 2.6 No NET Loss OF ECOLOGICAL FUNCTION ........................................................... 12 HABITAT DATA REPORT ............................................................................................ 13 3.1 HABITAT DIVERSITY ........................ : ................................................................... 13 3.2 MIGRATION CORRIDORS ..................................................................................... 14 3.3 SPECIES AND COVER TYPES ............................................................................... 14 3.4 IDENTIFICATION OF DISTURBED AREAS ................................................................ 15 3.5 EXISTING HABITAT VALUES AND FUNCTIONS ........................................................ 15 3.5.1 Temperature ......................................................................................... 16 3.5.2 Water Quality ........................................................................................ 16 3.5.3 Reach Sinuosity ..................................................................................... 16 3.5.4 Vegetative Conditions ........................................................................... 17 3.5.5 Floodplain Condition ............................................................................. 17 3.5.6 Habitat Values and Functions at the Project Site .................................. 17 3.6 HABITAT ALTERATIONS AND IMPACTS AND PROPOSED HABITAT MANAGEMENT PROGRAM .................................................................................... 17 4.0 REFERENCES ............................................................................................................. 23 Table 1 Table 2 Table 3 Table 4 Table 5 TABLES Landscaping Mitigation Areas, Species of Plants, and Numbers of Plants Being Planted Small Mammals Reported to Occur Along the Lower Cedar River Birds Reported to Occur Along the Lower Cedar River Non-Native Fish Species Introduced into the Lake Washington/Lake Union System Different Aquatic Life Uses and Their Associated Numeric Temperature Criteria Amec Foster Wheeler Project No. L Y15160380 apron_a _streamsludyt1abitatrpt_ 050616.docx amfctf foster wheeler Figure 1 Figure 2 Figure 3a Figure 3b Figure 3c Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Appendix A Appendix B Vicinity and Site Maps TABLE OF CONTENTS (Continued) FIGURES Apron A New Impervious Surfaces Apron A Landscaping Plan -Vegetation Mitigation Areas Apron A Landscaping Plan -Vegetation Mitigation Areas Apron A Landscaping Plan -Vegetation Mitigation Areas Apron A Lighting Plan -Removal Apron A Lighting Plan -Construction Apron A Light Readings -November 9, 2015 Apron A Existing Lighting Model Apron A Proposed Lighting Model Light Intensities (Lux) in Lower Cedar River Adjacent to Project Site Artificial Night Sky Brightness Maps for Washington State and the City of Renton Area APPENDICES Photographic Log Light Fixture Cutsheets Amec Foster Wheeler ii Project No. LY15160380 apron _9 _streamstudyhabitalrpt_ 050616.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.0 STANDARD STREAM STUDY NARRATIVE AND HABITAT DATA REPORT 737 Max Flightline Utilities -Apron A CI Project Renton, Washington INTRODUCTION v~ amec'Y fOster wheeler As part of the Renton plant transition from the 737 next generation to the new 737 MAX program, The Boeing Company (Boeing) proposes modifications to the existing Apron A (The 737 Max Flightline Utilities -Apron A CI Project), located on the western shore of the lower Cedar River (LCR) within the 200-foot shoreline setback zone and adjacent to the Renton Municipal Airport (Figure 1; Appendix A, Photo 1). The site is located midfield on the eastside of Runway 16/34 between the taxiway and the East Perimeter Road (Appendix A, Photo 1). The area consists primarily of flat, impervious pavement used for aircraft parking and is fenced to prevent public access. Apron A currently consists of a single Boeing aircraft stall (Stall A-g), which is used for de-icing activities and includes a blast fence on the north and south sides of·the stall. The fenced area is paved with concrete and asphalt, including associated parking areas. Existing buildings include a crew shelter and several tool and equipment storage sheds. The site has existing infrastructure improvements including sanitary sewer, water, electrical and storm sewer (available for tie-in). Under the proposed plan, Apron A will be upgraded with infrastructure improvements to support the parking of two (2) Boeing 737 aircraft, with each aircraft stall able to accommodate de-icing operations. Improvements include pavement repair and replacement; creation of new impervious surfaces (8,020 square feet) (Figure 2); removal and vegetation of existing impervious surfaces (8,200 square feet) (Figures 3a, 3b, and 3c); aircraft parking support infrastructure including water, electrical, and stormwater drainage; and office and support structures including one modular building for office functions and one tool room. The existing crew shelter and storage sheds will be relocated. No construction activities will occur and no structures will be placed below the ordinary high water mark (OHWM) of the LCR. One proposed off-site improvement is limited to new pavement along the south side of the compass calibration pad (Figure 1; Appendix A, Photo 1). This is located just outside of Boeing's lease area. The proposed project will occur on developed property consisting of paved, impermeable surfaces. As stated above, approximately 8,020 square feet of new impervious surfaces will be created within the 200-foot shoreline setback zone (Figure 2); however, nine areas totaling 8,200 square feet of existing Amec Foster Wheeler Proiect No. LY15160360 apron _ a _streamsludyt1abitatrpt_ 050616,docx amfctf foster wheeler impervious surfaces within the 200-foot shoreline setback zone will be removed and vegetated to mitigate for the creation of new impervious surfaces (Figures 3a, 3b, and 3c), This allows for an additional 180 square feet of vegetated area to assure no net loss of pervious surfaces. Additionally, because approximately 1,784 square feet of existing vegetated areas will be disturbed during removal of the existing impervious surfaces, the total mitigation area depicted in Figures 3a, 3b, and 3c and summarized in Table 1 amounts to 9,984 square feet, allowing for revegetation of disturbed existing vegetated areas (1,784 square feet) in addition to the 8,200 square feet of mitigation areas. The mitigation areas will be planted with differing combinations of four plant species: abelia, arborvitae, wintercreeper euonymus, and Oregon iris (Figures 3a, 3b, and 3c; Table 1). These species of plants were chosen rather than grasses to create more ecological diversity and complexity. The three areas depicted in Figure 3b will be temporarily hydro-seeded prior to vegetation with the four plant species listed above. This temporary hydro-seeding is required to accommodate the installation of utilities. Until the installation of utilities is complete, the temporary installation of hydro-seed will fulfill the pervious requirements (no net loss of pervious surfaces) and assist in sediment control to minimize and avoid potential erosion from soil disturbance until permanent vegetation is installed. The City of Renton has expressed concerns with previous Boeing projects regarding potential light impingement on the adjacent LCR resulting from installation of external light fixtures within the 200- foot shoreline zone. This report focuses on potential habitat alteration to the LCR due to the proposed installation of external lighting as part of the Apron A CI Project. Because no project components will occur below or immediately adjacent to the OHWM of the LCR, it is highly unlikely that other project components will affect biota or alter habitat in the LCR. Under the proposed project, Boeing proposes to install one new crew shelter and three new light stands within the 200-foot shoreline zone (Figures 4 and 5). The proposed project consists of providing the following lighting elements: • Install light-emitting diode (LED) lamps at each entrance of the Apron A crew shelters, (Appendix B); and • Install high-pressure sodium floodlights on light stands at the east side of Apron A (Appendix B). Boeing's proposed lighting installation is being conducted to meet National Electrical Code (NEG) requirements for exterior lighting. The proposed plan will replace two existing apron stall light poles at the north end of the apron, with a total of four new poles. The northern-most two light poles will include the same number of high-pressure sodium fixtures as under current conditions, and will remain in the same relative location and direction as under current conditions. The additional two new light poles will each support ten new high-pressure sodium fixtures, with five fixtures on each pole Amec Foster Wheeler 2 Project No. LY15160380 apron _8 _streamstudyhabitatrpC 05061S.docx 1 I I I 1 I' I I I I' I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I am? foster wheeler directed north, and five fixtures directed south -one of these poles will be located within the 200-foot shoreline setback. One additional light pole, located within the 200-foot shoreline setback, will support two high-pressure sodium fixtures directed west, away from the LCR. Light poles being installed on' the apron will be mounted at an approximate height of 20 feet above grade. The proposed lighting plan for the 24-foot x 50-foot crew shelter will install six total 7 LED, 120 volt, 16.6 watt, amber-hued LED wall pack fixtures above each entrance at approximately 8 feet above grade. One additional existing crew shelter is being relocated from within the 200-foot shoreline setback area, approximately 125 feet north to a location still within the 200-foot shoreline setback. This crew shelter will have its two light fixtures replaced with the amber-hued, 7 LED wall pack fixtures. To reduce light illumination on the LCR, the fixtures closest to the river will be aimed directly toward the apron. All floodlights located outside of 200-foot shoreline setback area will be directed parallel to the river, and will be far enough away to avoid illuminating the shoreline. The cut-off, distribution type, and optics will also assist in keeping errant light off of the river. The area between the new lighting and the water includes foliage, buildings, and fencing, all of which will assist in preventing light from impinging on the LCR. Additional efforts to help reduce light impingement on the LCR include the use of directional, low- Kelvin temperature fixtures, which studies have demonstrated to be less visible to wildlife potentially affected by light pollution, and the installation of lighting controls allowing personnel to turn off general area lighting when not in use. Boeing conducted a lighting impingement study to assess potential alterations in light conditions on the LCR adjacent to the project site attributable to the proposed project. The results of this study are discussed in Section 3.6 below. Under the Renton Municipal Code (RMC) 4-8-120C (Submittal Requirements -Specific to Application Type: Land Use Applications), the City requires the following environmental reports to be included with Boeing's permit application submittal for the proposed project: Stream or Lake Study, Standard: A report shall be prepared by a qualified biologist, unless otherwise determined by the Administrator, and include the following information: a. Site Map: Site map(s) indicating, at a scale no smaller than one inch equals twenty feet (1" = 20') (unless otherwise approved by the Administrator of the Department of Community and Economic Development or designee): Amec Foster Wheeler Project No. L Y15160380 apron_a_streamstudyhabitatrp,-050S1S.dOCx 3 G~ amec? foster wheeler i. The entire parcel of land owned by the applicant, including one hundred feet (100') of the abutting parcels through which the water body(ies) flow(s); ii. The OHWM determined in the field by a qualified biologist pursuant to RMC 4-3-050L 1 b (the OHWM must also be flagged in the field); iii. Stream or lake classification, as recorded in the City of Renton Water Class Map in RMC 4-3-050Q4 or RMC 4-3-090 (if unclassified, see "Supplemental Stream or Lake Study" below); iv. Topography of the site and abutting lands in relation to the stream(s) and its/their buffer(s) at contour intervals of two feet (2') where slopes are less than ten percent (10%), and offive feet (5') where slopes are ten percent (10%) or greater; v. One hundred (100) year floodplain and floodway boundaries, including one hundred feet (100') of the abutting parcels through which the water body(ies) flow(s); vi. Site drainage patterns, using arrows to indicate the direction of major drainage flow; vii. Top view and typical cross-section views of the stream or lake bed, banks, and buffers to scale; viii. The vegetative cover of the entire site, including the stream or lake, banks, riparian area, and/or abutting wetland areas, extending one hundred feet (100') upstream and downstream from the property line. Include position, species, and size of all trees at least ten inches (10") average diameter that are within one hundred feet (100') of the OHWM; ix. The location, width, depth, and length of all existing and proposed structures, roads, stormwater management facilities, wastewater treatment and installations in relation to the stream/lake and its/their buffer(s); and x. Location of site access, ingress and egress. b. Grading Plan: A grading plan prepared in accordance with RMC 4-8-120D7, and showing contour intervals of two feet (2') where slopes are less than ten percent (10%), and of five feet (5') where slopes are ten percent (10%) or greater. C. Stream or Lake Assessment Narrative: A narrative report on eight and one-half inch (8.5") by eleven inch (11") paper shall be prepared to accompany the site plan and describes: Amec Foster Wheeler 4 Project No. LY1516Q3BO apron _8 _streamstudyhabitatrpl_ 0506 is.