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Home My WebLink About03879 - Technical Information Report � � � OWL �o m Technical Information Report r RECEIVED Boeing Commercial Airlines ' 737 Max Flightline Utilities- Apron C �F s 0 9 zo�6 Renton, Washington Ct�:°34 O� RENTON PLA:;;dlr;t;yi��Ii!ON Land Use Permit Submittal: U15008229 February, 2016 � �� A �, �'' .,-_-_,. �� =�' _� �� ( E�"�•., � �'� '� �� , _ ,� � ��y � �I -�L�t.� �t' � 'r- 4 � �� ,' ��-1� S''� �'; y j• •� , t, ""'t' `„�'$ i i F � o;i• .�`��'3- � � � '�' � �f �, f -�,rT ', z�.,� � I `��w- `� . � $ .� � , � � �+.� � : � � � ~ :�� "�� ~ ■ a � .��i � } � � � � 4 I r �r . � � ` - � : � ��---� ' ' � ` - . � �� - a r:� �+w ��r.� ` � 4 . s $;�'r'�' � � � � - • � s •'�� . . �� 4 � �� wr.� � _ _ � ,� ENGINEERING PLANNING SURVEYING � 38�9 Technical Information Report For Boeing Commercial Airplanes 737 Max Flightline Utilities —Apron C 770 Perimeter Road West, Renton WA 98055 U 15008229 Prepared for: Boeing Commercial Airplanes, Seattle District . P.O. Box 3707, M/S: 1W-10 Seattle, Washington 98124 Prepared by: ��.._;�. �"� � � w �... 8420 154th Avenue NE • Redmond,WA 98052 Tele:(425)869-2670 • FAX:(425)869-2679 Construction Permit February, 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. 13726.01 �� ,\ . ��'/� ,� oF �ti.as �t ��. ✓ ` `�� l'' �Gi J /�� ;l� p � r �� " Z ��s f �' 2?9n8 � ��,��FC�S 1'E��`�w �'��OtiALE�'G /�I� � � Table of Contents 1.0 PRUIECT OVERVIEW............................................................................................................... 5 F'igure i TIR W�tKSHEET.......................................................................................................................................7 Figure2: VICINtTY MAP.......................................................................................................................•.................8 Figure 3: DRAINAGE BASIN MAPS.........................................................................................................................9 Figure4: SOILS MAPPING....................................................................................................................................10 2.0 CONDITIONS&REQUIREMENTS SUMMARY...............................................................11 ExistingConditions..............................................................................................................................................ii FullDrainage Review.....................................................................................................••-•..................................11 KCSWDMCore Requirements..............................................................................................................................li Gtyof Renton Special Requirements...................................................................................................................12 3.0 OFF-SITE ANALYSIS...............................................................................................................19 3.1 Level of Analysis.............................................................................................................................................19 32 Study area Definition&Maps..................••-•--•••••-•••••.....................................................................................19 33 Resource Review............•••••...............................•••.........................................................................................19 3.4 Field Inspection..............................................................................................................................................20 35 Mitigation of Poterttial Probiems..................................................»...............................................................20 FIGURE 5:UlY OF RENTON STORM DRI4IN............................................................•-•-•.........................................23 FIGURE 6:CITIf OF RENTON HAZARDS..................................................................................................................24 FIGURE 7:CIIY OF RENTON FLOOD MAP..............................................................................................................25 4.0 FLOW CONTROL&WATER QUALITY FACILITY ANALYSIS&DFSIGN.................26 4.1 Exisiing Site Hydrobgy........................................................................••.....................................................26 42 Developed Site Flydrology..........................................................................................................................27 4.3 PerformanceStandards..............................................................................................................................28 4.4 Flow Cartrol System...................................................................................................................................30 4.5 Water Quality................................................................••••-........................................................................30 FIGURE 8:APRON C SOUTH EXISTING CONDITIONS.............................................................................................32 FIGURE 9:APRON C NORTH EXISTING CONDITIONS.............................................................................................33 FIGURE 10:APRON C SOUTH BASIN MAP...............••............................................................................................34 FIGURE li:APRON C SOUTH WATER QUALITY MAP............................................................................................35 FIGURE 12:APRON C NORTH BASIN MAP............................................................................................................36 I FIGURE 13:APRON C NORTH WAi'ER QUALITY MAP.--•.................................................................... ....................37 i 5.0 CONVEYANCE SYSTEM ANALYSIS&DESIGN......................................................................38 I 6.0 SPEqAL REPORTS&STUDIES......................................................................................................................41 7.0 OTHER PERMITS....................................................................................................................42 8.0 CWSPPP ANALYSIS AND DESIGN.........................................................................................43 ESC�an Analysis and Design(Part A)..................................................................................................................43 Scopeof Work.................................................................................................................................................43 ClearingLimits................••........................................................••----.................................................................43 CoverMeawres--•............................................................................................................................................43 PerimeterProtection......--••.............................................................................................................................43 TrafficArea Stabilization..................................................................................................................................43 SedimentRetention.........................................................................................................................................43 SurfaceWater Cdlection.................................................................................................................................44 DewateringControl...........................................................................................•--•--...........-•-...........................44 DustContrd......................................................................................................................................•-••..........44 FlowControl.....-••..................................................•-•.......................................................................................44 SWPPP Plan Design(Part Bj........................................................................................................................... ......44 9.0 BOND QUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANT..........47 9.1 Bond Quantities...................................................................................................................».....................47 9Z Flow Control and Water Quatity Facility Summary Sheet and Sketch.............................................................47 , 93 Declaration af Covenant for Privately Maintained FMw Control and Water Qualityl Fatilities........................47 10.0 OPERATI�NS&MAINTENANCE MANUAL.........................................................................54 Appendix A Water Quality Calculations Appendix B Conveyance Calculations Appendix C CSWPPP Plans Appendix D Operations and Maintenance Manua) Appendix E City of Renton Sensitive Areas Mapping Appendix F Geotechnical Report,Apron C Upgrade 1.0 PROJECT OVERVIEW , The Boeing Renton Airport Apron C project is located at 770 Perimeter Raad West in Renton, ' Washington. The site is within Section 7,Township 23 North,Range 5 East W.M.;the King County Parcet Number is:0723059007. This project will use the King Caunty Surface Water Design Manual 2009 and the City of Renton 2009 Surface Water Design Manua)Amendment. This project will be removi�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 inc�eased 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 C is on the west side of the airport and is owned by the City of Renton. Bceing has a tong term lease on the south por#ion(Apron C South)and a short term lease on the narth portian�Apron C North). C North and C Sauth are separated by the Rainier Flight Service building. C South will have S stalls(C-1 through C-5)and there is potential for a previously fueled aircraft on Apron C South. C North will have two stalls(C-6 and C-7)and are for never fueled aircraft. Ancillary improvements such as crew and production structures,parking and security fencing will be provided. Apron C is located in a direct discharge area adjacent to Lake Washington. Flow control is not required. Basic water quality is required and oil-water separation will be provided in addition due to the nature of the operation. Separate storm systems are proposed for C South and C North because the reteiving storm drain in the west perimeter road is fairly shallow and has potential to backwater onto the airport property. The longer pipe run needed for a single,common starm system would impose a greater vertical fall through the system and complicate the hydraulic grade line. Additionally, separate systems allow for smaller treatment facilities that are simpler and easier to situate than a single larger system. Both basins on Apron C will incorporate a collection system using slot drains and catch basins, with a treatment train consisting of oil-water separators and StormfiRers, and then discharge into the existing box culvert in the West Perimeter Road. Apron C Soutfi will have a fuel spill diversion and containment facility. Both Apron C South and North will have hydraulic fluid spill diversion and containment facilities. Apron C South will corporate two stormwater pump statians. The first is a sump pump for various vaults and manholes scattered throughout the apron,lifting the nuisance flow into the main collection system. The second pump station will lift the entire runoff from the apron, both treated and bypass flows, into a structure at the west edge of the lease tract. The receiving structure sends the flow downstream through the existing storm drain into the box culvert. An adjustment request has been prepared for the second, larger (ift station and is included in this TIR. Adjustment 2015-05 was approved on December 30,2015,and is included in this TIR. The project consists of Aldennrood gravelly sandy loam and urban land per the USDA soi9 map. Alderwood soil has a hydrologic group C rating and is considered a Till soil for KCRTS(King County Runoff Time Series). Information Provided: 5 Figure 1:TIR Worksheet Figure 2:Vicinity Map Figure 3:Drainage Basin Maps Figure 4:Soils Mapping 6 KING COUNTY, WASHINGT�N, SURFACE WATER DE5IGN MANUAL TECHNICAL IfVFORMATION REPORT (T1R) WORKSHEET � - ._ Part 1..PROJECT OWNER AND Part 2 PROJEGT LOCATIQN AND.. PRbJECT ENGINEER -_ D�SCRIRTION . , . : �. . . . _ , . . . ., ; . Projec#Owner�u� �jn6��:1�[,nt�,-r'a� s �" Project Name l��,srn�s M��, l�-�tt:��vt?j Phone ��lA�tf': �'t.�M�ts i f.� D�E�-Permit# �P!�C N C Address 1��" �17'z�b! Location Township Z3 h.l � Rarige � r ProjectEngineer � ' "'L�.�► f'...�:►-4lt�-�;at==� S,�'t.°� Section � Company l�blra(, SiteAddress ��D �, ��t!-tl�'+t`` 4-r ��'-� Phone �`�f�' `'�.'�`� •�l�7(� Part 3� TY.PE OF PERMIT APPLIGATION Part 4 OTHER REVIEWS AND PERMITS ' _ . . . . .. : „ _ .. , ❑ Landuse Services . ❑ DFW HPA ❑ Shoreline Subdivison ! Short Subd. / UPD ❑ COE 404 Management � Building 5ervices ❑ pOE Dam Safefy � Structural MIF I Comrrtericat i SFR RockeryNault/ ❑ Clearin and Gradin � �EMA Floodplain g g ❑ COE Wetlands � ESA Section 7 ❑ Right-of-Way Use ❑ Other ❑ Other ( Rart 5 PL-qN AND REPORT INFORMA'TION � . . . . . ,. . Technicallnf". ._ . -. _ . _ . .. . . . . , _ . ormation Report Site Impmvement Plan (Engr. Plansj Type of Drainage Review Full Targeted 1 Type(circle one): Full Modified / (circle): rge Site Il Site Date(include revision �� 5�;'"i (�4 4� Date(include revision �f G�F 1�T %%''��° dates): dates): l� l�.1 aV 2 n�� Date of Final: Date of Final: Part 6 ADJUS7MENT_APPROVALS� - � Type{circle one): Standard 1 Complex I Preappfication 1 Experimental/ Blanket Description:{include conditions in T!R Section 2) �/�L�JU�ti t��t�Ti ��-'~ �ul�I� J1L�i�O�J �E'l�'- �f:�`1�t � �V'��"! �L-=t-'l�>1 �1 ��,i:E'f 10 l,2� ��I��a � � Q•w F't.-;�� r��=�,; A��+�r�-��tif► 2vi5 -C��i I� ��.�,�n� y�� tis , ', Date of A roval: '� - C> �+?}`' ( II � 2009 Surface Water Design Manual S 1/9i2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TER) WORKSHEET r Part 7 �IV�ONITORING�REQtJIREMENl'S ' � ' � �` ,� _ ,. .. . .. Monitoring Required: Yes / No Describe: ' Start Date: Completion Date: _ � . , ._. .. . . - Pa�t 8 SITE COMMUNITY AND DRAINAGE BASiN .. , Community Plan: Special District Overlays: Drainage Basin:,.,�,��:G'! i��'1" �.�/��1�3!INC,"ipt�If L1)4,),:'f:' ;;j.�;� ,�:� l.' E-);_-��<�, Stormwater Requirements: � _ � - � Part 9 ONSITE"AN�ADJACE�VTSENSITNE`AREAS �� :� . ,. _ . ._ . . ... .::.: :-,. .. : .. .:-. •,> , .. . . .� _ _ . .. . _ . ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetiands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 -SOILS k - { � Soil Type � Slopes Erosion Poten6al �L 1�tOt� t'�`"C � -L � ��t�f=�i.� ��o�'� �a�� t11.High Groundwater Table(within 5 feetj ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additionaf Sheets Attached � 2009 Surface Water Design Manua] 1/9/2009 KING C�UNTY, WASHINGTON, SURFACE WATF,R DBSIGN MANUAL TECHNICAL INFORMATlON REPORT (TIR) WORKSHEET . � Part 11`��DRAINAGE DESIGN LIMITATIONS , _ , . � REFERENCE LIMITATION 1 SITE CONSTRAiPIT ❑ Core 2—Offsite Anaivsis ❑ Sensitive/Critical Areas ❑ SEPA � Other V�T�(fi ta 1_!M t`l t, t� t?