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I v~ amec"Y foster wheeler i. The stream or lake classification as recorded in the City of Renton Water Class Map in RMC 4-3-050Q4 or RMC 4-3-090; ii. The vegetative cover of the site, including the stream or lake, banks, riparian area, wetland areas, and flood hazard areas extending one hundred feet (100') upstream and downstream from the property line, including the impacts of the proposal on the identified vegetation; iii. The ecological functions currently provided by the stream/lake and existing riparian area and the impacts of the proposal on the identified ecological functions; iv. Observed or reported fish and wildlife that make use of the area including, but not limited to, salmonids, mammals, and bird nesting, breeding, and feeding/foraging areas, including the impacts of the proposal on the identified fish and wildlife; v. Measures to protect trees, as defined per RMC 4-11-200, and vegetation; and vi. For shorelines regulated under RMC 4-3-090, Shoreline Master Program, the study shall demonstrate if the proposal meets the criteria of no net loss of ecological functions as described in RMC 4-3-09002. If the proposal requires mitigation for substantial impacts to the existing vegetation buffer in order to demonstrate no net loss of ecological functions, a supplemental stream or lake study may be required by the Administrator of the Department of Community and Economic Development or designee. (Ord. 5137, 4-25-2005; Ord. 5633, 10-24-2011 ). Habitat Data Report: Habitat data reports include: a. Site Plan: The site plan shall indicate: i. The vegetative cover types reflecting the general boundaries of the different plant communities on the site; ii. The exact locations and specifications for all activities associated with site development including the type, extent and method of operations; iii. Top view and typical cross-section views of critical habitat/wildlife habitat to scale; iv. The results of searches of the Washington Department of Fish and Wildlife's Natural Heritage and Non-Game Data System databases; Amec Foster Wheeler Project No. LY15160380 aproo_a_streamsludyhabitalrpC050616.docx 5 c~ amecY foster wheeler v. The results of searches of the Washington Department of Fish and Wildlife Priority Habitat and Species database. b. Narrative Report: A narrative report shall be prepared to accompany the site plan which describes: i. The layers, diversity and variety of habitat found on the site; ii. The location of any migration or movement corridors; iii. The species typically associated with the cover types, including an identification of any critical wildlife species that might be expected to be found; iv. Identification of any areas that have been previously disturbed or degraded by human activity or natural processes; v. A summary of existing habitat functions and values, utilizing a habitat evaluation procedure or methodology approved by the City; vi. A summary of proposed habitat alterations and impacts and proposed habitat management program. Potential impacts may include but are not limited to clearing of vegetation, fragmentation of wildlife habitat, expected decrease in species diversity or quantity, changes in water quality, increases in human intrusion, and impacts on wetlands or water resources. (Ord. 4835, 3-27-2000) This report provides a description of the environmental and habitat attributes of the project site where the proposed project is to occur, as defined by RMC 4-8-120C. Sections 2.0 and 3.0 present the requisite information for the Standard Stream Narrative and Habitat Data Report, respectively. Amec Foster Wheeler 6 Project No. L Y15160380 apron _ a_ slreamstudyhabilatrpl_ 050616.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2.0 STANDARD STREAM STUDY NARRATIVE v~ amec-~ foster wheeler This section presents the standard stream study narrative, providin9, information about existing habitat conditions and functions of the LCR adjacent to the proposed project site. 2.1 STREAM CLASSIFICATION According to RMC 4-3-05004 (City of Renton Water Class Map), the LCR in the vicinity of the project site is Class 1 water. 2.2 VEGETATIVE COVER An Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) biologist, Bob Stuart, conducted site surveys on May 12, 2015, May 14, 2014, and November 24,2014 to assess habitat conditions and vegetative cover along the LCR shoreline adjacent to and within 100 feet of the project site. The project site is defined as Apron A within the 200-foot shoreline zone adjacent to the LCR. Apron A is currently used by Boeing to support their 737 manufacturing program. The Boeing facility on the east shoreline of the LCR and the Renton Municipal Airport on the west shoreline of the LCR consist primarily of concrete and asphalt surfaces. A vegetation survey was conducted along the east and west banks of the LCR adjacent to and extending 100 feet upstream and downstream of the project site. Appendix A provides a photographic log depicting habitat conditions and vegetation along the riparian zone of the east and west banks of the LCR adjacent to the project site. The riparian zone along the west bank of the LCR south of and within 100 feet of the project site is narrow (6 to 12 feet wide), abutting an 8-foot-high concrete flood-control wall (Appendix A, Photos 2, 4, 5, and 10). Riparian vegetation at the time of the visits was very sparse and was limited primarily to patches of reed canarygrass (Pha/aris arundinacea), Japanese knotweed (Polygonum cuspidatum), horsetail (Equisetum fluviatile), Himalayan blackberry (Rubus armeniacus), and alder (Alnus rubra) (Appendix A, Photos 5 through 10). Reed canarygrass, Japanese knotweed, and Himalayan blackberry are listed as noxious weeds by King County. The width of the riparian area is limited by the concrete flood-control wall (Appendix A. Photos 2, 3, 5, and 10). No trees with trunks greater than or equal to 10 inches in diameter at breast-height (OBH) are located within 100 feet of south of the project site on the west bank. The west bank of the LCR within 100 feet north of the project site is more heavily vegetated than that south of the project site (Appendix A, Photos 10 through 12). Vegetation on the west bank of the LCR within 100 feet north of the project site consists of alder, unidentified species of willow (Salix spp.), Project No. LY15160380 apron_a_streamstud~abitatrpl_050616.docx Amec Foster Wheeler 7 • c> amec .. foster wheeler reed canarygrass, Japanese knotweed, and Himalayan blackberry, as well as an unidentified species of evergreen tree. No trees with trunks greater than or equal to 10 inches DBH are located within 100 feet north of the project site on the west bank. Within 100 feet south of the project site, the east bank of the LCR is more heavily vegetated than the west bank (Appendix A, Photo 14). Riparian vegetation on the east bank south of the project site is similar to that located on the west bank north of the project site, with the exception that the riparian corridor is not confined by a flood-control wall. The Cedar River Trail Park, maintained by the City of Renton, is located along the east bank of the LCR and consists of manicured lawns, ornamental shrubs, and native vegetation (Appendix A, Photos 15, 16, and 17). An 8-foot-wide asphalt pedestrian path is located in the Cedar River Trail Park, within 60 feet of the LCR. The Boeing plant is located within 75 feet of the LCR (Figure 1). No trees with trunks greater than or equal to 10 inches DBH are located within 100 feet south of the project site on the east bank. The vegetation on the east bank of the LCR within 100 feet north of the project site is similar to that south of the project site (Appendix A, Photos 14 through 19). The Cedar River Trail Park extends along the east shore of the LCR north to the Boeing property near the mouth of the LCR and consists of manicured lawns, ornamental shrubs, and native vegetation, and an asphalt pedestrian path (Appendix A, Photo 16). No trees with trunks greater than or equal to 10 inches DBH are located within 100 feet north of the project site on the east bank. 2,3 ECOLOGICAL FUNCTION Riparian habitats have important ecological functions other than providing habitat for birds and other wildlife. Healthy riparian vegetation protects banks from erosion, influences in-channel aquatic habitats, maintains favorable water temperature for fish through shading, filters runoff, and provides nutrients. Riparian vegetation creates meanders, increases habitat complexity, and can protect against scour during severe storm events. Riparian habitats link upland and aquatic habitats. Upland habitats have a critical role in watershed function and affect riparian and aquatic habitats, particularly in drier, low-elevation sites. The riparian zone along the east and west banks of the LCR within 100 feet of the project site is sparsely vegetated and includes a number of invasive species, as discussed in Section 2.2, above. The primary ecological functions provided by riparian vegetation along the east and west banks of the LCR within 100 feet of the project site include: • Nesting and foraging habitat for birds and small mammals, • Input of terrestrial insects from overhanging vegetation, Amec Foster Wheeler 8 Project No. L Y15160360 apron _ a _streamstudyhabitalrpt_ 050616.docx I I I I I I I I I I I I I I I I I I I ,------------------------------------------ I I I I I I I I I I I I I I I I I I I C/~' amec'Y foster wheeler • Input of allochthonous organic matter (via leaf fall); • Limited erosion control, and • Limited habitat complexity. The LCR is a manmade channel created in 1912 when the river was diverted as a tributary to the former Black River directly to Lake Washington. The LCR is channelized and substantially altered. so that there is very limited riparian area to provide all of the potential ecological functions of an unaltered habitat Riparian vegetation provides very little, if any, shading to the LCR because of the dominance of small shrubs and the lack of large trees. Both banks of the river in the project area are contained within levees and/or flood-control walls, so there is no potential for the creation of meanders or off-channel habitat Because of extensive development along both banks of the river in the project area (Boeing to the east and west and the Renton Municipal Airport to the west). there is little, if any, transition between riparian and upland habitats. 2.4 FISH AND WILDLIFE This section addresses fish and wildlife species that may use the LCR in the vicinity of the project site. 2.4.1 Mammals No mammals or signs of mammal use were observed during the site visits. Given the level of development in the project area, it is likely that only small mammals such as squirrels, mice, rats, voles. moles, raccoons, opossums, muskrats, and river otters use the riparian areas along the LCR shoreline within 100 feet of the project area. Richter and Azous (1997), conducting small-mammal surveys in a wetland along the LCR, reported 13 species of mammals (Table 2). These, as well as other small mammals common to the Puget lowlands. may occur along the LCR adjacent to the project site. 2.4.2 Birds Several bird species were observed during the site visits, including American crow (Corvus brachyrhynchos), American robin (Turdus migratorius), Canada goose (Branta canadensis), and European starling (Sturnus vulgaris). Richter and Azous (1997) conducted bird surveys in a wetland of the LCR between late May and mid-June in 1988, 1989, 1991, 1992, and 1995 to determine distribution and relative abundance. They reported 58 species of birds (Table 3). It is likely that these, as well as other species of birds common to the Puget lowlands, nest or forage in the project vicinity. Project No. LY15160380 apron_a_streamstudytlabitalfpt_050616.doc~ Amec Foster Wheeler 9 - ---------------------------------- 6. am~~ foster wheeler 2.4.3 Amphibians and Reptiles No amphibians or reptiles were observed during the site visits; however. it is likely that amphibian (e.g .. Anurans) and reptile species (e.g .. turtles) found in the Lake Washington basin may use the areas within the site vicinity. Richter and Azous (1997) reported the occurrence of six amphibian species in the LCR: • Ensatina (salamander) (Ensatina eschscholtzil). • Long-toed salamander (Ambystoma macrodactylus), • Northwestern salamander (A. gracile), • Pacific tree frog (Pseudoacris regilla), • Red-legged frog (Rana aurora), and • Western red-backed salamander (Plethodon vehiculum). No information was located listing reptile species occurring along the LCR in the project vicinity; however, reptiles listed for King County (King County, 2008) that could occur in the project vicinity include: • Common garter snake (Thamnophis sirtalis), • Northern alligator lizard (Elgaria coerulea), • Northwestern garter snake (T. ordinoides), • Painted turtle (Chrysemys picta), • Rubber boa (Charina bottae), • Slider (Trachemys scripta), • Western fence lizard (Sceloporus occidentalis), and • Western terrestrial garter snake (T. elegans). 2.4.4 Fish Small fish were observed jumping in the LCR adjacent to the project site during the site visits. Although they could not be identified, they appeared to be small salmonids. The Lake Washington system, including the LCR adjacent to the project site, hosts many fish species, including five salmonid species: Chinook salmon (Oncorhynchus tshawytscha), coho salmon (0. kisutch), sockeye/kokanee salmon (0. nerka), coastal cutthroat trout (0. clarki clarki), and steelhead/rainbow trout (0. mykiss). Anadromous forms of each of these species use the Cedar River system as migratory, forage, nursery, and spawning habitat, so individuals are present in the river both as adults during migrations to spawning grounds and as juveniles (Kerwin, 2001). All of these species occur Amec Foster Wheeler 10 Project No. L Y15160380 apron _a _ s\reamstudyhabitatrpt_ 050616.