��a -� u a+�0►::�J p �'��d��i�-f�� ❑ Additional Sheets Attached Part.1.2. TIR SUMMARY SHEET. . rovide ane TIR Summa SFieet r Th'reshold Discha�ge Area Threshold Discharge Area: name or descri tion � �'>��► °y 2 g �., � �D�"1�►-1 �,(o� Core Requirements(all 8 apply) Dischar e af Naturai Location Number of Natural Dischar e Locations: Offsite Analysis Level: 1 I 2 / 3 A` � dated: �� Flow Control Level: 1 / 2 / 3 or Exemption Number 1F�� 'llE�',�M��,��. incl. facili summa sheet � � Smali Site BMPs Conveyance System Spill containment located at: Mttl_T�qt�: LaG�Ytr��-r`> 1��t t' "ft'�=!'E-i t�t C r-�' S`I�i[�' Erosion and Sed'+ment Controt ESC Site Supervisor: Contact Phone: After Hours Phone• Maintenance and Operation Responsibility: rivate Public If Private, Maintenance Lo Re uired: Yes /No �inancial Guarantees and Provided: Yes / No Liabilit Water Quality Type: Basic Sens. Lake / Enhanced Basicm / Bog {include facility summary sheet) or Exemption o. ' Landsca Man ement Plan: Yes / N ' S ecial Re uirements as a licable Area SpeciFic Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac.!Nane ', ' Re uirements Name: ' Floodp�ain/Fioodway De(ineation Type: Major 1 Minor / Exemptivn / None �, 140-year 8ase Flood Elevation(or range): i Datum: � Flood Protection Facilities Destxibe: � J� I Source Contral Describe landuse: ��;I�G�� 4'�(�'�'�t t->F� {comm./industrial landuse} r � Describe any structural controls:�u� � fl!2 ,m- �t� .A�tfi�'tLt�'. 20�9 Surface Water Design Manual 1/9/2009 KING COUNTY, WASHINGTON, SURPACE WATrR DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � Oil Control High-use Site: Ye / No ,�� E Treatment BMP: - Gvo L.��.,�i Nl..� �l�("1ai i a . Maintenance Agreement: Yes / No withwhom? l.7kf�.i� 2 P4htF�'�:�z�t�lC�� Other Draina e Structures Describe: �� y� NYTJI�t��-iG �tt� Got�1�a��J��Fs i' ParE 13.,.EROSION.AND SEDIM�NT CONTROL:REQUIREMENTS :...:. .�... MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits ❑ Stabiiize Exposed Surfaces ❑ Cover Measures � Remove and Restore Temporary ESC Facilities ❑ Perimeter Protection � Clean and Remove All Silt and Debris, Ensure ❑ Traffic Area Sfabiliza6on Operation of Permanent Facilities � Sediment Retention ❑ Flag Limits of SAO and open space preservation areas �Surface Water Callection ❑ Other � Dewatering Contrd ' ❑ Dust Control ❑ Flow Control Part 14. $TORMWATER FACILITY DESCRIPTIONS Note: Include Faciiit Summa and SRetch Flow Control T /Descri tion Water Quali T escri tion ❑ Detention ❑ Biofiltration ❑ Infiltration ❑ Wetpool ❑ Regional Facility � Media Filtration C. ��E�M�ILT��l7 ❑ Shared Facility �Oil Control '[ C�'j ❑ Flow Control � Spill Control (�j�p�jn �,,�,(, BMPs vQ UL'r ❑ Flow Control BMPs ❑ Other �{ �,G1 Other 2�(M� �!A i I Q�� 2009 Surface Water Design Manual 1/9/2009 ', KING COUNTY, WASHINGTON, SURFACE VJATER DESIGN MANUAL TECHNICAL INFORMATION REPORT {TIR) WORKSHEET . . �. Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Piace Vault ❑ Covenant ❑ Retain(ng Wail ❑ Native Growth Protection Covenant ❑ Rockery>4'High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 : SIGNATURE OF PROFESSIONAL.ENGINEER � � I, or a civi!engineer under my supervision, fiave visifed the site. Actual site condifions as observed were incorporated into this worksheet and the attached Technical Information Report. 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" . ,�;', , ;:-� t, r� : '. ,�.-.. � -' � n.v.�° d4::� .. � . .. . �"�a��l s e �� `., ��,�(p,lYk� �,p iW��' �� ._M�� '�' N�N�°.�rN�" � � ,�i`"" ° .. � � q � �4 �,�a� �^v �,,��ii ' � � � � � �q .. � � ��, �� ,�� , �. � �� a � � � � o ..,.u� �' � � �� =Q =� M TT tT.ZCt M.TT,E[�iL[ OY90925 OT909Z5 09�9Z5 �509a U�S09�L5 WbQ3Z5 0409LS OEb0925 00609Z5 OCE09S �t � � � � a g' Soi MaF King Ccwnly Area,V'Jashin,ylon (Fiyure 4-Apron Cl MAP LEGEND MAP INFORMATION Area of Interost(AOt) - Spal Area The soil surveys thal cnmprise your AOI tivere rnapped al 124,000. � nrea of IMerest(AQI) �� Stony Spot Soils Warning:Soil Map may rwt be valid al this sc;ale. > Very Stony Spot � Soil Map U�d Pdygons ��`F Enlargerrient of maps beyond the scale o(rnapping c:an cause Wet Spat rnisunderslanding af lhe delail of rnapping and ac;c;uracy o(soii line .� Sail Map Unit t ines placemenL The rnaps do not show lhe srnall areas of conVasling � Soil Map Und Points - nt�� soils that could have been shown at a more d�:failed sc.ale. .• Special l ine features Special Point Peatuees Please rely on lhe bar scale on each rnap sheet(or rnap u ��ot�� Water Features mcasuremr,nts. ._ Sireams and Canals � fiorro�v PA Source of Map: Nalural Ilesourc�es Conservalion Service Transportatfon Vbeb Soil Survey UftL: http:/;websoilsurvey.nrc�.usd�.gov ,�( Ck1V SPn� r � Rails Coordinale Syslern. Web Mercator(EPSG:38�71 C,bsed�epression � �r�erstate Hir�hways Maps frocn lhe Web Soil Survey are based on the Web Merc:ator �y�' Gravel Pit ,,,,,,,,, US Rades projei.tion,which prr.serves direction and shape but disto►ts ,. G�avelly Spot distancc and arca A projr.c.tion that prescrvcs arca,s�ch as thc Majw Roads Albers equal-area wnic�rojectlon,should be used if more accurate � I andfiU �ocal Roads c:alwlalions of d�3lance or area are reyuired. � �_ava Flow eackground This product is generated from the USDn-NfZCS certified data as of lhe version date(s)listed below. ,�, Marsh nr gwamp ■ Aerial Photocraphy � M�ne ar Quarry• Svii Survey Area: Kln,y County/�rea,Washinglon Survey nrea Data: Version 10, Sep 30,2014 ',� Miscellaneaus VJater Soil map units are labeleci(as space allows)for map xa{es 1:50,000 ,� Perennial Water or larger. Rock Outcrop Date(s}aerial images were photographed: Aug 31,2013—Oc:l G, 2013 .�_ Saline Spot sandY Spnt The orthophoto nr olher base rnap on which lhe soil lines were cornpiled and digiti�ed probably differs frorn lhe tx�ckground .� Severely f_rnded Spot imagery displayed on these maps.ns a resull,some minor shi(tiny of map unil boundaries may be evidenl. ;^, Sinkhole "°� Slide or Slip b,. ,�„„: Sod�;SpoT �r� Natural Resources Web Soil Survey 8/20+2015 Conservation Service Nalional Cooperalive Soil Survey Pa,ye 2 of 3 Soil Map—King Counry Area,Washington Rgure 4-Apron C Map Unit Legend King County Area,Washington(WA633) Map Unit S�mbol Map Unk Name Acres in AOI Percent of AOI AgD Aldervvood gravely sandy loam, 3.9 35.6% 15 to 30 percent slopes Ur Urb�land 7.1 64.4% Totals iw Area of Interest 11.0 100.0°h � Natural Resouroes Web Soil Survey 8l2a/2015 Conservatlon Service National Cooperative Soi Survey Page 3 of 3 2.0 CONDTTIONS & REQUIREMENTS SiTMMARY E�sting Conditions Apron C is general aviation use and not currently occupied by Boeing. Ground cover is pavement,both asphalt and concrete. Landscaping is very minimal and limited to the western perimeter adjacent to the West Perimeter Road. There are various buildings on the apron some of which 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. There is an underground vault providing treatment beneath C South. The existing system discharges to a box culvert(5 by 7-feet and 5 by 8-feet)in the West Perimeter Road. No modification to the runway,infield and taxiway is proposed and the existing storm drain system will be kept in service. A separate colledion system and treatment facilities will be added for the reconstruded apron. Site soils are classified as Alderwood gravelly sandy loam AgD, hydrologic group C and Urban land Ur. Figure 4 is a soil map from the USDA Web SoilSurvey. 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 currently collects stormwater runoff in an underground conveyance system that discharges into an existing box culvert under West Perimeter Road. The project will install a separate system for the apron upgrade and will continue to discharge into the Perimeter Road box culvert at the same locations. Ap�on C South will discharge through the existing gravity storm drain in the box culvert. Apron C north is not pumped and the gravity discharge line will need to be replaced with a larger 16-inch line at a lower invert elevation. The adual discharge points may shift slightly as the new system will parallel the existing for hydraulic capacity reasons. 2. Off-Site Analysis Generally speaking for Apron C the existing impervious surface will be replaced with new impervious surface and rate,volume duration and discharge location will not change. The exception to this statement is the 1,007 linear feet of 6-foot sidewalk that will be added to the west side of the West perimeter Road. A downstream analysis is included in Section 3 of this TIR. 3. Flow Control The project is located within the Lake Washington direct discharge area. The project is approximately 2100 feet from Lake Washington,the conveyance to the ordinary high water mark is wholly man-made,the conveyance is capable of transporting the 25-year peak flow;therefore no flow control measures will be required. There is no increase in impervious to the working portions of the apron, however,approximately 6,000 SF of new sidewalk will be 11 i rim t r Road. Th overall basin area was anal zed to assess h draulic im att to the I� added to Pe e e e y y p existing box culvert and the net 100-year peak flow increase is 0.06 CFS,below the 0.1 CFS ', standard as defined in the Exception, page 1-34,City of Renton Section 1.2.3.1 Direct Discharge Exemption from Core Requirement#3. Flow control BMP's are inappropriate for this site;refer , to Section 4.3 Performance Standards for a detailed explanation. ' 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 excess of the Renton 25-year design storm with a 6 inch freebaard in the strudure. An adjustment has been requested to allow the pump station for Apron C South. The adjustment request was made concurrently with this TIR and a copy of the unapproved adjustment is included in this section. 5. Erosian&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. TESC is covered under section 8 of this report. 6. Maintenance and Operations Ownership of the existing stormwater system (Boeing Renton) will not change and the current maintenance program will remain in plate. 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 and enhanced treatment is required. City of Renton Section 1.2.8.1,exception 3,states that water quality treatment may be reduced to the basic level if discharge is by a non-fish bearing conveyance to the ordinary high water mark of a lake larger than 300 acres. Basic treatment wiil be provided by Contech Stormfilters. To satisfy the enhanced standard the StormFilters will utilize CSF media to maximize metal removal. Additionally,given the nature of the land use,oil-water separation will be pruvided upstream of the Stormfilter and source control containment measures will be an integral part of the approach. City 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 or the FEMA floodway. This project is located Zone X Other Flood Areas,500-year floodplain,per the City of Renton COR mapping. 3. Flood Protect Facilities Not applicable. 4. Source Control This project does warrant source controls. Fuel spill control and containment will be provided for those pasitions that might hold a fueled or previously fueled aircraft. Containment volume is 10,000 gallons(115°�G truck volume). 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 12 excess of the Skydrol cart volume of 85 gallons. Skydrol carts will be stored under cover and in a containment sump. 5. Oil 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 Zone per City of Renton Aquifer Protection map dated 11/12/2014. Appendix E contains the current Sensitive Area Mapping for Renton. 13 [� 0 W L ib November 2015 W.O.# 13726.02 Ms.Vicki Grover,PE � CommuniEy&Economic Development Department ; City of Renton � IU55 South Grady Way Renton,WA 98057-3232 Subject: 5tormwater Adjustment Request Boet�g Apron C Project,Renton Municipal Airport Dea�Ms.Grove�: Boeing is leasing Apron C and plans improvements to the apron in support of the 737 Max program. The stormwater scheme for Apron C proposes a pump station to evacuate runoff from the leased portion of the airport to the box culvert beneath the West Perimeter Road. Use of a stormwater pump system to distharge flow from a project site requires an approved adjustment pe� Core Requirement ii4, section 2.2.4.3-I, tity of Renton Amendments to the KCSWDM. This request is far an adjustn�ent to install a privately operated and maintained stormwater pump station to serve a portion of Apron C that will discharge from the site to the municipal system. The situation is somewhat complex as the need for an adjustment is not entirely clear as gravity discharge at the historic discha�ge point wiil be maintained, and the proposed pump allows that to occur, Background Information • Boeing Commereia!Airplanes holds two teases on Apron C,one for the 76a and 770 parcets, referred to in the Technica{ Information Repart as C South, and the other for the 820 parcel referred to as C North. • The C South lease has approximately 5 years remaining and the scope of proposed apron improvements provides 5 staAs(C1 through CS), ane of which wili hold a previously f�eled aircraft. The C South basin area currenily discharges to the West Perimeter Road box culvert �ia gravity storm drain. The proposed pump statian will lift the stormwater stream into a receiving structure at the apron fence line; /low fram that receiving siructure to the box culvert wili utifize the existing gravity storm drain into the box culvert. The point of discharge from C South will not change. • The C North lease has approximately 2 years �emaining and the scope of the proposed apron project provides 2 stalls(C6 and C7y for unfueled aircraft. The C North basin currently discharges to the West Perimeter Raad box culvert via gravity storm drain. No pump is proposed for C North. Under ihe developed condition the point of discharge f�om C North w911 not change. • The projett is requlred to meet the basic treatment standard and flow control is not required. tn addition to basic treatment oil-water separation will be provided via a coalescing plate separator. Fuel spill diversion and containment will be provided; hydraulic fluid spiil diversion and containment will be provided. Desfgn Conslderatlons 425-8o9-26i0 ■ Fs�O 865 9347((ax} ■ 842U 1541h Avenue PlE . Redmond,YJ��inglon 9�052 r W�VW ArJMI.CY,4ft ---- _ __ _____ Alaska r Arizona e C�iorado o fJlont�tia e Nor1h Dakola a Ore�on w Washin�ton r V4�'yominJ Ms.Vicki Grover,PE Ciry of Renton 16 N ov.2015 Page 2 • Apron C is currently genera!aviation use. The existing apron collection system has been in place for many years and consists of 8, 12 and 18-inch storm pipe that drain the apron, taxiway, runway and infield. The existing system discharges by gravity at several locations into the 5 by 7-foot box culvert in the West Perimeter Road. The design criteria under which the system was designed in not known. Anecdotal information indicates that the existing system has operated satisfactorily. • The proposed Apron C upgrade will replace existing pavement with a concrete section adequate for the heavier 737 aircraft. The stormwate� system will serve only the apron itself plus adjacent taxiway draining to 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-inches 