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I am? foster wheeler seasonally in the LCR adjacent to the project site. Additionally, there have been isolated reports of coastal/Puget Sound bull trout (Salvelinus confluentus) occurring in the Lake Washington system; however, it is believed that few bull trout occur in the Lake Washington system, if they occur at all. Puget Sound Chinook salmon, Puget Sound steel head trout, and bull trout are federally-listed species under the Endangered Species Act. Nonanadromous forms of winter steelhead (rainbow trout), sockeye (kokanee), and cutthroat trout may also occur in the LCR. Resident rainbow trout spend their entire life in the Lake Washington system. The resident rainbow trout population was sustained with hatchery plants because they rarely successfully reproduce in Water Resource Inventory Area 8; however, releases of hatchery rainbow trout have been all but eliminated. Nonanadromous coastal cutthroat trout also occur in the Lake Washington system and are much more abundant than the anadromous form. Kokanee salmon is the freshwater, resident form of O. nerka. Some progeny from the parents of anadromous sockeye may also remain in Lake Washington for all or a portion of their lives (residenUanadromous sockeye) (Kerwin, 2001). The largest single population of adfluvial bull trout in western Washington is found above Cedar Falls in the upper Cedar River waterstied. It is believed that a small number of bull trout pass through the reservoir and downstream hydroelectric facilities to the river reaches below Cedar Falls. However, it is apparently not sufficient to support the establishment of bull trout populations under the current ecological conditions (Corps, 2002). Native char, presumably bull trout, have been observed in the fish ladder viewing pool at the Hiram M. Chittenden Locks as recently as 1997, while isolated reports of native char being caught in or around Lake Washington occur every few years. A large juvenile char, again, presumably a bull trout (-250 millimeter, 3 year old), was caught in the LCR in July 1998. An adult char was also caught in the LCR in April of 1993 (Corps, 2002). Based on this information, occurrence of bull trout in the LCR adjacent to the project site is expected to be extremely limited, if they occur at all. Fish exclusion surveys conducted by Amec Foster Wheeler biologists in June 2013 and June 2014 as part of Boeing's North Bridge Replacement project on the LCR identified juvenile Chinook and coho salmon, as well as juvenile steelhead/rainbow trout. Other fish species identified during these surveys included slimy sculpin (Coitus asper), three-spined stickleback (Gasterosteus aculeatus), and ammocoetes of an unidentified lamprey species (Petromyzontidae). Amec Foster Wheeler Project No. L Y151603BO 11 apron _ a_streamstudyhabitatrp,-050616 ,docx • c> amec foster wheeler Species endemic to the Lake Washington system include the northern pike minnow (Ptychocheilus oregonensis), pea mouth (Mylocheilus caurinus), sculpins (Coitus spp.), and longfin smelt (Spirinchus tha/eichthys) (Weitkamp et aI., 2000; Wydoski and Whitney, 2003). Twenty-four non-native fish species (Table 4) have been identified in the Lake Washington/Lake' Union system. A number of these species are now believed to be no longer present in the system. Some of these species are known to prey on juvenile salmon (e.g., smallmouth bass) while others are potential competitors with juvenile salmon ids for food (Kerwin, 2001). 2.5 MEASURES TO PROTECT TREES AND VEGETATION The proposed project will not occur in areas with existing trees or riparian vegetation. No direct or indirect impacts to riparian vegetation or trees will occur as a result of the proposed project; therefore, no measures to protect vegetation or trees have been incorporated into the work plan. 2.6 No NET Loss OF ECOLOGICAL FUNCTION The project will result in no net loss of ecological function in the riparian zone of the LCR adjace~t to and 100 feet upstream and downstream of the project site. There will be a gain of 180 square feet of pervious surfaces within. the shoreline zone, which will result in an ecological benefit. Additionally, the mitigation area is being planted with differing combinations of four plant species: abelia, arborvitae, wintercreeper euonymus, and Oregon iris plant rather than grasses to create more ecological diversity and complexity. Amec Foster Wheeler 12 Project No. L Y15160380 apron _a _streamstudyhabitatrpt_ 050616.docx I I I I I I I I I I I I I I I I I I I ------------------------------------------------------------------------------------------ I I I I I I I I I I I I I I I I I I I 3.0 HABITAT DATA REPORT am? foster wheeler The habitat data report, as required by the City of Renton and described in RMC 4-8-120C, will provide pertinent habitat and ecological function information for the immediate project site where the proposed project is to occur. Sections 3.1 through 3.6 of the report will discuss following: • The layers, diversity and variety of habitat found on the site; • The location of any migration or movement corridors; • The species typically associated with the cover types, including an identification of any critical wildlife species that might be expected to be found; • Identification of any areas that have been previously disturbed or degraded by human activity or natural processes; • A summary of existing habitat functions and values; and • A summary of proposed habitat alterations and impacts and proposed habitat management program. 3.1 HABITAT DIVERSITY The LCR downstream of 1-405 (approximately 1.6 miles) is an artificial channel created early in' the 20th century and is completely constrained between levees and revetments. This reach was regularly dredged to prevent flooding from the time of its completion in 1912 until the mid-1970s. Portions of the reach were again dredged in 1999 for the first time since the mid-1970s. Flood-control dredging is proposed during the summer of 2015. In-stream habitat in the reach is almost entirely glide, with little habitat complexity. Land uses prevent floodplain connectivity and have eliminated the potential for re-connection with a natural floodplain or the establishment of a riparian corridor. Channelization and existing land uses also prevent significant large woody debris from accumulating in the channel. The reach is also very low-gradient and depOSitional, and the substrates have high levels of fine sediments (Corps, 2004; Parametrix and Adolfson, 2010). The shoreline along the LCR adjacent to the project site consists of developed property belonging to Boeing and the City of Renton. With realignment of the Cedar River into Lake Washington in 1912, the zone of sediment deposition was localized through the City of Renton (Perkins, 1994). The vast majority, if not all, of the non- suspendable sediment load is now deposited along this reach because Lake Washington lies at the river's mouth. With the path of the river fixed by armored banks, progressive infilling of the channel resulted. Sediment is continually deposited in the downstream 2 miles of the river and in an enlarging delta in Lake Washington. Amec Foster Wheeler Project No. L Y15160380 13 apron_ a _ streamstudyhabitatrpC 050616.docx c:~ amec~ foster wheeler Aquatic habitat within the LCR adjacent to the project site consists of a low relief benthic habitat composed of small cobbles with some gravel and no boulders. Large woody debris in the stretch of the LCR adjacent to the project site is extremely limited (Appendix A, Photos 14 and 15). River discharge at the time of the site visits in May and November 2014 was approximately 1,000 cubic feet per second and 320 cubic feet per second during the May 2015 visit (USGS, 2015). Channelization of the LCR has eliminated meanders within the lower river, such that the lower 1.6 miles of river consists of a uniform glide habitat with a nearly complete absence of riffles and pools. Habitat diversity along the LCR adjacent to the project site is extremely limited. 3.2 MIGRATION CORRIDORS A query of the Washington Department of Fish and Wildlife's Priority Habitat and Species database (http://wdfw.wa.gov/mapping/phs/) identified five salmonid species that use the LCR as a migration corridor: • Chinook salmon; • Coho salmon; • Sockeye salmon;. • Steelhead and rainbow trout; and • Coastal cutthroat trout. Two of the above species, Puget Sound Chinook salmon and Puget Sound steelhead trout, are listed as threatened under the Endangered Species Act. Bull trout, a member of the char family, may also be found in the LCR and is also listed as threatened under the Endangered Species Act. Population status information and extent of use of this area is currently unknown. Adult and subadult size individuals have been observed infrequently in the LCR (below Cedar Falls), Lake Washington, and at the Locks. No spawning activity or juvenile rearing has been observed and no distinct spawning populations are known to exist in Lake Washington outside of the upper Cedar River above Lake Chester Morse (not accessible to bull trout within Lake Washington) (NOAA-Fisheries and USFWS, 2008). It is unlikely that bull trout use the Cedar River as a migratory corridor. 3.3 SPECIES AND COVER TYPES The almost complete absence of riparian vegetation along the west bank of the LCR and the limited riparian vegetation along the east bank adjacent to the project site and the highly developed shorelines along both banks of the LCR severely limit habitat availability and use by multiple plant and Amec Foster Wheeler 14 Project No. L Y151603BO apron _a _streamstudyhab'ltatrpt_ 050616.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ------- am?1H foster wheeler animal species. The concrete flood-control wall on the west bank of the LCR adjacent to the project site severely limits the width of the riparian zone and eliminates the transition zone from riparian to terrestrial habitats. Typical plant and animal assemblages and associations that would be expected along the riparian corridor of the LCR are, for the most part, absent along the stretch adjacent to the project site. A query of the Washington Department of Natural Resources' Natural Heritage Program online database (http://www.dnr.wa.gov/ResearchScience/HowTo/ConservationRestoration/Pagesl amp_nh_data_order.aspx) did not identify any plant or terrestrial animal species of special concern in the vicinity of the project site. Critical wildlife species occurring at the project site include those salmonids identified in Section 2.4.4 above. 3.4 IDENTIFICATION OF DISTURBED AREAS The entire project area is highly developed and disturbed. As stated in Section 3.1, the lower 1.6 miles of the LCR is an artificially-created channel with extensive development along both banks. 3.5 EXISTING HABITAT VALUES AND FUNCTIONS The LCR adjacent to the project site has very limited habitat value and is low functioning. A combination of two habitat assessment methods was used to provide a qualitative assessment of the existing habitat values and functions. These habitat assessment methods were the U.S. Environmental Protection Agency's (EPA's) Rapid Bioassessment Protocols for Use in Wadeable Streams and Rivers (Barbour et aI., 1999) and the U.S. Forest Service's Stream Inventory Handbook: Levels I and /I (USFS, 2010). Both methods incorporate the use of physicochemical and biological parameters to assess habitat value and functionality. The EPA's Rapid Bioassessment Protocols incorporates both benthic invertebrate and fish assemblages' data in evaluating habitat value and function. For the purposes of this project, neither benthic invertebrate nor fish assemblage data were collected as part of the evaluation process due to the necessity of applying for and receiving the necessary permits to gather such data. The habitat assessment is based on physicochemical conditions observed at the project site: • Temperature, • Water quality, • Reach sinuosity, Amec Foster Wheeler Project No. LY15160380 15 apron _ a _streamstudyhabitatrp,-050616 ,docx c~ ame~7 foster wheeler • Vegetative conditions of the stream banks and the riparian zone, and • Condition of the floodplain (e.g., accessibility from the bank, overflow, and size). Each of the above parameters is discussed below. 3.5.1 Temperature Mean monthly water temperatures in degrees Celsius in the LCR at Renton for the period of February 1992 through January 2015 (USGS, 2015) are as follows: • January -6.0 • July -15.6 • February -6.3 • August -15.9 • March -7.5 • September -13.7 • April-9.4 • October -11.0 • May-11.5 • November -8.1 • June -13.2 • December -6.3 The warmest water temperatures occur during the months of June, July, August, and September; however, even the highest mean monthly temperatures are compliant with Washington State aquatic . . life temperature criteria (Table 5), with the exception of the char spawning and rearing beneficial use. Char (e.g., bull trout) do not spawn in the LCR and it is highly unlikely that they u~e the LCR as rearing habitat. 3.5.2 Water Quality No site-specific water quality data were found for the project site; however, water quality monitoring has been conducted in south Lake Washington by the Washington State Department of Ecology. Washington State's Water Quality Assessment (303[d] & 305[b] Report) (Ecology, 2008) identified exceedances of water quality standards for temperature, pH, dissolved oxygen, and fecal coliforms in the LCR. No chemical exceedances of state water quality criteria were identified for the LCR adjacent to the project site. 3.5.3 Reach Sinuosity As discussed above, the lower 1.6 miles of the LCR are channelized and much of the shoreline on both banks is restrained by bulkheads. There is no sinuosity within the entire 1.6 miles of the LCR. Stream sinuosity can provide increased habitat complexity through the creation of pools, riffles, and glides, as well as the creation of off-channel habitat. Amec Foster Wheeler 16 Project No. LYt5160380 apron _ B _ streamstudyhabitatrpC 050616.docx I I I I I I I I I I I Ii I I I I I I I 1 1 I I 1 I I I 1 I' I I I I I I I I I am?tf fOster wheeler 3.5.4 Vegetative Conditions As described previously, riparian vegetation is sparse along the both banks of the LCR within 100 feet of the project site. As such, habitat diversity and functionality along this reach of the LCR is severely limited, 3.5.5 Floodplain Condition The LCR is an artificially-created channel confined by levees and bulkheads on each bank. Except in extreme discharge conditions, the LCR has very little connectivity with its floodplain and virtually no potential for formation of off-channel habitat within the floodplain. Because of the low gradient of the LCR, it functions as a sediment depositional zone. The City of Renton and the U.S. Army Corps of Engineers periodically dredges the LCR for flood-control purposes. The City of Renton is proposing flood-control dredging for the summer of 2016. 3.5.6 Habitat Values and Functions at the Project Site A qualitative assessment of the LCR adjacent to the project site indicates that it provides very low habitat value and function due primarily to the sparse riparian vegetation and habitat complexity. 3.6 HABITAT ALTERATIONS AND IMPACTS AND PROPOSED HABITAT MANAGEMENT PROGRAM The project will not involve any in-water components or work below the OHWM, nor will any portion of the project occur in the riparian zone of the LCR. The one component of the project that could potentially affect aquatic biota in the LCR is light impingement from the additional lighting proposed for the Apron A project. Boeing conducted a light impingement study to assess potential alterations to existing lighting conditions on the LCR attributable to the proposed project. Current lighting conditions were field verified (Figure 6), and a simulated lighting model created to reflect the existing conditions. These samples were collected on the evening of November 9 between 7:30 PM and 8:30 PM; sky conditions were partly cloudy with no visible moon present, and a temperature of 46'F. Readings were taken as close as possible to the shoreline. These numbers were used to create an accurate model of the existing conditions, which was then compared to a model including the proposed lighting plan. Light intensities measured during the field verification study and subsequent modeling are expressed in foot-candles (fc). Other lighting studies conducted on the LCR that will be addressed later in this discussion expressed light intensity as lux (Ix) rather than foot-candles. One foot-candle is equal to 10.764 Ix. Light intensity will be discussed in terms of both lux and foot-candles to allow comparisons between the various studies. Amec Foster Wheeler Project No. L Y15160380 17 apron _a _streamsludyhabitalrpl_ 050616.docx •• C> amec: foster wheeler Light intensities recorded during the field verification study conducted at the proposed .project site ranged from a low of 0.07 fc (0.75 Ix) near the Perimeter Road to a high of 17.0 fc (183 Ix) in Stall A-9 (Figure 6). Figure 7 shows the modeled existing lighting conditions (in foot-candles) along the west shoreline of the LCR adjacent to the proposed project site. The model of existing conditions shows a range of 0.1 to 0.5 fc (1.08 Ix to 5.38 Ix) on the west bank of the LCR (Figure 7). A lighting stand and 40-foot light pole are the primary contributors to these light intensities, both of which will be removed or relocated in the new design. Under the proposed lighting plan, with the light stands added, the modeled range along the shoreline showed a maximum light intensity along the west shoreline of the LCR of 0.4 fc (4.31 Ix), a 0.1 fc (1.08 Ix) decline when compared to the maximum light intensity 0.5 fc (5.38 Ix) under current conditions, with a maximum of 0.6 fc (6.46 Ix) (Figure 8). Based on these modeling results, the proposed lighting plan within the 200-foot shoreline zone is not expected to result in an increase in light intensities on the LCR adjacent to the Apron A project site or to adversely alter habitat conditions within the LCR. A number of studies have addressed the effects of light pollution on salmon migratory behavior. One of the most relevant of these is a study conducted by Tabor et al. (2004) examining how changes in light intensity affected migratory behavior of outmigrant sockeye salmon (Oncorhynchus nerka) and predation by cottids (Coitus spp.) in the LCR. Tabor et al. (2004) conducted both laboratory and field studies, but only the results of the field studies will be addressed in this discussion. Tabor et al. (2004) conducted their studies at two locations in the Cedar River (Lions Club Park -river kilometer [RK] 18.3 during March and April of 1999 and at Elliott Park -RK 7.3 during April, May, and June of 1999). At each study location, a 60-watt bulb was mounted 2 meters above the water surface and observations conducted at five different light intensities: • Control = no lights (no light intensity data provided) • Dim = 0.16 to 0.27 Ix (0.015 to 0.025 fc) • Low = 0.48 to 0.59 Ix (0.045 to 0.055 Ic) • Medium = 1.08 to 1.51 Ix (0.100 to 0.141 fc); and • Bright = 10.80 to 15.10 Ix (1.003 to 1.403 Ic). Counts of juvenile sockeye salmon and the number 01 cottids with juvenile sockeye salmon in their gut contents were made at each of the study areas under each light intensity regime. Tabor et al. (2004) Amec Foster Wheeler 18 Project No. LY15160380 apron _a _streamsludyhabitalrpt_ 050616.dQCX I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I am? foster wheeler reported that as light intensity increased, the numbers of juvenile sockeye salmon and predation by coUids in the lighted area tended to increase with increasing light intensity. During 2001, Tabor et al. (2004) also measured background light intensities at five locations on the Cedar River from RK 0,0 to 13.2 under three different conditions: clear night with no moon, clear night ",""c,' with moon, and under cloudy conditions. Light intensity at all stations on a moon-lit clear night was about 0.1 Ix (0.009 fc), whereas on a clear nigh with no moon light intensity was below 0.05 Ix (0.005 te) at all stations, with light intensity decreasing with distance upstream from the mouth of the Cedar River at Lake Washington. Under cloudy conditions, the highest light intensity of approximately 0.25 Ix (0.023 fc) was recorded near the mouth of the Cedar River and decreased with increasing upstream distance, dropping below 0.1 Ix (0.009 fc) at RK 10. Tabor et al. (2004) studied the effects of increased light intensity on salmon migratory behavior and predation by cottids using direct lighting compared to that of background light conditions, which they did not record at their study locations. The study by Tabor et al. (2004) did demonstrate that increased, Iqcalized, and direct light intensities did affect juvenile sockeye salmon migratory behavior and did increase coUid predation; however, it did not address the same parameters under different indirect light (Le., reflected light) conditions encountered along the length of the LCR. Under the proposed Apron A project, no lighting will be directed at the LCR and the light nearest the river will be located48 feet west of the LCR shoreline, with lighting directed west and away from the LCR (Figure 8). According to Tabor et al. (2004), direct lighting is intense lighting that occurs in a relatively small area every night and usually all night. In contrast, reflected light and moonlight are not very intense but they are spread over a much larger area and vary greatly with the weather and moon phase. Direct lighting probably has strong localized effects on sockeye salmon fry, whereas reflected lighting and moon light probably have weak effects over a large area. Which of these has more overall effect on sockeye salmon fry is difficult to assess. However, it is much easier to reduce direct lighting than to address reducing reflected light. Direct lighting can be turned off, redirected, or shielded. Reducing reflected light would be a much larger and far more difficult management objective. Tabor et al. (2004) also indicated that reducing light level intensity can be beneficial for emigrating sockeye salmon and suggested keeping light intensity below 0.1 Ix (0.009 fc) would be a prudent management goal. The data provided in Tabor et al. (2004) indicated that, with the exception of overcast nights, light intensities along the LCR are at or below 0.1 Ix (0.009 fc). More recent data from a lighting study conducted by Fong (2015) on the LCR indicate that there may be higher light intensities along the LCR. Fong (2015) conducted a light intensity study along the lower 2 kilometers of the LCR on the Amec Foster Wheeler Project No. L Y15160380 19 apron _ a_ slreamstudyhabitatrpC 050616.docx ~/~ amecY foster wheeler nights of September 11 and 13,2015, which were described aSo"relatively clear." Light levels were 0 measured along the east shoreline at water level on the evening of September 11. In some cases, light intensity was also measured landward of riparian vegetation along the LCR. On September 13, light intensity was measured at water level along the center of the LCR. Fong (2015) reported light levels on the river that ranged from 0.00 Ix (0.000 fc) to 33.00 Ix (3.066 fc) with light intensity most commonly in the 0.1 Ix (0.009 fc) to 1 Ix (0.093 fc) range. According to Fong (2015), with a few exceptions, most of the light was coming from the West (airport) side of the river. Figure 9 presents light intensities in the LCR adjacent to the proposed Apron A project site. Light intensities measured along the east shoreline and at the center of the LCR adjacent to the proposed project site north of the South Bridge ranged from 0.49 Ix (0.046 fc) to 2.80 Ix (0.260 fc) (closest to the bridge) (Fong, 2015). Light intensities measured along the east shoreline of the LCR near the project site landward of riparian vegetation ranged between 0.32 Ix (0.030 fc) and 2.09 Ix (0.194 fc) (Figure 9) (Fong, 2015). According to Fong (2015), there'are two primary sources of light pollution: light trespass and sky glow. Light trespass is defined as light that over reaches the property where it is located onto an adjacent· property. Sky glow is the brightening of the sky caused by artificial, outdoor lighting and by natural sources such as atmospheric and celestial factors. Artificial lights from commercial, industrial, transportation, and residential sources over a region can all contribute to sky glow. The study by Fong (2015) did not distinguish between light trespass and sky glow contributions to light intensities on the LCR. The World Atlas of Artificial Night Sky Brightness (Lorenz, 2006) is a global map of artificial light pollution. Figure 10 provides excerpts from this atlas for Washington State and for the City of Renton area. The atlas quantifies levels of artificial light pollution using a color code based on the ratio of artificial sky brightness to "natural sky brightness" (i.e., a score of 2 indicates that the artificial sky brightness is twice as bright as natural conditions) (Lorenz, 2006). The atlas is based on clear sky (i.e., without clouds) conditions. As can be seen from Figure 10, the Seattle metropolitan area, including the City of Renton and the LCR, is within the area depicted as having the highest ratio of artificial sky brightness to natural sky brightness for this region. The artificial sky brightness (i.e., sky glow) is the contribution from all artificial light sources, including commercial, industrial, residential, and transportation. As can be seen from Figure 10, the regional sky brightness for the Seattle metropolitan area, including the City of Renton, is nearly at the maximum of the scale for artificial night sky brightness. Although localized reductions in artificial light sources in areas adjacent to the LCR may have some effect in reducing the intensity of indirect or reflected lighting on the LCR, it is unknown to what extent such localized reductions would be required to produce a Amec Foster Wheeler 20 Project No. LY151B03BO apron _a_streamsludyhabitatrpC 050616.dOCJ< I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I am?1J foster wheeler statistically measurable reduction in light intensity reaching the LCR. Achieving a light intensity of 0.1 Ix along the LCR, as proposed by Tabor et al. (2004), may require a regional management plan to reduce the intensity of artificial light pollution. The results of the light impingement modeling conducted by Boeing, comparing existing light conditions to those after implementation of the proposed lighting plan at Apron A, clearly demonstrates that there will no increase in light levels along the LCR adjacent to the Apron A project site. Fong (2015) provided mitigation recommendations to reduce light pollution along the LCR adjacent to the Boeing facility. Specific recommendations for reducing light levels were presented graphically, but, in general, the recommendations can be categorized as follows: • Reduce on hours for essential functions only; • Relocation of fixtures; • Re-aiming of fixtures; • Add shielding to existing fixtures; • Change fixture types to full cut-off equivalent; • Add dimming capability to fixtures; • Rotating fixtures away from Cedar River; and • Elimination of some fixtures. Boeing will implement all of Fong's (2015) recommended mitigation measures to reduce light pollution along the LCR adjacent to the Boeing facility; however, these mitigation measures will be implemented under a separate project to be conducted in 2016 or 2017. These mitigation measures will not be incorporated into the existing Apron A project. No other components of the proposed project occurring in the 200-foot shoreline zone will affect existing habitat or ecological conditions within the 200-foot shoreline zone orwithin the adjacent LCR. The addition of 8,020 square feet of impervious surface within the 200-foot shoreline zone will be mitigated by removal and revegetation of 8,200 square feet of existing impervious surface. No habitat management or mitigation programs are required for proposed project and none are proposed. Amec Foster Wheeler Project No. LY15160360 aproo_B_streamstudyhabitatrpt_050616.docx 21 l-~ amecY foster wheeler (This page intentionally left blank) Amec Foster Wheeler 22 Project No. LY15160360 apron_a~streamstudyhabitatrpt_050616,docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4.0 REFERENCES am? foster wheeler Barbour, M.T., Gerritsen, J., Snyder, B.C., and Stribling, J.B. 1999. Rapid Bioassessment Protocols for Use in Streams and Wadeable Rivers. U.S. Environmental Protection Agency,'Office of Water, EPA B41-B-99-002, Washington, D.C. Corps -see U.S. Army Corps of Engineers Fong, D. 2015. Cedar River Electric Light Study. Prepared for the City of Renton, Washington by Stantec, Lynnwood, Washington. Kerwin, J. 2001. Salmon and Steel head Habitat Limiting Factors Report for the Cedar-Sammamish Basin (Water Resource Inventory Area B). Washington Conservation Commission, Olympia. King County. 200B. King County Biodiversity Report 200B. King County, Seattle, Washington, http://www.kingcounty.gov/environmentlanimalsAndPlants/biodiversity/king-county- biodiversity-report.aspx (accessed September 1,2009). Lorenz, D. 2006. Light Pollution Atlas 2006. http://djlorenz.github.io/astronomy/lp2006/ (accessed November 23, 2015). National Oceanic and Atmospheric Administration, National Marine Fisheries Service and the U.S. . Fish and Wildlife Service (NOAA-Fisheries and USFWS). 