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 suth that the 100-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 apron slopes from east to west with the existing collection system basically running east to west and with a heavy reliance on sheet flow across the width of the apron. The proposed collection system is oriented in the north-south direction in order to capture runoff from each stall as part of the spill isolation system. The overall length of the proposed storm drain route is longer than the existing route. • There are no water quality features currently on the apron. The verticaf 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 basic wet vault wi�l satisfy the treatment standard without vertical fall across the structure. A basic wetvault was sized at 68-feet in length, total width of 24-feet and a pool depth of 8-feet. A vault of this size wauld be a cast-in-place structure with a precast plank lid and topping slab. As an additional exercise we also sized a wet vauft to function as a baffled gravity separator which would allow the CPS unit to be deleted. The combination vault would be 148-feet in length, 16.5-feet in width and 6-feet in depth. Gravity flow to the box culvert is possible with the discharge line coming into the box at approximately 2.4- feet above the invert{d/D=b.48;the existing d/D=0.60). We conclude that the wet vault option is feasible with the realization that the wet vault would still be subject to backwater from the box culvert for larger events,although with a low level of damage associated with the flooding. Contech StormFilter A StormFilter is an effective treatment device and will add vertical fall through the system. The standard cartridge (2.3-feet of vertical) could be used and achieve gravity flow into the box culvert, however, the box culvert will backwater into the site system during any event and will routinely backwash the StormFilter. Incorporation of a pump into the system will eliminate the backwater problem. Since it must be pumped, the taller cartridge (3.05-feet vertical) makes sense. The StormFilter will be the 8 by 11-foot precast vault with 19 of the taller cartridges. Pumped System There is a significant cost to install a pump station. The station would of necessity be a duplex submersible, non-clog, installation capable of passing the 100-year peak flow. Backup power is necessary(and available)and a pump station requires a higher operation and maintenance effort. Further a pump station installed by Boeing might need to be removed upon lease expiration. Ms.Vicki Grover,PE City of Renton 16 Nov.2015 Page 3 Point of Discharge Both water treatment options can discharge into the Perimeter Road box culvert at the existing horizontal location. The wet vault option will require a new access be cored into the box culvert for a larger pipe at a lower invert. The pumped StormFilter option can gravity flow using the existing line into the culvert. Constructability 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 pfant 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 vauft installation, the quicker and less expensive the dewatering effort would be. Precast vaults such as those used for the CPS units or the StormFilter are one piece boxes, inserted by crane or boom trucl< 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 as they must be free and clear of the aircraft footprint and setback. Smaller precast vaults are far easier to accommodate than the larger cast-in- place wet vaults. Schedule Boeing requires the Apron C stalls to be on-line and ready to receive aircraft by mid-May, 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 7reatment StormFilter Treatment Treatment Quality Meets code Meets code, we consider superfor to wet vault Dewatering needs Higher, larger excavation and longer Lower, smaller excavation and duration shorter duration Cost of treatment unit Higher due to longer construction Lower due to shorter installation time time Constructability More problematic Less problematic Schedule impact Greater due to construction time Lesser due to construction time Need to pump Not applicable Requires a pump station; pump station may need to be removed if lease not extended. Point of discharge Gravity flow from wet vault into box Gravity flow Into box culvert through culvert but will need to modify entry existing Ilne, no modlfication to the into box culvert for a larger pipe at a culvert. lower elevation. Proposed Stormwater System The preference is to install a StormFilter instead of a wet vault,the reasoning being that constructability and schedufe are more important to the Boeing mission than the cost associated with a pump station. 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 StormFilter/pump configuration offers more positive control over treatment and discharge. Boeing understands that the pump station may need to be removed at a later date. The proposed system description follaws: Ms.Vicki Grover,PE City of Renton 16 Nov.2015 Page 4 • Foilowing the fuel spill diversion vauit a typical flow split catch basin wiii be installed directing a metered flow to the treatment train. • First unit in the treatment train wou(d be a CPS oil-water separator; second unit would be a SF 811 Stormfilter with 19 tall cartridges. The capacity of the SF811 is 26 cartridges, so there is some additional capacity in this unit. • 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 EK8-SS, 10 HP,480 V, 3 phase, 64 Hz. A portable generator unit is available and the substation wo�k associated with Apron C will include the receptacle and manual tra�sfer switch. This pump station is very similar to the one installed recently on Apron B. • The pump duty point is 1,500 gpm at 18-feet TDH. The 100-year peak flow is 6.6 cfs(2,962 gpm) per the Rational Method. Both pumps running would then meet the 100-year peafc;one pump would be about the S-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 8",valving will be in a pit adjacent to the wet well, the force main will be 12"ductile iron discharging into a Type 1L catch basin used as a receiving structure. The structure is channeled similar to a manhole. The structure is located on the lease tract and connects the existing 12"concrete gravity line into the box culvert. • The operation of the receiving structure was modeled by hydraufic grade line calculations from the box culvert back through the structure. A starting water surface in the box culvert was taken to be d/D = 0.8 for the situation with one pump running, and d/D = 1.0 for both pumps running. The incoming flow from the force main into the receiving structure was modeied with a dummy upstream gravity pipe at 18% that matched the incoming velocity from the pump. The HGL with both pumps running is approximately 1.64' below the grate elevation and the grate keeps the structure at atmospheric pressure. This arrangement converts the pumped stream to a gravity discharge through the existing line into the box culvert. Adjustment Criteria 1. The proposed pumped system does not change the praject'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 praposed station. Safety, maintainability and function are not compromised. Environmentally the proposed stormwater scheme for Apron C incorporates not only the required basic treatment but also provides for spill control and containment, and oil-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. RDSD staff had requested that the existing access to the box culvert be maintained, the configuration of the proposed system accomplishes that. There will be no modification to the box culvert and no need to work within the West Perimeter Road. 4. Pursuant to section 4.2.3.1, emergency power is provided as there is a portable generator for the Apron C distribution system. The transfer will be manually operated. 