200B. Endangered Species Act- Section 7 Consultation Biological Opinion and Magnuson-Stevens Fishery Conservation and Management Act Essential Fish Habitat Consultation. The 1-405 Tukwila to Renton Improvement Project (1-5 to SR 169 -Phase 2) Lower Cedar River, Cedar River Sixth Field HUC: 171100120106, 171100120302, King County, Washington. NOAA-Fisheries and USFWS, Lacey, Washington, https:llpcts.nmfs.noaa.gov/pls/pcts-pub/sxn7.pcts_ upload.download?p_file=F13441/200704219_ 405_trip_03-03-200B.pdf (accessed May 19, 2012). Parametrix and Adolfson Associates, Inc. (Parametrix and Adolfson). 2010. City of Renton Shoreline Master Program Update Restoration Plan. Prepared for the City of Renton, Washington, http://rentonwa.gov/uploadedFiles/Business/EDNSP/planni ngl 4.3%20Final%20Restoration%20Plan%20Uune-10).pdf?n=2474 (accessed April 13, 2012). Perkins, S.J. 1994. The shrinking Cedar River -channel changes following flow regime regulation and bank armoring, in Proceedings of Effects of Human-Induced Changes on Hydrologic Systems. American Water Resources Association 1994 Annual Summer Symposium, p. 649-65B. Richter, K.O., and Azous, A.L. 1997. Amphibian distribution, abundance, and habitat use, in Azous, A.L., and Horner, R.R. (eds.), Wetlands and Urbanization -Implications for the Future, final report. Puget Sound Wetlands and Stormwater Management Research Program, Washington State Department of Ecology, Olympia, King County Water and Land Resources Division, Seattle, Washington, and University of Washington, Seattle, http://your.kingcounty.gov/dnrp/ library/archive-documents/wlr/wetlands-urbanization-reportlwet-rept.pdf (accessed September 1, 2009). Project No. LY151603BO apron~a_streamstudyhabitatrpt_0506'6.dOCx Amec Foster Wheeler 23 c~ amec? foster wheeler Tabor, RA, Brown, G.S., and Luiting, V.T. 2004. The effect of light intensity on.sockeye salmon fry migratory behavior and predation by cottids in the Cedar River, Washington. North American Journal of Fisheries Management, v. 24, p. 128-145. http://rentonwa.gov luploadedFilesl Living/CS/UBRARY/Lower%20Cedar%20Light%20Tabor.pdf (accessed November 24,2015). U.S. Army Corps of Engineers (Corps). 2002. Montlake Cut Slope Stabilization Project Environmental Assessment Biological Evaluation -Lake Washington Ship Canal, Seattle, Washington. Corps, Seattle District, Seattle, Washington. ---. 2004. Cedar River at Renton Flood Damage Reduction Operation and Maintenance Manual - Cedar River Section 205 (Renton, Washington). U.S. Army Corps of Engineers, Seattle District, Seattle, Washington. U.S. Forest Service (USFS). 2010. Stream Inventory Handbook: Levels I and II (Version 2.10). USFS, Pacific Northwest Region, Region 6, Portland, Oregon. U.S. Geological Survey (USGS). 2015. USGS Surface-Water Monthly Statistics for Washington - USGS 12119000 Cedar River at Renton. Department of the Interior, USGS, National Water Information System, http://nwis.waterdata.usgs.gov/wa/nwis/monthly/?site_no= 12119000&por 12119000 18=1179603,00010,18,1992-02,2015-01 &start dt=1992- 02&end_dt=2015-01 &format=htmUable&date_format=YYYY -MM-DD&rdb_ compression=file&submitted_form=parameter_selectionJist (accessed May 18, 2015). Washington State Department of Ecology (Ecology). 2008. Washington State's 2008 Water Quality Assessment (303[d] & 305[b] Report). Ecology, Olympia, http://www.ecy.wa.gov/programs/ wq/303d/2008/index.html (accessed April 15, 2012). --.2012. Supplemental Aquatic Life Criteria Information. Ecology, Water Quality Program, Olympia, http://www.ecy.wa.gov/programs/wq/swqs/AquaticLifeTempSupp.html#timeframes (accessed December 15, 2012). Weitkamp, D.E., Ruggerone, G.T., Sacha, L., Howell, J., and Bachen, B. 2000. Factors Affecting Chinook Populations -Background Report. City of Seattle, Seattle, Washington. Wydoski, R.S., and Whitney, R.R. 2003. Inland Fishes of Washington. American Fisheries Society, Bethesda, Maryland, and University of Washington Press, Seattle. Amec Foster Wheeler 24 Proiect No. LY15160380 apro"_ a _ slreamstudyhabitatrpC 05061B.docx I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Mitigation Area' (square feet) 770 502 2,620' 426' 506' 790 875 1,565 1,930 Total: 9,984 Note(s) TABLE 1 LANDSCAPING MITIGATION AREAS, SPECIES OF PLANTS, AND NUMBER OF PLANTS BEING PLANTED 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton, Washington Plant Species and Number of Plants per Miti~ ation Area Wintercreeper Abelia Arborvitae Euonymus Orellon Iris 18 4 27 48 7 4 27 30 65 6 103 0 17 2 6 0 15 3 17 0 14 3 32 0 22 3 26 0 22 5 47 0 19 5 59 193 199 35 344 271 Ci~ amec'Y foster wheeler Corresponding Report Fi!lure Figure 3a Figure 3b Figure 3c 1. Because approximately 1,784 square feet of existing vegetated areas will be disturbed during removal of the existing impervious surfaces, the total mitigation area amounts to 9,984 square feet, allowing for revegetation of disturbed existing vegetated areas (1,784 square feet) in addition to the 8,200 square feet of mitigation areas. 2. These three areas will be temporarily hydro-seeded prior to vegetation with the four plant species listed above to accommodate the installation of utilities. p:\boeing renton\apron a permitting\reponsllables_1·S_apfon_a_050616.docx Amec Foster Wheeler Page 1 I I I I I I I I I I I I I I I I I I I TABLE 2 l;/~ amec"Y foster wheeler SMALL MAMMALS REPORTED TO OCCUR ALONG THE LOWER CEDAR RIVER' 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton, Washington Species . Common Name and Scientific Name (Genus species Creeping vole Microtus oregoni Montane shrew Deer mouse Peromyscus manicufatus Shrew-mole Ermine Mustefa ermine Southern red-backed vole Forest deer mouse Peromyscus areas Townsend's chipmunk Long-tailed vole Microtus fongicaudus Trowbridge's shrew Marsh shrew Sorex bendirei Vagrant shrew Masked shrew Sorex cinereus Note(s) 1. Source: Richter and Azous, 1997. p:\boeing renlonlapron a permiUing\reports\tables_1·S_apron_a_OS0616.docx Sorex monticofus Neurotrichus gibbs;; Cfethryonomys gapperi Tamias townsend;; Sorex trowbridgei Sorex vagrans Amec Foster Wheeler Page 2 I I I I I I I I I I I I I I I I I I I TABLE 3 v~ amecY foster wheeler BIRDS REPORTED TO OCCUR ALONG THE LOWER CEDAR RIVER' 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton, Washington Species Common Name and Scientific Name (Genus species) American crow Corvus brachyrhynchos Northern pygmy owl American goldfinch Carduelis tristis Orange-crowned warbler American robin Turdus migratorius Pine siskin Black-capped chickadee Parus atricapillus Pacific-slope flycatcher Belted kingfisher Ceryle alcyon Purple finch Bewick's wren Thryomanes bewickii Red-breasted nuthatch Brown-headed cow bird Molothrus ater Red-breasted sapsucker Black-headed grosbeak Pheucticus melanocephalus Red crossbill Brewer's blackbird Euphagus cyanocephalus Red-eyed vireo Brown creeper Cerlhia Americana Rufous-sided towhee Black-throated gray Dendroica nigrescens Ruffed grouse warbler Bushtit Psaltriparus minimus Ruby-crowned kinglet Chestnut-backed Parus rufescens Red-winged blackbird chickadee Cedar waxwing Bombycilla cedrorum Sora Cooper's hawk Accipiter cooperii Song sparrow Common raven Corvus corax Sharp-shinned hawk Common yellow throat Geothlypis trichas Steller's jay Dark-eyed junco Junco hyemalis Swainson's thrush Downy woodpecker Picoides pubescens Townsend's warbler European starling Sturnus vulgaris Vaux's swift Evening grosbeak Coccothraustes vesperlinus Violet-green swallow Fox sparrow Passerella iliaca Virginia rail Great blue heron Ardea herodias Warbling vireo Golden-crowned kinglet Regulus satrapa Western tanager Hairy woodpecker Picoides villosus Willow flycatcher Hermit thrush Catharus guttatus Wilson's warbler Marsh wren Cistothorus palustris Winter wren MacGillivray's warbler Geothlypis tolmiei Wood duck Northern flicker Co/aptes auratus Yellow warbler Note(s) 1. Source: Richter and Azous, 1997. p:l.boeing renton\apron a permittinglreportS\lableS_1-5_apron_8_050616.docx G/aucidium gnoma Vermivora ce/ata Carduelis pinus Empidonax difficilis Carpodacus purpureus Sitta Canadensis Sphyrapicus ruber Loxia curvirostra Vireo olivaceus Pipilo erythrophthalmus Bonasa umbellus Regulus calendula Age/a/us phoeniceus Porzana Carolina Melospiza melodia Accipiter striatus Cyanocitta stelleri Catharus ustulatus Setophaga townsendi Chaetura vauxi Tachycineta tha/assina Rallus limicola Vireo gilvus Piranga ludoviciana Empidonax traillii Cardellina pusilla Troglodytes hiemalis Aix sponsa Dendroica petechia Amec Foster Wheeler Page 3 I I I I I I I I I I I I I I I I I I I TABLE 4 am? foster wheeler NON-NATIVE FISH SPECIES INTRODUCED INTO THE LAKE WASHINGTON/LAKE UNION SYSTEM' 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton, Washington Common Name Scientific Name American shad Afosa sapidissima Atlantic salmon Safmo safar Black bullhead fctafurus mefas Black crappie Pomoxis nigromacufatus Bluegill Lepomis macrocheifus Brook trout Safvefinus fontinafis Brown bullhead fctafurus nebufosus Brown trout Safmo trulta Channel catfish fctafurus punctatus Cherry salmon Oncorhynchus masou Common carp Cyprinus carpio Fathead minnow Pimephafes notatus Goldfish Carassius auratus Grass carp Ctenopharengodon idella Lake trout Safvefinus namaycush Lake whitefish Coregonus cfupeaformis Largemouth bass Micropterus safmoides Pumpkinseed sunfish Lepomis gibbosus Small mouth bass Micropterus dofomieui Tench Tinca tinca Warmouth Lepomis gufosus Weather loach Misgurnus angifficaudatus White crappie Pomoxis annularis Yellow perch Perca ffavescens Note(s) 1. Source: Kerwin, 2001. Status Uncommon strays Can exceed 1,000 per year Extinct Common Common Rarely caught Rare, may be extinct No observed reproduction Rarely caught Extinct Abundant Unknown Intermittent Triploids only Extinct Extinct Common Abundant Common Abundant No observed reproduction No observed reproduction Uncommon Abundant Amec Foster Wheeler Page 4 ,--------------------------------------------------l I I I I I I I I I I I I I I I I I I I I TABLE 5 DIFFERENT AQUATIC LIFE USES AND THEIR ASSOCIATED NUMERIC TEMPERATURE CRITERIA' 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton, Washington Beneficial Use Temperature' (0C) Char Spawning and Rearing 12 Core Summer Salmonid Habitat 16 Salmonid Spawning, Rearing, and Migration 17.5 Salmonid Rearing and Migration Only 17.5 . Note(s) 1. Source: Ecology, 2012. 2. Based on the 7 -day average of the daily maximum temperatures. 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IN COIIIPUANCE WITH CITY or RENTON STANDARDS :=====:: D ... __ _ ... ,,--- " D ... __ _ " ... ,,--- cEDN\ R\'IER plANT!yj ! fIifND ~-- .,-...... ---.~ I"® . ::-=s_II=~ ~-'--I ~~: . ~--7~~ ~ :; (~?', J ~'f '.' -, -\_.:f'", -{9 '~T-"-~:~r~jl~~ , ..... ':& iii = __ ~IO o M ===""_-~~ - SHORELlNE PERMIT MAY 4,2016 KEY PLAN ~ 5CAii! N_n ~DWL APRON A LANDSCAPING PLAN VEGETATION MITIGATON AREAS 737 Max Flightline Utilities -Apron A CI Project The Boeing Company amftf foster wheeler Renton, Washington By: JEY Proiect.: LYlS160380 Phase No.: 01 Dale: 05103/16 Figure 3a I I I I I I I I I I I I I ~ ~ :; Ii! 0, I '" ";,j ~, " c K I " il .~ ~ ~ c 1l I Ii ~ • c K • 0 ~ I M iii ~ f ~ I ~ c I ~ I /---------"'-~------,-'--'----'--"- -~_/ CDlAR ~ ~-;i.~;-:::fr""""· . --~. .-_ ... - ------,----------~.'.-.".-""'--------' ~- ----------------~-- ---,-----~"--------------------/"~-- .--/ /: ,/ ,A S. t"""-,\ :--.:--~ / \ r 1fI1lIIO-5EED FOR mFawrr /- EROSIlN~. 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IN CONPUANCE WITH CITY OF RENTON STANDARDS IY OATt ___ IY OATt ___ BY OATt ___ " OATt ___ ------- _'1'1_'- ~. ~~iI , 9(. '.:. "-\~;h' ''t SHORELINE PERMIT MAY 4.2016 KEY PLAN ~ !ltOiII1!ItU ~aWL APRON A LANDSCAPING PLAN VEGETATION MITIGATON AREAS 737 Max Flightline Utilities -ApTon A CI Project The Boeing Company am?~ foster wheeler Renton, Washington By:JEY Proie, Figure 3c Phase No.: 01 Date: 05103116 --------------------- \ \ \ \ --------------------~ ! - '-- , --' ,~ 10 2: I~ - ------------------- _, __ t ... _7 \ \ -"-_ ..... - " ~, \ --. ~ .t: __ --~"--- ! -. ~ \ ---- 1).'-1 - -- --- - - -i....l._l --+----.... -- r! .. --' . i -lor I , I j ,1. -- '" " 'J -- - \ \ \ ,-\ \ • - - - - -- - ~ / Q----M""7--------~ I~ I ---------, \ I D JIliJI" . ...,~~o=!' ll.--I--+-lbh"' .\.5 .110 • i \. (1.\ .\ .\ .. .Ito, ""iI~ ~~D ==._11 ...... 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Lumens FS--400-B 0167 38409 -30 O.BOO A 5-4 -A 4 7 32135 10 o.aoo LHC-1LU-4K-3 1 .4 1421 ca"Icu1at.ion Sucmary Label Unit.a -1 Avg lMax Min Avg/Min 0.0 N.A. ' ... .... ..." ':. .. ' ... .... ".1 ... , .... .... .. .. ':. .. ',.1 .. .. Max/Min II.A. ... , .... .... .. .. .. .. .. .. .. .. .. .. ..., .. .. .. .. ':. .. APRON A PROPOSED LIGHTING MODEL (VALUES IN FOOT-CANDLES) 737 Max Flightline Utilities -Apron A CI Project The Boeing Company Renton. Washington ~ I Stall Area I Fe 11.01 131.2 1.0 11.01 31.20 ~ By: RES . "y Pm'." . LYlSl60380 ground::-P'Tana r Stall 1 Fe 1~4 J Y1~2 Fe 111.01 I 37.2 1.0 11.01 ]7.20 r 1 foot-candle = 10,764 lux ~~~~r Phase No.: 01 ;; wheeler Date: 02l28/t6 1 Figure 8 j I I I I I I I I I I I I ~ w I ~ :il ~ ;1 I -; E I d ;1 "i i> I 1 ~ . c !i • I 0 W M 0 W ~ I II Q .