5. Boeing wishes to extend the lease tor Apron C South and is looking at 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. Ms.Vicki Grover,PE Gty of Renton , 16 Nov.2015 . Page 5 This adjustment request is being made in conjunction with the permit submittal for the Apron C project and accompanies the Technical Information Report. Pertinent caltulations are included in the TIR. We believe the adjustment request is justified and in keeping with previously constructed stormwater facilities on the airport. We understand that the RDSa has futl authority to approve or deny the adjustment. Please contact me should you have questions or require additional information. Sincerely, DOWL , i Robert W.Schildgen,PE Senior Civil Engineer Denis Law � Cl�y Of � � � May°` - s� f � � �+ �a �, � � �+R, �.�i r��i �ww��s� ti� �w�� 'N1 Community&Economic DeveloExnent Department C.E."Chip'Vincent,Administrator December 30, 2015 i Mr. Robert Schildgen, PE Dow! Engineers 8420154`h Avenue NE Redmond,WA 98052 RE: Boeing Apron C,Renton Municipal Airport(815008176, U15008229)— Stormwater Pump-AdJustment 2015-05 Dear Mr.Schildgen: The City of Renton has completed review of the adjustment request for the Boeing Apron C Project, Renton Municipa)Airport(615008176) in accordance with City adopted 2009 King County Surface Water Design Manual and associated City Amendments. We understand that you are requesting an adjustment to install a privateiy operated and maintained stormwater pump station to serve a portion of Boeing Apron C that wiil discharge from the site to the City owned system. Findings: 1. Section 1.2.4.3.1 of the City of Renton Amendments tQ the 2009 King Counry Surface Water Design Manual requires a stormwater adjustment for pump systems discharging flows from the proJect site that would not have discharged by gravity flow under existing site conditions. 2. By incorporating a stormwater pump system, a Stormwate� Management StormFilter• {StormFilter) system will provide enhanced treatment of the stormwater. 3. Stormwater pump system would route flows into the Perimeter Road box cutvert at the existing horizonta) location. 4. The Boeing Company possesses similar pump stations within the Airport property and has experienced staff to operate and maintain the proposed station 24-hours a day, 7-days a week. i Renton Gry Hall . 1055 South CxadyWay • Renton,Washi�gton 98057 . rentonwa.gov jMr.Robert Schildgen Page 2 of 3 December 30,2015 , Based on these understandings, findings, and section 1.4 of the 20Q9 King County Surface Water Design Manua{as amended by the City of Renton,the adjustment for the use of stormwaier pump system is approved under the following conditions: 1. The pump station sha11 be designed and constructed in accordance with Core Requirement #4 Section 1.2.4.3, and Section 4.2.3.1 0#the City Amendments to the 2009 King County Surface Water Design Manua) and Core Requirement #4 and Section 4.2.3 of the 2009 King County Surface Water Design Manual. This adjustment approval and pump station design shall be included in the drainage � Technical Information Report required for the project. 2. The pump station must be on private property and privately owned and maintained. 3. The pump system sha{I have either installed emergency backup power or the ability for portable backup power generator in the event of a loss of primary power. If portable backup emergency power is provided, the appliance must include a description of how the backup power will be brought to the site during an emergency within an emergency response plan (discussed below). 4. The applicant must provide an emergency response plan details the following: a. how the pump system will be monitored 24 hours per day, 7 days per week, b. how backup power will be activated during an emergency, c. method for delivering to the site and energizing portable backup power, and d. response procedures for pump failures incfuding repair and replacement of damaged pumps/motors and generators. 5. The pump system must discharge into a gravity storm system on-site that then ' connects to a catch basin in West Perimeter Road that connects via a gravity storm system into the 5' x 8' box culvert in West Perimeter Road. The pump station I discharge line is not allowed to connect directly into the box culver#. The applicant shall utilize existing storm systems connections to the box culvert, if available, to ; avoid drilling additianal holes into the box culvert. Other connections to the box culvert for the Apron C North Basin must also connect to a catch basin in West Perimeter Road prior to connecting to the box culvert and utilize existing storm , connections to the box culvert, if available, to avoid drilling new connectfon points in , to the box culvert. ' 6. The applicant will need to provide a structural engineers review of any new � connections or expanded connections to the box culvert and certify that the connection does not compromise the structural integrity of the box culvert, if ' existing storm pipe connections to the box culvert are not utilized by the project. ' 7. If in the event Boeing does not renew their lease of Apron C, the pump system shall be removed and replaced with a gravity system. 8. Proposed pump systems must meet the following minimum requirements: � a. The pump system must be privately owned and maintained. ', I - i - � ,� � � Mr.Roben Schiidgen Page 3 of 3 i Decemlmr 30,24�5 b. The pump system shail be used to convey water from one location or elevation to another within the site. c. The pump system must have a dual pump (alternating) equipped with an : external alarm system. d. The pump system shall not be used to circumvent any other City drainage requirements, and construction and ope�ation of the pump system shali not violate any other City requirements. e. The gravity-flow components of the drainage system to and from the pump system must be designed so that pump failure does not result in flooding of a building or emergency access, or overflow to a location other than the natural discharge point for the site. If you have any questions about this adJustment, please contact Brianne Bannwarth, Development Engineering Manager, at (425) 430-7299 or Ron Straka, Surface Water Utility Engineering Manager, at(425)430-7248. Sincerely, fV�.�-� ��, , Brianne Bannwart ,P.E. on Straka,P.E. Revelopment Engineering Manager Surface Water Utility Engineering Manager cc: Lys Hornsby,P.E.,Utility Systems Director Mlke Stenhouse,Maintenance Services Director Vicki Grover,Plan Reviewer Vanessa Dolbee,Current Planning Manager Hebe Bernardo,Surface Water UtilityEngfneer H:\File Sys\SWP-Su�fate Water Projects\Slti'P-27-Su�face Water Projecu(CiP)�27-3129 Renton Stormwater Manual�ADlUSTMENT5�2015\2015-5 Boeing Apron C,Renton Municipal Airport-5torm Water Pump.doc I i i 4 i I i � i ; � �_ � . � � I ' .. . .. - . .. � . . I i .._.. . .. . �. , . 4 � . . � . � . �' . � � � i - . 4 I �_. + 3.0 OFF-SITE ANALYSIS �' The site discharges to the municipal storm drain in the West Perimeter Road. The storm drain is a box culvert,5-foot rise by 7-foot span,at the Apron C North discharge point. This discharge point occurs at approximately S#ation 53+19 on the Improvement Plans Renton Municipal Airport Renton Washington approved April 1973. The box culvert is upsized to a 5-foot rise by 8-foot span culvert at approximately station 54+59. The culvert(Facility ID 111275) runs very close to a quarter mile nortfi along the West Perimeter Road before discharging into Lake Washington(OUT-0136�. The box culvert outlet at the lake was not directly observed but we believe the discharge is at the ordinary high water mark. No modification to the lake discharge is proposed. The box culvert will be accessed at two points,one existing and the other a new connection. 3.1�e�el af Analysis A level 1 Downstream Analysis was conducted for the project with field inspections occurring throughout the design of the project to assess various flow conditions of the site. There is a single downstream flow path from the site to its final discharge at Washington Lake. The existing discharge structure is a 5'x7'concrete box culvert that becomes a 5'x8' box culvert located generally beneath the Westem Perimeter Road of the Renton Municipal Airport.At the north end,closest to the discharge,the box culvert lies beneath a small public parking area with storm inlets piped directly into the box culvert before the culvert discharges into Washington Lake. The entirety of the drainage from the proposed site improvements will be conveyed by the existing box culvert and existing drainage patterns will not change. 3.2 Study area Definition&Maps Figure 5 depicts the existing d�ainage network for the west side of the Renton Municipal Airport flowing north into Washington Lake. Mapping based upon record drawings obtained from the City of Renton COR Mapping. 3.3 Resource Review • King County IMAP was reviewed for drainage complaints. The drainage complaints near the property are not considered relevant as the codes are FIR,WQA and EM. • City of Renton GIS system was used to review the potential hazards. See Figure 6—City of Renton Hazards.The West Perimeter Road is(ocated in an Erosion Hazard area. We are adding a sidewalk along West Perimeter Road. A curb wall will be added on part of the west side of the sidewalk to minimize the disturbance of the existing slope. • The 303d listings from the Department of Ecology were reviewed. In the area of Lake Washington that we are discharging to there is a concern for: o Bacteria Category 2 Listing ID:12194 Waterbody ID:1222441476197(This means that this is an area considered water of concern but is not impaired.� 19 o Total Phospharus Category 1 Listing ID:52858 Waterbody ID: 1222441476197(This means that the waterbody met standards for all the pollutants that it was tested.} Since we are not adding any additional landscape area,it is not likely that barteria or phosphorus wil!be increased due to this project. • According to the City of Renton Effective FEMA Flood Insurance Rate Map and FEMA map number 53033C0977 F this project is focated within Zone X. Refer to Figure 7 City of Renton Flood Map. Zone X is defined as area of 500-year flood;areas of 100-year flood with average depths of less than 1-foot or with drainage areas less than 1 square miles;and areas protected by levees from 100-year flood. 3.4 Field Inspection A field inspection was perFormed on Wednesday December 9,2015. The weather was windy and overcast with a temperature of 51 degrees Fahrenheit. There were heavy rains previous day. The downstream flow path from the site to the north is a fully piped conveyance to Washington Lake. At Apron C North there is some ponding,as shown in photo 1 on the following page. The existing 12-inch RCP culvert is silted in on both sides with 3 to 6-inches of standing water. A little north of this location there is an existing storm drain manhole where the lid was removed. The water was flowing through this deep manhole. No measurement was taken down to the water surface elevation. See Photo 2 on the following page. According to the as-builts of tfie box culvert this is approximately where the box culvert is upsized. There is a manhole opposite Building 860 which has been paved over with asphalt and was not removed for inspection. There is a parking lot at the end of West Perimeter Road,where the box culvert appears to curve to the northeast. In the corner of the parking lot at the north end,just before the culvert discharges to Lake Washington,the water surFace elevation in the culvert was 4.5- feet below the rim elevation. The primary discharge at Washington Lake is a partially covered structure extending beyond the(ake's southern headwalf approximately 10-feet and is posted with signage indicating that trespass will be prosecuted. The outfall is partially submerged at the current efevation of the lake,see Photo 3,and is located approximately 1,400-feet from Apron C. The outfall cannot be directly observed from the shore;a boat will be necessary to inspect the outfall. 3.5 Mitigation of Potential Problems The existing Apron C is essentially impervious surface with no detention or water quality provided. The proposed reconstruction of the apron will replace some ofthe impervious surface and will install a comprehensive water quality system. There will be no change in the peak flows or volumes generated by Apron C and entering the box culvert under the West Perimeter Road. Aside from the apron collection system upstream of the box culvert,no evidence of damage,erosion,flooding or impaired functionality was observed along the route of the box culvert from the apron north to the outfall into Lake Washington. Admittedly the interior of the box culvert could not be inspected. A more detailed inspection of the culvert would require confined space entry during low water conditions,an activity beyond a Level 1 analysis. We conclude that the downstream f{ow path is in acceptable operating condition and the project will not impose any additional hydraulic impact to the conveyance. 20 6 __._� ��' ,�' 4 , �m� _ �, � ' _ �w'' � � ., I � � � ; ';x� � � --- � , �� - _� E �:v_ - �_ � - ,; �: Photo 1 —North portion of Apron C—some standiug water � % -�;, �� , k -�-� ,� � � �� ` > � � ,. �` e . � ` `• `=� � ' �, � $,�� , �.� ;� , �,�` �� .' � e ��-�� . _` � ` � �� .�� .��, _ � � :�- � � # � _� a �' �" � �_�� • � ' �� _:=`��_ ,,. �� ; � �: ,�� : a 4 f. t �f" ;a ��r:,: ,1 � .� �' � . , � - . Photo 2—Deep manl�ole 21 ifi`_. -a� � � �. .�=.� �� -� = -� _ � �_n�<# , � j{ - ,.,��.. , �.� # - - ;_ °=$ � _��: � �� „ if�,�6 ,`�ta� �'�.. � s� � k � ' �. . _. ....ti�. � _.�_.i'�--�,e.�� .. �'-..._�+w'�"^—.' .r . . Photo 3 —Otrtfall into Lake Wasluugton 22 ..._..,�„��^'"',' v nx. �. w. '�'"" � ~�� 1. ;'�$5, +} �"'� „M�YIMiM# � �t...�� .. 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'� ". . . ..:��.:.� ' 4,.� .,r�.. . , � w.�.. �' . »� �:� ..E .�.�'�� .aw�,'�� .��:�. �... �'- 4.0 FLOW CONTROL&WATER QUALITY FACILITY ANALYSIS & DESIGN 4.1 Existing Site Hydrology Apron C is exempt from flow control so no existing condition hydrology was performed. Figure 8 is Apron C South Existing Conditions; Figure 9 is Apron C North Existing Conditions. Both figures illustrate the existing stormwater system within the project area. Apron C South has slopes ranging from 0.5% to 5�. In areas where airplanes are located the slope ranges from 0.5% to 1%; the steeper slopes are along the west side adjacent to the Perimeter Road. Pavement is a mix of concrete and asphalt, portions of the asphalt pavement are in poor condition and not suitable foc parking heavier aircraft. The existing collection system is comprised of a relatively new trench drain and catch basins. The existing system will be retained in service as it conveys flow from the infield across the apron. Grates may be replaced with sol id lids for those areas that will be served by the proposed colledion system. Apron C North has slopes between 0.596 and 4.2%. In areas where airplanes are located the slope ranges from 0.59G to 1.596,with the steeper slopes again located along the west