~ ~ ~ I 1 Lorenz, 2006 A. Artificial night sky brightness map for Washington State B. Enhanced artificial night sky brightness map for Washington State (outlined area is enlarged below) "iI-- c· C. Artificial night sky brightness map for City of Renton and lower Cedar River (white oval and line) ARTIFICIAL NIGHT SKY BRIGHTNESS MAPS FOR WASHINGTON STATE AND THE CITY OF RENTON AREA' 737 Max Flightline Utilities -Apron A (I Project The Boeing Company am?tf foster wheeler Renton, Washington By: RES Figure 10 Project: LY15160380 Phase NO.: Ul Date: 03/01116 I I C/1I amec - foster I wheeler I I I APPENDIX A I Photographic Log I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Photo 1 Pho to 2 APPENDIX A PHOTOGRAPHIC LOG 737 Flightline Utilities -Apron A CI Project Renton , Washington west bank of lower Cedar R iver LCR arnec foster wheeler Amec Foster Wheele r A -1 amec foster wheeler APPENDIX A PHOTOGRAPHIC LOG 737 Max Flightline Utilities -Apron A CI Project Renton , Washington Photo 3 Lookin south from south brid e alon west bank of LCR note flood-conlrol wall Photo 4 West bank of LCR immediatel south of south brid e Amec Foster Wheeler A-2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIX A PHOTOGRAPHIC LOG 737 Flightline Utilities -Apron A CI Project Renton , Washington Photo 5 Lookin southwest from east bank of LCR at west bank amec fOster wheeler Photo 6 Reed cana rass next to water on west bank of LCR south of south brid e Amec Foster Wheeler A-3 amec fOster wheeler APPENDIX A PHOTOGRAPHIC LOG 737 Max Flightline Utilities -Apron A CI Project Renton , Washington Photo 7 Ja anese knotweed on west bank of LCR south of south brid e Photo B Horsetail on west bank of LCR south of south brid e Amec Foster Wheeler A-4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------------------------------------------------------------------------------, Photo 9 Photo 10 APPENDIX A PHOTOGRAPHIC LOG 737 Flightline Utilities -Apron A CI Project Renton , Washington amec foster wheeler Amec Foster Wheeler A-5 amec foster wheeler APPENDIX A PHOTOGRAPHIC LOG 737 Max Flightline Utilities -Apron A CI Project Renton , Washington Photo 11 Lookin at west bank of LCR north of south brid e Photo 12 Lookin at west bank of LCR north of south brid e Ame c Foster Wheeler A-6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIX A PHOTOGRAPHIC LOG 737 Flightline Utilities -Apron A CI Project Renton, Washington Photo 13 Lookin south at south brid e from east bank of the LCR note reed cana arnec foster wheeler Photo 14 Lookin south from brid e at east bank of the LCR note alder trees at left center Amec Foster Wheeler A-7 amec foster wheeler APPENDIX A PHOTOGRAPHIC LOG 737 Max Flightline Utilities -Apron A CI Project Renton , Washington Photo 15 Lookin north from south brid e at east bank of LCR Photo 16 Look in north alon east bank of LCR at Cedar River Trail Park north of bod e Amec Foster Wheeler A·B I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Ph oto 17 Photo 18 APPENDIX A PHOTOGRAPHIC LOG 737 Flightline Utilities -Apron A CI Project Renton, Washington rass in center amec fOster wheele r Amec Foster Wheeler A-9 amec foster wheeler APPENDIX A PHOTOGRAPHIC LOG 737 Max Flightline Utilities -Apron A CI Project Renton, Washington Photo 19 lookin south toward south brid e at ve etation alon east bank of lCR Amec Foster Wheeler A-10 I I I I I I I I I I I I I I I I I I I I I \/\4 amec foster I wheeler I I I APPENDIX B I Light Fixture Cutsheets I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LNC SERIES SPECIRCATIONS Intended Use: Calf Job The compact LED LNC is designed lor entry/pe- rimeter illumination for safety. security and identity. Typical mounting height is up to 1 2 feel with 40ft Ib<lurc spacing tNIthout aayf< diffuser) and 30ft spacing with aaylic diffuser Installed. Photoconlrol oplioo Is available to provide dusk·ltrdawn control for additional eneroy 5avings. ConstrucUon: Decorative die-cast aluminum housing and door. Rewed <ieSgn prolec~ Inlemal components and provides excellent thennal management for long lile -60,000 hours minimum LED fife at 196 raUng per IESNA TM-21-11_ Powder palnl Hnlshes provide lasting appearance in outdoor en\lirooments. llpIIcs/EI_caI LED: Drivers are 120·277V. 5OI6OHzType U, III and Type IV lenses provide wide lateral spread. 0-1OV dimmOg 120-277V on~. • LNC5L -5 LEOs. 12.!ffl .. l1 amp max. 980 lumens, Type n, m or W " lNC71-7LEDs, 16.6w, .14 amp max, 1~1 lumens. Type II, III or IV • lNC9L -9l...EOs, 22w •. 18 amp max, 1806 lumens, Type II, III or IV " 3000K· 80 CRI, 4OO0K -70 CFU, and 5000K- 67 CRI, CCT nominal " Minimum operating le~ture Is -40'C/·4(l'F " Drivers have oreater than ,gO power factor and less !tIan 20% Total Hannon!c Distortion CERTIRCATIONSILISTINGS c<it .. em> ORDERING INFORMATION ORDERING EXAMPLE: LNC-9LU-SK-3-1-PCl La...., FuU cut·off disbibUUon; Amblent diffuser included, use lor appIicatloos near enterances or \ocaUons where reduced brightness is desired. InstaDaUon: Quick mount adapter provides quick installation, designed for recessed bmI 4-square junction box. Ustlngs: listed and labeled 10 Ul1598 for wellocalions, 25' C ambient environments. Some models meel OeslgnUghls Consortium (Ole) qualifications, consult Ole website lor more details: httD:ltwww.deslgnllgtrts Om/DPL • IES Progress Award WInner ~ 2012 Wamnty. F1V8 year limited warranty (for more Information visit: bttp,Mw,w bybtJelloutdopr COrn/MSOyrtD${ wmmnlYL tJUMBEH or lEDS/SOUnCEfVOlTAG[ LNe LNC zero upllght 5lU 5lEDs, Universal voltage 120-277V nu 7lEDs, Universal voltage 120-277V 9l.LP 9 LEOs, Universal voltage 12{)·277V 1 When PC I. oroared, mput mus1 match PC VOltage 2 Amber lEDsonly available on 7lU and 9lU conIlgtnllons, 350 rnA Or'lly 3 DeSignUghts Consortium (DlC) qualified Snfi1 mcxIets 4K and SK only 3K 3000K nominal, 70 eRi 4I(J 4000K nomlMl, 70eRl 5K' 5OO0K nominal AM' _I59OJIll _for "TiJlleFl<nd~/ --cd ... 350mA -1o:IIIr)j 2 Type U 3' Type HI 4' lYPe /I G~~$)" ~~~:~tlghtlng Approvals PRODUCT lMAGE(S) ~ , , , \ , LNC-SL LNC-9L OIMENSIONS ~ , \ With diffuser ~gl 1-.-1 ~,~ • B 4.81' (122 mmJ 1.55" (39mmJ SH/PPING INFORMATION 1 Bronle 2 Block 3 Gray 4 WhIle 5 Platrnum c o 8.22" (209 mmJ 5.25- (133mmJ OPTlOfJS PC(X)' Button photocontrol, replace X wtlh YDI1age, specify 1-1201\ 2-2OBV. 3-24OV.4-271V Hubbell Outdoor Ughtlng • 701 MDlennlum Boulevard. Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforb10 Improve our products, product specifications are subject 10 change without notice. Cl2D151fJB8EU. Ol1TDOORU'ifI1NG. HI ft:5Ihb ReacMd. FcrmorolnfmNtlon IbItQII wcbslt· _~oCIm • PrInIId In USA REPlACEMENT PART PHOTOMETRICS LNC9LU " Type II LNC9LU " Type III LNC9LU " Type IV .. PERFORMANCE DATA 5 STD. 7 (700mAj 16.6W 9 22W PROJECTED LUMEN MAINTENANCE LUMINAJRE AMBIENT lfMPfRATURE FACTOR (lATF) 1.l'\'ojIct8dpllrESNATlHl·1'·{Ni:bia21(1B,7011n1A.15"CTI, fO,OOOfn1 DatlIIfeIenca Ibe ~ Pl'fDlTl'lllll:t prqeeuoMforlhllHC-ln.t1·&KbIJI: modll .".a"C Imbienl. baed on 10,000 haurt 01 LED IHting per IESNA LM~IH)8. ELECTRICAL DATA 7 STD. (700mAj 9 STD. (700mAj " 10'C 5C 'F 2O"C 61 'F ,C 2! n 'F ,'C 3C 10n 5C rc 122'F Hubbell outdoor UOhllng • 701 Mll!ennium Boulevard· Greenville, SC 29607· Phone: 864-678-1000 Due to our continued efforts to Improve our products, pnxtuct apecffications arelUbJect to chInoe wfthout notlce. 02015 tlIBaD.l.OUTDOOA LICH11NG. NI ~ RueMcI-fa' mc:nlnfllrmalloll NIl ourWlbslt-.......... 1IoIMDcIf'.am • rrinbd In USA 1.02 1.01 O. taW'EUil. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I AF1000 Series Aktra Cutoff Floodlight, 400-1000W HID Type: I.J_O_b: _____________________ ---,-_____ -I Approvals: Catalog Number: AFS-400 A 480 Serio5lSource.Wauage Optlo Vatu.ge (l('rll..'d~ M pn:r.~ 10 d~$,t"n" (FI.~n~ClQr) Ml'U'lC liited '~'K'\) Overall Dimensions For Reference Only 1<4.5" ""'''"'' :--8.0"-, : f20 31cm): l·~ "5-nlA.3cn1 "-","-\.M'-.t ...... . Top View 2-3/8" 0.0. Vertical Pipe Tenon by olher~ 17 ". 'Jt~ ......... 1 ..... ~]~ less Ballast version with MF-1 mastfiuer No' ol'oilobht wllhMAF marino aoad'igl1' Weight filS 2·38" 0.0. yertical plpo lonon bYOIt\e,s 90lbs {40.82 kgsj EPA doto shown on poge J. e 2014 Koninktijke Philips N.V. AU riChts reserved. (;200.117 06/14 page 1 of 6 www.phillps.comllumlnairu FF2 Options (F'"'tory IflSllll~d) Specifications Housing TDB Finish PX-1 Accessories (Field I,,'tlled) Date: Page 1 of 6 /DJ!Hdtj Permanent mold aluminum alloy with integrally cast heat dissipating fins. Marine 1}1"1I1 housing is specially constructed with copper content less than 0.4% for corrosion control in harsh coastal and industrial environments. Dust· T rte housing shall be totally sealed from particulate entry. Standard unit constructed to IPM, MAl' Series, Maline Listing. constructed to IP66. Optics (Reflector) High purity anodIZed renenors as.sure maximum effiCiency. A se(ondary internal renector element reflects high angle rays back into the beam to achieve high beam utilization. Meets IES derlnition of Cutoff dlstrlbution. Lamp Access A gaskctcd and removable ~ket assembly provides convenient lamp access opposite the pre-wired base socket Lens 7132" glass. tempered to Withstand thermal and phySical shock. is held by an extruded aluminum fr:3me and sealed 10 the housing nange by an extruded gasket and stainless steel scre'h'"S to prOVIde a !.ealed.optical assembly Socket Grip·type mogul base socket is pre·wired. Glass end of lamp is held in precise photometric alignment and protected from breakage by a Stabi!ux socket Ballast Sder"ltGuard high po'>\"C'1" factor ballast deSigned for ·1Q"C (-10°F) startJng temperature High Pressure Sodium.-34°C (·30G F) for Pulse Start Metal Haijde. 180·C (356°F) Class H insulation system. Crest factor does not exceed! .8. Core and coil are encapsulated in a polyester resin compound with the capacrtor located outside the encapwlation for ease of maintenance. Ballast components are enclosed in a dravm aluminum container. The Oxlure and ballast are arranged as separate but integral components. Mounting Cast alumir"lum ballast base provides integral mastfftter. ~urtable for mounting to a 2·3/8" O.D. vertical tenon. less Ballast version requires Mr-I Mastfrtter mounting option. Finish Standard limsh $Ilall be mITOsion·resistant textured dark bronze UllraCiad potyester powder coating. 25 mil nominal thickness. electrostatically applied and O\Ien cured.A11 components shall be thoroughly cleaned by a 5 stage pre-treatment process including iron phosphate bath and non·chromic acid etching stages. ensuring optimum performance characteristics. Other colors may be spetified. Optional marine grade finish available. Listings ETUcETL listed to the Ul 1598 standard. suitable for wet locations, Ull 598A MaMe listing (lVolilable. The quahty systems of thi~ facilrty have been Registered by Ul to the ISO 9000 Series Standards. Warranty Gardeo luminaires feature a 5 year Ilmrted warranty. See Warranty Information on www. sitelightlng.com for complete deta~s and exclusions. Potyc.arnonatc lenses carry a I year warranty only. Some Nmm.rt"1 .11" 1'Ivo1·,,~(~n\ or hlih ,n'hmS'I) (jnd>ll'1" (HIO) Iarnplll1lt COI"!lall"llfNU ~maunll 01 merrury SuVllamp\ ~r~ l~btlCd 'COOIl,11 Mtrrur~' Mldlorwltl\ tl\e ~)"lJlbOI Hg·. Umpi lllal (ont~'n m~1 {U'Y muU be d'IPO"d of ... "carda-nce w,tl1locai rl/qu'·.me~h 1"/0''''"'011 tt.I:&fd",& I:aIl'P recycle Illd d'IPOUI can be f~."'d II wwwlimprfcyclt.org. PHILIPS 09 GARDeO AF1000 Series Aktra Cutoff Floodlight. 400-1000W HID Type: I Job: ....... 1 VIOwn" folp'<lMlnlgIOo1.' or NM.erlel .... lnop!lr:lroolIYl<lfh"leCllif1g ond ltOOOO'd ... rs·l000t.nI aPllonal Marine listing Morine Type Ull598A Floodlight J OM 1M preh olong wifh lE'nE'l/loU/'ce-wolioge de:Jgnolt's maine ~Jed '\Jmina~E'1 Serle~Source-Wattage 1 Pulse Storl Metal Halide o AFP·l000 2,3 High Pressure Sodium 111 IIFS-400' o AFS-l000-" Page 2 or 6 Oilti,~ {Reflector} Voll_ge 111 A 0 120 0 C 0 208 0 240 0 277 0 347 !1l 480 0 QV' Options (fidel)' l'l$\alled) fonlsh Actossorles (Ordered Separ.l.lely) 0 U' Bi-level dimming 0 n' Trl·level dimming 0 CSR HOI Quartz Restrike 0 LQ Hoi/Cold Quortz Restrike 0 LQl Separately Wiled 112OV) Quartz Reslol:e 0 F.Fl 9 Single fuse (120/27]\11 1"1 F·f2' Double Fuse (208mO/-4S0v) 0 Mf·l 1O Leu bolla!! MostfiUer mount 0 TG TeDon bonded 10 glo~s lens 0 50HZ 50 Hz boUesl operotion 0 EPXY -CTO-GR Groy EpoXy cooled 0 EPXY-CTO-WH! While EpOKY coated 1) Addr!;onal Morine Gl'tlde goU:eting.lpecioly con)lflJcted with low copper conlent aUo)' ~en than 0..411{,' for corrOlion (;onlrolln horth GOOl101 and IndlJStrioi environments or wherever marine type vnns ore required. Meels U.s. Coosl Gvord specif1COliOm 101 marine type appflcoUons. l"I TDB Textured DOlk BfOrve 0 TGR Textured Gray 0 TBK Textured Bloc\: 0 TWHT Textured While 0 ISA Textured Solin Aluminum 0 IGN lexlUl'ed Green o M(F) McD'1e grode point. F = specify color Recommended for ccoilol oppicotioN. CorUullloctory IOf color ovoilabillly, finish is applied In a Itveo'step process 10 pOll 1500 hO\KS with ICribe $011 )proy ted pcr AS1M 8117, S" 5Ot.Jtiorl. <4) Mogul Bose E18lomp (Cleor) prOVIded byolherJ 5) Mogul8ase E25lomp (Cleor) prOvided by olhon. 6) In lOOOW HPS un)!!, lhe slor'ldotd SO I;old from boUo,t 10 optic heod b reploc&d wilh ftelC conduit. The M2 oplion lies! bolcHt moslftUer mOUnllis not available. 71 Quod voltago ballalt. Allows f-old lelectlon 01 (f) = specify finish color D F·Fl·KIT-(FP Single Fu!e Kit (l2Ol277/341V) Cl F·F2·KIT-(F)' DoubleFwoKiII208n.af.0.')V1 D PCM-l·(F) Photocell mounting brocket D WB-1·(F) Woll brocket lor mounting 10 not vertical surface D We-5·(F) Wring box lor WB·) D Fe-t-(F) Flat base mount !11 PX-l-(F) o AL-l0-AF o PM-l o PM-2 o PM-3 o PM-4 Crou Arm brocket with 2·3/8" pipe stub AuxiiOI)' polymer lens Wood pole mounting kittOf sirlgle fixture with one lJ..Oml Wood pole moun ling 1::1I10f two fixtures with two U·orms Wood pole mounling kil fOf l!vee flxtures with three U-crms Wood pole mounting kit fOr tour lWur6S with four U·orms 8) Dimming oplicru O'Iaitoble tOf HPS vnltl in any aiming p~tjon. Consuli factory lor ovoitabftilV of dimming with pulse ~Iort metol ha~de unlls. 9) fVIIflg Ii not ovoUable on MAf Jenes (monno "sted) vnils. Vol1oge must be spednod. 2) Mogul Bale EP39125 {Cleorl lamp provided by oll'1rm. 3) Position oriented ,ockel oi'Tling ongrelimiled 10 between 4s-ond 78". 120/208/2~0I271 voltage. Cer10in options mav require voltago sele-clion 01 wen. 10) Not av~lable for MAf Imorine Iisled) series CIt Jtondord IOOOW HP$ unit. C 20104 KonlnldlJke Philips N.v. All righu reserved. G200·117 0611-1 pale 2 016 www.phllipl.(omllumlnalrllls I I I I I I I I I I I I I I I I I ----------_ .. _-------------------------------------------------------------------- I AF1000 Series Aktra Cutoff Floodlight, 400-1000W HID I I Type: I Job: Page 3 of 6 DI~tnbutlon GUide & Ballast Data Source Catalog Renec:lor Lamp Field Angle '.(lmAngre ·.res Barrast ANSI LIne Current Un. Typ. Number Tvpe Envelope 80sed on 10% 80sedon5~ FileName Type Code 120/20&/240/277/480 WaHl I PSMH AFP· I 000 A T25 130H x 69V -4BHx 130V olplOOo.les CWA Ml-41 9.2/5 .• /4.7 1'.1/2.4 1080 AFP· 1 000 C 140H x 99V l00Hx-49V alp 1 DOc.ies I HPS AFS·.400 A EI8 130Hx69V, -4BH x lSV ofs40a,ies CWA 551 4.1/2.5/2.1/1.9/1.1 467 AFS-400 C I30HxB6V 87Hx-42V als40cJes I AFS·l000 A '25 123Hx39V 71Hx6V afslOOa.ie5 CWA 552 9.5/5.5/-4.8/-4.2 J 2.5 1100 I AfS·l000 C 127HxB2V 78H x 33V ofsl00c.ies I DI~t""butlo" Patterns I AFP·100~A AF8·1000-A I I AFP·1000-C 0","11 ---+-.. " I 'M" '"" ,"" 3"" ,--------"--"-----~,~ I I EPA Effective Projected Area in Ftl I Standard unit 2.0 Less ballast unit 1.5 I I I Cl 2014 Koninklijko Philips N.V. An rlJhts reserved. G200·117 06/104 pile 1 01 6 www.phlllpu:omlluminlirel I AF1000 Series Aktra Cutoff Floodlight, 400-1000W HID Type: I Job: Option dl!l<I,ls (I';~clory l'lstlllled) BL TL Bi-Level Trt-Level switching ba/Iost (c()(l$ljlIOCIOTyj Note: Dimming Is suitable for HPS in any aiming posWon. ConsVlI factory when specifying dimming with Pulse Start Melal Hah"de. Bi-Level provides high/low level of lamp output wilh up to 50% power consumption. Zero crono .... er network ovoids strobing and lamp dropout. Tn'·Level option provides high I mid I low dimming. Auxiliary I Emergency Ughflng (ljO wall quertzlamp. slondord) Combined QIJOI11 wotIoge moy nol erceeo /iJDlomp wol1og(O, 120'1 dOllbfe CO'llacf beyene' bo)£', Page 4 of 6 CSR Hot Quartz Restrike using Currenl Scming Relay (wilhoul lime delay) CSR Auxlllo'Y ":1i' Op.,ollo. • '~ 'f' ( " \ " LQ -p ... ; \ , Extinguishes ollXilioty Quartz/amp when orc of the main HID lamp llrikes. Ac//vaIi{m: AI (iIllliol) Cold Slor1 01 Re~illko (after 0 IT\OIJl!:nlof\l "Blown 001" Of exlended "eJoc~ 0\11" POWef inlenvplionl. through Run Down UteMatic Hot / Cold Quartz Restrike -~ " ) Provides U/eMclic quartz cuxi.'icry opelo/Ion for fix/Vlcs wilh 120V or multi-lap bollasts. 120V ouxiliary UleMolic qucrlzlCmp power supplied by ballast lAC linc voltage}. Quartz lamp remains on (Of /lJree minutes ane, moi'n HID lamp strikes and leaches approximately 40% ligh' output. AcH.,at/on: AI (!nlllal) Cold $1011 0( Rellnko (ollor 0 momonlory~810wn 001" or exlended "lIlock Oul" power inlerT\JplionJ.lhrOu\jh Run Down. Rfl~l!tfl and Romp Up. LQl Separately Wred (/20V) Hot / Cold Quartz Restrike Externally con/roLled emergency Ughling from 0 separate power source. OuOrtllomp is exlingui$hed once power is restored. To erUlIft: integrity of the e~fgency Lo"gt"tting ~Yllem. lOI/eads S/l0tJ1d be nOrdwited. .Actl¥'otiorl: AI Helael our' cOf'lditiorn orty. NOfmO' HID operallon wII occ .... 01 o~ (llhllfllmel. La r reqUlles on fIller!ock by atners 'a ensure HID and quam source ore not operated together. O",MI Loma ."",g,zed ",,,,II mo~ HID lamp '".~ IIID Lamp • .acl" .. '~.lIIIhIn"1: Au«iorv ~vor1llorTop o",lomaloeo~ 1U1,~ed _~ me n HIO lomp l\II:el. IIQI(II' opprc: .. molefy 3 mi'lUtellQ rco,1I Q;;DrOIC. « brlghl'1eI.$., lQ AuxiliarY LlleMaUc Quarl:z Operal/on Qvortr lamp en~ed ot ·""hoI Cold ltorl 0' ut "tlTrll!~ oIlttr 0 l'e<'r!porory pOW(tr LOlerrupllC'fl Quarb!.om" • ...,.. on 0I11III, lamp LIp: Bel'del proloido"; It...vnnor;on while Ihe mcm HV Lomp rltact\ellull bn;lIlne!of, the warnl~ prOVloed by the qvarf7lamp ,",IPI to CrNt., o I~Oroble "'Illite cOrl(fill:l"l tor tl'>e O'\IJLr\ftO Ian'>p !VlellJl ~e.>:1reme cold .emperoh .... 81! LQl Emergency Quart.z Operation DI At .I.e ~ow .. II"II ... uptton: ~ACtine"oIIoga I=~ ~t,oruptio:m. (JU.lory ov:"::rr~~~~=~~ __ d powetsOUtce. 8allast Fusing Vafloge must be specjtfed. Not avoUob/e lor MAf (marino "ded) loti ... , F·Fl F·F2 Single Fuse, 12D / 277V Double Fuse, 208 / 240 /480V Fuses cre KTK/K.LK 30 amp unless olherwlse 5pecmed. Mastflttel (ollemote mount ballast) Not ovaUoble lor MAf (marine Ibted) 'aliffs or stondOld 1000W HPS unit, MF·l Less ballast mas1fifter mount ~ 20H Konlnklljke PhiUps N.V. All ri,hu ruer\/Cld, G200·'" 06111 pace 4 or 6 w'II'w.phUlps.com/lumlnairu Leu boRost (remote bOIIO$I} apI/on w/lh MF·/ mosl611er '012-3/8" 0.0. vertical pipe tenon. (Requites 0 verlicol tenon height of 4·5/B" minimum) foelcry insloJled MF·' moslMler I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I AF1000 Series Aktra Cutoff Floodlight, 400-1000W HID Type: I Job: Page S of 6 TG 5 MIL Teflon& bonded 10 standard gloss lens. 50HZ so Hz ballast operation EXPY-CTD-GR Gray epoxy cooled EXPY·CTD-WHT White epoxy coated M(F) F-Fl KIT-(f) F-F2 KIT-(F) PCM-l-(F) WB-1-(F) WB-5-{F) fB-l-{f) Morine grade paint Recommended for coastal applications. Single fuse kil (120V/277V) Double fuse kil (208V/240V/480V) Photocell receptacle mounting brocket Vertical waJJ mount Wiring box for WB-' Flof bose mount C 201"1 Konlnklljkll Philips N.V. All riehu resllrVlld. G200·117 06/1"1 pa«~ S of 6 www.phdips.comf(uminaires Specified for applrcations ou/slde'the United Slotes where.sO Hz operotion is standard. Consult foctory. Dumb/a-cooling offen pro/eelJon against mildly acidic or alka/ine conditions. Consv/I roc/ory. Consult factory (or c%r ovorlobiiily. (F) :: Specify finbh Fuses ore ~eld instolled on wiring access plale. Fusing is not oV011oble with MAF series (marine Iis/edJ units. Brocket wilh standard twIst-lOck receptocle for models wilh integral bol1osts. Thteods in/o 1/2~ NPT hale in ballasl base or mastfllier. (Photocell nof included.) Ca~1 alurnJ'nvm wall bracket for verlicol slll'faces only. Designed /0 permit moun ling of rtoodligh/S on nol veriical wrfoces. Use in conjunction with wa-.5 for surface mounled wiring. 9/16" Dio. Ho~ 14 PIoces lypicolj 5.63"·! P4.2?cmll sql1are 3WNPI [ToP. 8eHom and Bod:) I r--'50" !--L-+i !21.SWr"Ii I _ 2·3/8" Pip<> lenon WllSeoblCl lenglhl wmg InlpecllO/1 Used in conjunction with WB·' for wrface mounted wiring. Topped top. bock and bottom for 3/4" conduit or pipe. Gos.~ej provided lor seafng surface wking box 10 W8-I. vertical woU mounting brocket. j ." .,,"" :J\~~l.. """ Cosl aluminum mounting brocket for Installing noodJights on nat svrlaces. FOf use with 2·Jr8~ 0.0. pipe tenon (by others). Umll height 10 B.O" ifO.32cm). 6,88" (11.46cmJ sqvOIe j O.S112km1 Dia 13 P'loc(lllyOicalj --------------------------------------------------- AF1000 Series Aktra Cutoff Floodlight, 400-1000W HID Type: PX·HF) AL·IO·AF Job: Cross-arm brock.et r£,v •. 00 Po. 1.,non 9/1" 0'0 Hob I$PI TI'PI CO)! o/uminvrn angle brocket with 2N pipe s/ub. For instolling ~oodlighls on wooden Of sleel crOl$-OIms. "L" bose. Auxiliary pofymer lens Auxiliary lens for AkITa serles floodlights. I/A" thick ImpoCf-fes;stont polymer lens. ftxnished with mountjng hardware and stondofts. Provides oddillonol protection of Ihe gloss lens. Usefuf Pte is Umited by UV discoloratIOn from wrught mercut)' Of melol halide lamps. Wood pole mounting kils ore suitable for mounting up to (our luminaires with mostlitlfm to 6.0"· 12.0" O.D. wood poles. Shipped as components for neld assembly. PM· I PM·2 PM·3 PM·4 Wood pole mounting killor single lumino;re. wilh 1 U-arm shipping weight: 6 Ibs (2.7 kg') Wood pole moun1ing kit for two lumnoires. wi,h 2 U-arms shipping weight: 9/bs {4.0S kgs} Wood pole mounting kit for three luminaires. wifh 3 U-orms shipplng weight: 12/bs (5.4 kgs) Wood pofe mounting k.it for four luminaires. with 4 U-01m5 shipping weight: 151bs (6.8 /<gs) 2-3/8" 0.0. tenon (typlcot) Note~ C 201-4 I(onlnklijke Philips N.Y. All rl,hu reserved. Phlllpi UJhtin, c@k)u. Philip. nu.rvlli:s lho r1&hl to make chan,es In speclflutlons and/or to dbcontlnue any product at any tim. wIthout notlee or obllaatlon and will not b. liabl. ror any consequences resultln, from the Ult: ofthll publication. North America CorpOration 200 franklin Square Drive Somerset, NJ 08873 Tel. 855_486_2216 G200·117 06114 palO 6 of 6 www.phillps.comJluminairc. Page 6 of 6 Imporccd by; Phlhps Liahtln,. A diVision at Philips ElectronICs Ltd. 281 HlIlmount Rd. Markham, ON. Canlda L6C 2S1 Tel. 800-668-900a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I F Series (available MF Series: Marine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID Type: I Job: Approvals: Catalog Number: PX-1 FS-400 B 480 -FF2 TDB Overall Dimensions For Reference Only Specifications JDiirHntj • A .: . a I I . :. ["') 1\( i \ \ ! I .. ' i ~ .. .1 D F V ~~'*='= .... ~ ...... ..l rant lew ~ f_ Weight; 661bs (29.9 kg) :-6.0'"-: fXl.12cm) ; I) W,t/l ,enam d,fIYTI"1I opbo'U. hc,~rt 01 blliaS'! conta.n.,.. '''CP'1:,",,1 tD 14 S" (1683 un) 400Watt (max) and 1000W PS unit -23" housing Note: 23" housing is slandard tOf F jeries lOOOW PS un/Is wi'h 8T371omp for best lamp stotnlity. 26" housing isreqvired on MF series rooow PS unils wlI" HAl option (hozOtdolJ5locaiion /h1~J. A B c D 25.5" 23.0" 7.3" 13.8" [64.77cm) (S8 . .42cm) !18.-42<;m) [~.93cm) 1000·1500Wan -26" hOlJsing E 9.5" (2-4.13cmJ f 10.0" 12S.-4Ocm) Exception: Stondard F series l000W PS unit with BT37 lamp requ;es 2Y hOusing for socket slabiity. Sec note above. A B C D E f 27.5" 26.0" 9.3" 18.0" 13.3" 11.5" 169.8l<:mJ 166.""'mJ 123,SOcml 1<45.72cmJ f33.66cmJ /29.21cml EPA data shown on page 3. e 2013 KonlnkUJko PhlllPJ Elcctronlu N.V. All rlehu roserved. Specifications are subject to change wlthOllt notice. w_.phlllp$.t'omlluminalru G200· 116/061-'1 Housing Die·cast aluminum hou~lng shall be or marine·grade alfoy with Integrally cast. heal dlssipatin2 nns .and a bUilt-in aiming device. Dust·Tlte housing shan be totally scaled from particulate entry . Standard unit constructed to 1P65 MF Series, with Marine Listing, constructed 10 IP66 . Optical Assembly High punty, 94% minimum rcflcctMty anodIzed alumlnllTl reflectors. auembled without machine forming to assure maximum effiCiency. Lamp Acceu A gdSkcted and rerrovable socket as~embly provides I.lmp ac.cess from below. Allows re.1amping Wllhout re-aiming. High temperature gasket provides positive, weatherproo( seal. Lens Lens shall be 7/32" dear tempered glass to WlthSUt\d thennal and physiCal shock. held In place by an aluminum (ext! uded: ~OOw. dle·cast: I 0IJ0I15Q01N) lem frame and sealed to hOUSing nange by one extruded. nigh temperature gasket and stainless steel screws to provide a realed optical assembly. Socket Pre-WIred grip-type mogul ba>e ~c.kt:\. GlaS$ end of the lamp is held In precise photometnc ahgf1lnent and protected from breakage by a Stab~ux socket. Ballast SilentGuard high power factor ballast with reliable rtarting down to _29°C (·20°F) foJ' Metal Halide. ·34°C (-30"F) for Pulse Start Metal Halide, ar.cl-40D C (-40PF) for High Pressure Sodium. Ballast hdS CliIss H, I BO°C (3S6°F) rated insulation, Crest factor does not exceed I.B. Core and cot! are enrapsulated in a po!ye!il:er resin COlT1pound (standard SilentGuard feature) wi:t"I the c.apacitor locilted outside the encapsulation for Cdse of maintenance. BalJast components are endosed in a drawn aluminum container. The fixture and ballast are arranged as separate but integral components Mounting Standard cast aluminum ballast base provides Irrtegra! mastfrtter, suitable for mounbng to a 2-3/8" 0.0 vertICal tenon. Alternate mounting accessorteS .1ViUlable. Finish Standard finISh shall be textured gray U!traClad polyester powder coating, 25 mil nominal thickness, electrostatically applied and oven cured. All components shall be thoroughly cleaned by a S stage pre·treatment process including iron phosphate bath and non-chromic acid etching stages, ensuring optimum performance characteristics. Other colors may be specified. linings Standard lSIit IS [TUcEn listed to the Ul I 59B standard. suitable for Wet Locations. Available ETUcETL li~ted to the Ul I 598A standard· Manne listing optlO'! (MF Series). Ava~able ETUcETL listed to ine Ul 844 standard· HUlrdous Location Liston!: ava,labie in the US (HAZ option for MF Series 0111)', not oIVall~ble in Cal1ilda). The quahty systems of this (acility h;M; been regIStered by Ul to the ISO 9001 Senes Standards. Warranty 7Year limited Warranty SD'Tlt IUrllON.rC5 usc fl,,~ru~,nt ~r I\illl> ,nttn~!y dlsd~',~ (HID) I,mps ,I>," conll"ls"",11 aln~u"U of mef(<I'y S~d.l.ml" a,,, I .. be"''' 'Cglln,r. M~(curf ilidJO' Wltl\ t~e symbol Hg'. t.mpi that Coni." mer (ury mult be d;Iop()~~d 01 In .nordilTlce With loul l"t'qu,remCNI loformil'on '~lard'ng lamp rec),cle ~nd dllpolal c~n be found il www.lim~r)'dl!.alg. PHILIPS 0. GARDCO F Series (available MF Series: Marine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID Type: I Job: Series/Source-Wattage Optics (Renector/Distribution) 5 Options (Factory In:;tAlled) OM Marine Type UL 1598A floodlight 1 Metal Hal/de 2 o FM-l000 o FM-1SOO Pulse Star1 Mela/ Halide 3 o FP-2S0 o FP-3S0 o FP-4oo C] FP·l000 S/orldo'dL.nrfMJh8T37Iomp~23· hOUfing. HAl unil Iltqu;es U~ h~wing. High Pressure Sodium I;l FS-400 o FS-loo0' o A Ii!! 8 o C o 0 Finish Accessorle~ (Ordered Separately) Specular rm Reflector Wide Specular [IJ ReneclOf Medium Diffused ~ Reflector Very Wide Diffused [IDJ Reflector Wide Page 2 of 6 Voltage 0 120 0 208 0 240 0 277 0 347 IJ:I 480 0 QV' 0 BL' SHave! 0 TGR Tex1ured o F-Fl-KIT-(F) Single Fuse Kit 1120l2m~7vl Cl 5MB-400 9 Shocl:: GItIV o F-F2-KIT-(F) Mounting 0 LQ Hot/Cold Quartz Restrike Double Fuse Kit [208I2<lO/.aov) Brockel 0 TBK Textured o MF-l-(F)' f23"howngJ Maslfitter 0 LQ40 HotlCold Quartz RC51rike .oek D 5MB-l000' Shock: for Cold Weather starh 10 !WI TOB o TH-l-(F)' Lowering Adopter Mounling ·4O"C ( • .4O"F) Textured {Tenon Hengel) Brockel Oo~ !26~ heusing) D F.F1 8 Single Fuse !120/2771/) Bronze D HV-l-(F)' Trunion 80se D fB-1 Aot Bose Mount !WI F·F2 8 Double Fuse !:i'08J,.ro.t4OVj D TSA TexllKed o WB-l-(F) Wall Brocl::el D Satin PCM-l Photocell AiuminlJm D WB-S-(F) Wiring Box !vsedwllh WI·I & Receptocle D LB' Less Boliost [,emote mount Mace mounled coodvil feed) Mounlfng -"1 D TWHT Textured Brocket wrole Ii<! PX-l-(f) Cross·Arm Brockel D SK-40-(F) Cutoff Shield D COlO Cutoff oplic~ D TGN Textured D AL-4-F Auxiliary Polymer lens 123~ housing) 1>'-""'''''01 D HAlil Hozardovs LocoHon r!Sted Green D SK-1DO-(F) CutoH Shield D M(F) D AL-l0-F Auxiliary Polymer Lem 126· hlMingJ !26M 1\cMing) D 50HZ SO Hz8ollos! operation Morine (coruull loclav) Grode D ALF-4-F-L/LENS-(F) AUXIliary lens Frome (23M housingl flnish; D TG Tenon bonded to lwo part epc"l' PftT\Cf and o ALf-l0-F-l/LENS-(F) Auxffiory lells Frome 126R housing) glo55 lens II ~oII'V'Cl1t100e top (Ollt ~doLy WilatJ let f'I\CWIO o ALF-l0-F-l/GLASS-LVB-(F) 26" lens Frome wilh louver . ......... CIrII'tIOf'ItJ Ond (OIU11I' D PB(X) Pre·wired ballast at>PX:llh&'1l. 0 LENS-ALF-F-4-GLASS·(color) Colored Lens (23~ houling); (color). /em c%J (Xl. SOcOldleflQlhin reel. IF)" Specify color. 3.6orl0 t<",..,.,.: MWI'fT. D LENS-ALF-F-l 0-GLASS-( color) Colored lens [26-hOumg): (colef) "ler'tJ color Mom .. G<odO' D EPXY-CTO-WHT While Epo)(V .....",,&,""'" D PM-l Wood Pole Movnllng Kit {Wllh one IkIrm) cooled ConnAflOcloI'y fOf cor", 0 -. PM·2 Wood Pole Mounting (it (wIlh two U'CII'IT\$I D EPXY-CTO-GR GrcyEpoXV 0 PM-3 Wood Pole Mounting Kit (wIlh Ilvee u-orms) cooled D PM-4 Wood Pole Mounting ICII/wi'h 'CAlf lI-CJm'\5) I) "MM pre~ along with JOlIOI dosigl"lOte, UL tS98A Morine Uslod option Which fnctudcs oddllQOO! Morine Grode gcn~eling. Unit is j,pecIaUycond,ucted wilh 'oW COPPO' contonl oloy fie" lhe., O.~I for cOll'osi'on control in honh COOIIOI and Industrtolenvlronm.nll or wherever maine tvpo units oro required. Meot, U.s. CO(UI Guard ~cflicotlons'Otmaine type oppicofions. may resuil in signfficanlly reduced pelfcwmonce. Consult factory 10 detflm'Wle II 0 luiloble Pulse Slart Lamp II ovcnloble for the il'llel'lded oppIieollon. 11 Suitol:lle 1'01' HPS in onv Q~ posIliQrl. 8) fusing not oYOlloble on Mf Mlrie, !morine (sled) \11\11,. 'I Remote mounl bolol" aptlonl and occe',oriel 018 nOI ovoJoble with IOOOW HPS or on MF )flliel (mcrile isted) unih 2) wottageilided auumo the u,e ot cloer Iomps. Cooled lampl oho ovolKlbll!l for IOOOW mekll halida. 3) Fa acceptable performance. nole pOSition aisnloJion spoclflc 1"101168 01 Pulso $1011 Lomps. Operotion 01 P~e Start lamps in olher than recommended burning pOSillan, 4' In l000W HI'S unih. the ~Iandord SO cord from bololt 10 opl1c head Ii replaced wilh ~ell condUIl. Less b(tlml options and OCCOS1OrioI ero not ovoloble. 5) 1\ ond 8 renactors ore of Speeular Mlra.f clumlnum; C and o rollcclOfl cwe of Homtnerione Mfo' aluminum. CUfYCI relleel cooled lomp performance. 6) Allows ~eld $8leclioo ot 1'1D/2081240nl1V {No 4&OV). Certoln opllooJ may require voltage ulleC1lon en weD Cl20n KoninkUjke Philips £Iectronlu N.V. All rl,hu resel"Yed. Specifications are Jubjett to (han,. without not/te. www.phLlip,.tomlluminair., G200·1161061" 101 AYO~oble wilh 8 and D reOecloo only. II) HAl 'sling ovoiable in lhe US on Mf unils only. ~ ond IOOOW orlv. HAl Tlstlng IIOt available in Canoda I I I I I I I I I I I I I I I I I I I I I F Series (available MF Series: Marine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID .... I Type: I Job: I Page 3 of 6 Beam Spread Data Ma. Horitonlal X vertical Candle HxV 10l'. 50% I Refleclor Type Source Wattage ,"OWei' N'MA Field Angle Beom Angle .. Speculor Wide MH coaled loooW 43,000 7,7 147"" 140" 90")( .019" • Specular Medium MHc/e-ar IOOOW 249,000 3" 38")C 62" 1.11" x 3-4" I 1500W 351,000 3,. 38" x 62" 1/1" x 34" MH cooled loooW 79,000 6,7 127"x 133" 36" x 44" PS c:kHir ... ,---_. 250W 52,000 3,. 38")( 62" 14")(3-'1° .DOW 90,000 3,4 38" x 62" 14")(34" loooW 260,000 3<4 38")( 62" 1<4")(3-'1" I HPS cleor 'DOW 117,000 3,. 39" x 53" 15")(26" loooW 236.000 5,5 88° x 87" 13" )(41" C Diffused Very Wide MH cl&Or 1000W 58.000 7,6 137<' x 129° 83" x 37" 1500W 8.2.000 7,6 137"x 129" 83")( 37" I --.. . - MH coated IOOQW 37,000 7,7 IsO" x 144" 93" x 550 --.. .---- PS clear 250W 52,000 7,6 137"" 129" 83")( 37" .DOW 90.000 7.6 137")( 129" 83")( 37° JOOOW 260,000 7,. 137" J( 129~ 83" x 37" I HP$ clear 'DOW 26,000 7,. 137"x 125" IDS" x 35" lOOOW 50,000 7,7 138"x 135" 85° x 58c D Diff~ed Wide MH clecr IOOOW 133,000 5x5 93" x. 76" 28" x 36° 1500W 187.000 5,5 93° x. 76° 28" x 36" I MH coated lOOOW 37,000 7,7 ISO" x I ...... " 93° x 55° ,"$ clear 250W 52,000 5,5 93"x 76" 28° x 36" .DOW 90,000 5,5 93"x76° 28" x 36° loooW 260.000 5,5 93" x 76° 28" x 36" I HPS clear 'DOW 26:000 7" 137" x 125" IDS" x 35" IOCOW 50,000 7,7 138" x 135" 85" x 58" Distribution Guide & Ballast Data'" I Source Catalog R.nector lamp .le. ANSI Una Current ",. Typal l ) Number ! ... Envelope File Name Code 120/208/240 /277 /480 Watts fM·l000 8 BT56 rmlOObn.ies M47/H36 9.2 I 5.6 / 4.7 I .4,\ / 2.4 1080 MH fM·l000 C 8156 rmlOOcss.ies M47/H36 9.2 I 5.6 I 4.7 / 41.1 / 2A 1080 I Cleol PM·IOOO 0 8156 Iml00d"jes M47/H36 9.2 I 5.6 I 4.7 I 4.1 /2.41 1080 Lomps fM·1500 8 8T56 fmlSObssJes M .. 14.0 I S.O / 7.1 I 6,1 I 3.5 1625 fM·l500 C B156 rml50c$s.KU M48 14.0 I S.O / 7.1 / 6.1 1 3.5 1625 FM·1500 0 8156 1m 150dss.ies M48 14.0 I 8.0 / 7.1 / 6.1 /3.5 1625 ------- ---- ------ ----------- -- --- ---- -------------- --- ------------ MH fM·IOGO A 8156 fmclOassjes M47 / H36 9.2 I 5.6 / 4.7 / 4.1 12.4 lOBO I Coaled FM·l000 8 BT56 fmclObss.ies M47 / H36 9.2 I 5.6 / 0 ' .... 1 /2.-4 lOBO Lamps FM-l000 C 8T56 fmclOcssjes M47 / H36 9.2 / 5.6 I a /4.1 /2.4 lOBO FM·l000 0 8T56 rmclOdss.les M47/H36 9.2/5.6/4.7/ •. 1/2.-4 lOBO FP·400 B BT37 fp40bssJes MI351 MIS5 4.0 , 2.2 / 1.9 I 1.8 / 1.0 .,. I " fP .... C 8137 rp"OCSS.il!S M135/ MISS ".0 I 2.2 / 1.9 I 1.8 I 1.0 '5. "·400 0 BT37 fp4Odss.1es M135/M155 4.012.2/1.9/1.8/1.0 ". Clear lamps FP·1DOO 8 BT37 fpl00bss.1es M141 9.0 / 5.2/ 41.5 / 3.9 / 2.4 lOBO FP·1DDO C 8m fploocss.ies M141 9.0 / 5.2 1-4.5 / 3.9 / 2.4 lOBO FP·1ooo 0 6T37 fpIOOds~.ie5 MUI 9.0 I 5.2 I 4.5 , 3.9 / 2.4 lOBO I FS·400 8 EDfa fs40bnies 551 41.1/2.5/2.1/1.9/1.1 '.7 Hrs " .... C ED18 f.<4OCss.ies 551 .(1 /25 I 2.1 I 1.9 I 1.1 ,.7 FS· ... 0 EDIS fs4Odss.les 551 41.1 I 2.5 1 2.1 I 1.9/ I.l ,.7 Clear Lamps fS·1ooo , '25 fslOObss.ies "2 9.5 / 5.5 I ~.8 1 -4.2 / 2.5 1100 I FS·1ooo C '25 blOOcssJes 552 9.5 / 5.5 I 4_8 I 4.2 1 2.5 liDO FS·1000 0 '25 hlOOc1ss.les 552 9.S / 5.S I 4.8 J ~.2 , 2.5 1100 II The f Selie, con occommo(SOlO 0 variely Of 011\0. '1 lER vo/uei and efficiencies ole IlOf pubhhed. See NEMA ..... onoge' and Iomps. Comull facioI)'. S1ondofd LE·5B. EPA E(fecrovc f"~~(ledAreo '" r. ' 21 MH" Melot Hohde. PS: ,",-be SICII1 Metal Halide. Sl Intended aiming and pouible lamp cirienlolion feslricllom I HPS " i'1igh Pleslule Sodium. lhould be con$ldered WT'IEIn IBIat:hng floodlight. 23"housi'lg 1.85 " All boDell" o.e CWA (Condonl wattoge Aulolrorutormer). 26"hou~ng 2.93 e 2013 Konlnklilke Philipi ElectronIcs N.V. All richu rellirved. I Specifications are subject to chan,e without notIce. www.phlllpJ.comJlumlnalres GlO().116/061 .. I F Series (available MF Se,-ies: Ma,-ine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID Type: I Job: Option Details If.<I'')' ,"m'.d) Bl Bi-level Nolli!: S(Jlloble 'Of MPS In any oill'llOg posillCll1 COIlStA! foctory when spKlfyrng dimming w/lh MetoJ Halide, lQ HOI/Cold Quartz Restrike Nole: Standad ISO wall /120vJ dovb!e con tad bayonet base Jockel. Combined Quartz wet/age may nol E'JCceed HID /omp IYOHoge. LQ40 HoI/Cord Quartz Re$trike lor Cold Weather 5torls to • .. moe HO<lF) F·Fl Single fuse f!20V/277V) F~F2 Double fuse {208V/24DV/48DV} Note: FVl/rlg nor QIlOiIabie on MF series (moline BSled) Vf\ils. If a-dell1Q QV bOlI01/. voltage mill! be specified. LB less BoHosl (remofe mount baRmt) Nole: Remote mounl boIIosl optiorn ond accessories are no! ovoioble with IOOOW HP5 or OIl MF senes (marine fisted) VMs. CO Culoff Optics Nole: Availoble with B 0Ild 0 'e~clolJ only. HAZ H020rdous localion Usled Uml/ed 10 40QW and J OOQW units only. AvalJoble on MF (morine Ii'ited) units only. ISee lisling on poge 1.} Class I. Division 2, Groups A. B. C and D. 50HZ 50 Hz Bollasl Operation (consult foctoryl tG Teftan Bonded to Gto» lens PB(X) Pre·wired bollast. specify tenglh of SO cOfd in rt: {X=3.6orIOJ EPXY·CTD·WHT EPXY·CTD·GR White Epoxy Coated Gray Epoxy Coo ted Accessory Details (fIeld I~tallcc· ShIpped Separately} f.FI·KIT -(F) F·F2·KIT ·(F) Singlo Fuse Kit {J2DV/277VJ Double Fuse Kil/208V1240V/480V} MF·1-(F) MostMter Nole: Remote mount boJlolJ opl/Orn ond occeuaiesore nol ""ailab/eo W/I/l IOQDWHPS or 011 ME ,erieJ /mon·rre flied) LJIlJI1. e 2013 Konlnldllke Philips Eleuronh:, N.Y. AU rlChu re5arved. Spi!cl'icarions Irt subject to chanle without notice. www.phiUps.[ornllumlnalre. G200-116/06'" Page" of 6 Bl-level provides high I low level 01 lamp output YJith up 10 50% power consumption.lero cross- ovel network ovoids strobing and lamp dropout. LO· ProYides UleMatic operation tOi fIXture! with I'lOV or mulMop bollash. lIleMallc Oparallon °6 '0 0' '0 Ho"nG! start. Muir and Quorillompl born ~nero~&d MClIn tomp _.ad •• Appr ..... mahtly 40% oIlo1.d output: Quortllomp outnmotrcolry .. Xlr'IO'JtIhlI~ IcolT\bir...d Iarr(:J C\ln'6I1Dnf!llef flxceilld Ih!:J1 cl ma;n IorTl:l ot l~ov!pull. When Jur; b101gU1lh.d: AUlQ~cry Quem "'''''' O\ltOmotlCCIly energized wPlel'l pow .. r rllettered Mol,., lamp l.ochel 4D% 01 RG!..t Outp\ll: QIJ(l~r Icr>Ip ooI0""ICfcoly •• I~Ihf». Fuses are KlK/KLK 30 amp unless olhef'Nise specilied. Oplic unit wilh moun1ing arms shipped wilhoul dondard Inlegrol maslfHter ond bollosf ossembly. Requires mounting acces.sory MF·I, TH·l. HV·l, 5MB·<lOO or SMS·l000 (shipped seporolely). for oppficolion$ where glare control i~ needed. Requres lJ~e of poper culolf shieldoccesSOf'y. SK-40-(F) or SK·1ClO-(fJ fmipped separalely). Class I Division 2. Groups A. 8, C, D Moasvrod Max. Inlelnal M~a.lllec1 Max. External Catalog No. Operating Temperaful'e Op~rating Temperature T toting MFM· 1 000 339"C 163°C rr MFP·400 316"C 131°C rr MFP·l000· 339"C 163"C TI -ThermollimH, require 26" housing for MF Series lOOOW PS un;' with Ul844lisled HAl option ralin". MfS·~ MFS-1000 11 11 Dala .uppAod by ro"al Itesearch InJlttllto.lnc .• COITocl.d 10 n"C, Ho'o: 1110 c/aufflcoflon 01 an arfiJ a, 10 c/ou.. dlvlllon and Q/'OUp' and 'h. Ci •• 0' UL.4411stflf """lnan, /n Jtlcll orOOlIs lolely In. Judgemen! o/me ownor. In,uranc. cant., and 1ft. authOfffy "mnlJ )wbdlclfott. SpeCified lor app~calions (oulside the u.s.1 where 50 Hertz operalion is standard. 5 Mil Teflor,e bonded 10 51andard glass lens. AIow$ wiring connecHons 10 be mode i1 temole mounted junction box. Useful wilh vaacus mounting accessories svch as WB I woO brocket. DLKobie coating oHers protection against mildly acidic or alKaline conditioN. CorulS15 of 1 or 2 fuse holders and 1 or 2 KTK 30 omp fuses. Reid installed on wiring access plote. FlIsing nat ovallable wIIh MF s.tlel (modn. Us,ed) unit.. (f) = Jpeclfy finIsh Cost aluminum mastfiUer for 2·3/8" O.D. pipe tenon, for use with remale mounted bonasl on all f Series models. (Requires 0 vertical/etlon heigh/ of 4·5/8" nlirl1muml (F) :; specify finish I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I F Series (available MF Series: Marine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID Type: I Job: TH-,-(f) lowering Adopter (Tenon Honger) Nole. Rl'mole motMll ba~' opJiInr; and occ;enorie) Qre nol ~ Wllh IOOOW HPS or 01'1 MF selie! {11l<lIl1le filled} unrJ, (1) " specify finish HV-'-(f) Trunion Base Notc. Rcmolc mounl OOl'oU oplioru ond occemll!C~ O<t!' flO' ovormb/e wllh J(l()OWHFS or on WB· '·(F) WB·5·(F) MF ~~ (morifle 6s1p.d) l./Illtt (F) '" specify finish Wall erockel (fJ = specify finish Wiring Box for WS-I and surface mounted conduit leed (f) = specify finish PX-l-{F) Cross-arm Brocket For installing noodHghls on wooden or steel cross-arms. (F) = specify nnkh 5MB-400 Shock Mounting Srockel (23" housing) 5MB-1000 Shock Mounting Brockel (26" housing} FB·1 PCM·1 Flot Bose Mount Photocell Receptacle Mounting Brocket lID 20n Konlnkllikr. PhltipJ Eleccronlu N.V. All rl&tltS ~served. SpIIldflUtiOIU are Jubiett to chUlle Without notice. www.philips.comllumln.lres G100.116!061" Cast oluminum hanger lapped for 1-1/4" NFl conduit or pipe. Equips floodlights with remote mounted ballmls 10f use on standard lowering devices. MOUnting arms provided with fixture, (Reqvifes 0 verticol tenon ienglh 0/4-5/8" minimum) Cost aluminum trunion bose brocket corlbraled for horizonlol adjustment. FOI use with remote mounlad ballast Cost aiuminum woU brocket for vertical surfaces only. Designed to permit mounting of fioodlighls on IIot vertical surfaces. Use in conjunction with W8-5 for surface mounted wiring. I PageS of6 HIS" Pipe Tenon W usl!<lble lengthl Used In conjunclion with WSI lor surlace mounted wiring. Topped top. bock cnd bollom for 3/4" conduit or pipe. Gasket provided for seating surfoce wiring be>: 10 W8-1 (woi mounling brocKet). Y'.NPlll W tlop.Sottomor.dBIXI:.j ~ tupet~ J;.. ~. J i17 __ oIOcml 0 squore .~ ... ----... . .•. .--3.2S·DeeP Cost aluminum angte brocket with 2" pipe slub. "L" bose. US· 111C,· .... 1· ;: 1!"Scoo"-) fronlVlew lac View ... '''' II'''''', Shock Mounting BlOcks! for use 1n apptications where severe vibration may be present. Secures fIoodlighl with a remale mounted batlo5t less mounting arms or maslfilter_ Constructed of hol·dip galvanized sleet 'Nilh neoprene pods to absorb shock. Corrosion resJ5tonl assembly hardware is furnished. Note: Nol available with IODOW HPS ar on MF .series (marine hstcd) units. Cast aluminum mounling brocket for ins1alilng J\oodlighls on flol hrnilonlal ~urfaces. For u!e wilh 2-3/8" 00 pipe tenon {by others)_ limit 1enon heighlto 8.0" {20.32cmj. BrOCKet v..ith standard twist·lock receptacle ror models v.rith Integral baUosls. TlYeods Into t 12" NPT hole In ballast base or mastlillet_ (Photocell not included.) • 0.5"11.21=1 0.0. (3 PIoc&slypicCij F S e ri es (available MF Series: Marine Listed with optional hazardous location listing) Industrial Floodlight -250-1500 watt HID Type: I Job: SK.40.(F) SK.l00.(F) Al·4·F Al·l0·F Cutoff Shield for 23" housing Culoff Shield for 26" housing Auxiliary Polymer lens for 23" housing AUlClliory Polymer lens for 26" housing Al-<4·F·l/lENS·(F) Al·l0·F.l/lENS·(F) Auxiliary lens Frome for 23" housing Auxiliary lens Frome for 26" housing AlF·l0·f.l/GLASS·lV8·(F) AUxiUory lens Frome with B·llte intemollouver LENS-ALF-F-4.GLASS-(color) Colored AUxiUory Lens for 23" housing LENS-ALF-F·l0-GLASS-(color) Colored Auxmory Lens for 26" housing PM·l W,?od Pole Mounting Kit with one U·orm Shipping wi.: 61bs f2.7 leg) PM-2 Wood Pole Mounting K.il with two U-arms Shipping wi.: 91bs 14.0S kg) PM-3 Wood Pole Mounting KJt with three U-orms Shipping wi.: 12Ib'15.4<g) PM-4 Wood Pole Mounting Kit with four U-orms Shipping wi.: ISlb, 16.8 kgl Notes Cutoff shield provk:l61 Pl'ecise ver1!col cutotl without distortion 01 lalerol pclliem. IF) D Specify finM. 1/01" lhid impodofesistont polymer lens provides oddilionol protection of the gloss lens. Furnished with mounting hardware and stondens-. I Page6of6 Designed lor use \\Iilh colored lemes. Formed aluminum frame isololes the ouxiiory lens from heat source for lOnger lire, G05k:eted to minimize por1iculote and moisture enrry. Mav be used as a snoot when Installed withoul a tens. Mounllng hardware included. IF) • Specify finish. FOf additional narrow beam glare control, specify the ooxiliary lens frome 'With the 8·51e intemollouver. Available for 26" housing only. (F) .. SpecIfy Onish. Colored auxiliary lens (fully lempered gloss). Requires the use of Ihe ou:dialY lens frame. (color) '" tem color.IConsult factory 10 specify cofor of gloss lens., Note: Colored lens reduce!! etnclency. For mounting luminaires with maslfillers to 6.0" to 12.0" 0.0. wood poles. 'M.,..h m ~~ 120 .. ::A;.J IXUScml' I . ~r';~ 'M-2~ 12.0" .,,-'~.-ci 1)J.4Bcml • ~.';~ PM·" :: 120" * -cJ 1ll.8.:m} f"' r C 2013 Konlnklijke PhIlips N.V. All rilhu reserved. Spedficldons Ire lubject to danze without notice. www.phlllpl.c:omlluminlllre. PhilJps lilhtin, North America CorporltiOtl 200 Fnnklln Square Drive 1m lotted by: Philips LI,htlnl. a dvblon of Phtlips Electronics ltd. 28 I HlUmount Rd, :; ... " .. '_" t~J 00::1::: t~.rkham. ON l6C 253 Phon": 855·0486·2216 Tel. 800.668.90011 I I I I I I I I I I I I I I I I I I I