boundary. The existing system employs typical catch basins and drains the infield to the east of the apron. According to contacts at Bceing the existing systems are over capacity. The existing conveyances will be retained solely for flow from the infield, the apron will be served by a wholly new system which will serve to solve the capacity issue. II 26 4.2 Developed Site Hydrology This project will involve new buildings, removing and replacing existing asphalt & concrete, new sidewalk along the West Perimeter Road and associated utilities. The mission is to provide 7 stalls to complete work on 737 MAX aircraft. KCRTS was utilized to determine the water quality flows; the Rational Method was utilized to determine peak flows for hydraulic capacity analysis. Two basins were established, C South and C North,to reflect the separate stormwater systems. Some i explanation of the basin modeling is necessary with respect to the water quality treatment scheme. The ii 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 I intended to capture all flow from the apron and segregate it from the existing airport system. As a , result the two systems provide treatment to areas that encompass the entire Boeing productian effort � and are larger than the redeveloped area within the apron. Certain portions of the project that are , being redeveloped will not reteive water quality treatment, specifically the driveways, sidewalks and parking areas adjacent to the West Perimeter Road. Overall,the area collected and treated exceeds the ' redeveloped area for both basins. Four figures have been prepared to illustrate the situation, areas and ' peak flows are induded on the figures. I • Figure 10:Apron C South Basin Map • Figure il:Apron C South Water Quality Map • Figure 12:Apron C North Basin Map • Figure 13:Apron C North Water Quality Map Basin Total WQTreatment Redeveloped Area Bypassing Area Provided Area Requiring WQ Treatment WQ Treatment Acres Acres Acres Acres C South 3.34 2.86 1.76 0.48 C North 1.81 1.68 1.40 0.13 Note that the developed condition was taken to be 10096 impervious for both basins; the amount of landscaping within these basins is insignificant and the underling soil appears to be heavily gravel. Both C North and C South were modeled using KCRTS set at 15-minute increments to determine the water qualiry flowrate. Peak flaw rates were catculated using the Rational Method for conveyance purposes and those peak rates are included on the basin maps,Figures 10 and 12. Figures 11 and 13 illustrate the areas within C South and C North respedively where water quality treatment will be provided and demonstrate that the treatment area exceeds the redeveloped area. Appendix A contains the KCRTS printout,water quality calculations,the flow split to the treatment train and sizing for the CPS and StormFilters. Appendix B contains the hydraulic worksheets for the conveyance sizing. Spreadsheets were used to calculate the Rational Metfiod peak flows and to determine the hydraulic grade line. 27 4.3 Performance Standards Flow Control Apron C and the Renton Municipal Airport are situated in the Peak Rate Flow Control Standard (Existing Site Conditions) per the Flow Control Application Map Reference 11-A. The criteria for this Standard is matching the existing condition 2-, 10-and 100-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 Lake Washington, the discharge point is approximately one-quarter mile downstream from the project,the entire length of the conveyance is a reinforced concrete box culvert (5 by 7-feet and 5 by 8-feet) within the public right-of-way and extending to the ordinary high water level of the lake. Section 1.2.3.1 also requires the downstream conveyance to be capable of moving the 25-year peak flow for the entire contributing area in a fully developed condition. The existing box culvert in the West Perimeter Road serves a large contributing basin that is essentially fully developed. The 25-year peak flow for the box culvert is not easily determined given the magnitude of the basin in question. The Apron C 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 Controi Standard if the threshold discharge area does not generate an increase of 0.1 cfs for the existing condition 100-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 C as defined by basin C-South and C-North. These two basins are conneded by the adjacent West Perimeter Road. The road will be upgraded with the addition of approximately 6,000 SF of new sidewalk on the west side of the road which constitutes the full extent of new impervious surface. Figures 14 and 15 in Appendix A define an overall contiguous basin area of 6.18 acres that is comprised of C-South,C-North and the Perimeter Road. The existing and proposed 100-year flow rates were calculated using the 1-hour time series in KCRTS for the overall basin. The existing 100-year flow rate is 2.76 CFS;the proposed 100-year flow rate is 2.82 CFS. The net increase is less than 0.1 CFS;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 flow control BMP's proposed for the Apron C project. Apron C is currently airfield apron with aircraft parking, fueling and maintenance occurring. The reconstruction of Apron C will convert the general aviation asped of the site to one more suited for finishing and operating much heavier commercial 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 landscaping,the proposed reconstrudion will not significantly alter the impervious nature of the site. Conversion of pavement to vegetation is not an option, it deducts valuable ai�eld from both Boeing and the airport as the underlying landowner. Soil type is not conducive to infiltration and groundwater is high. More specifically,the suitability of ineasures 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. 28 • 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 vehicular parking or an aircraft parking stall. • C.2.5 Rain Garden. Bioretention 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 green roof. A vegetated roof would introduce soil and vegetation next to an aviation apron raising the concern for FOD. • 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.�.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 not seasonal high groundwater. Consider that the storm drain system proposed for the apron consist of ductile iron water main and fusion welded HDPE specifically to prevent groundwater intrusion into conveyance lines, adding perforated pipe is not deemed a wise idea. Convevance The City of Renton standard is a 25-year design storm with a minimum of 6-inches of freeboard between the grate and water surfaces as defined by a backwater analysis. This project uses the 100-year storm as the 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 utilited and the resulting conveyance peak flows are conservative. Both C-South and C-No�th discharge into the box culvert under the West perimeter Road. The KCRTS run included in Appendix A identifies a 100-year peak flow for the entire 6.18 acres (inclusive of the Perimeter Road) of 2.73 CFS;this is a 1-hour increment flow. The Rational Method was used for design purposes. Basin C-South and C-North generate 100-year peak flows of 6.56 and 4.00 CFS respectively. Rational Method wo�ksheets are included in Appendix B. Water Qualiri Enhanced treatment is required for an industrial land use. Section 1.2.8.1 allows an exception for situations where the site discharges to a non-�sh bearing conveyance discharging the high water mark of a lake of 300 acres or greater. StormFilters are an acceptable means of ineeting the basic treatment standard. The water quality flow for the media filters was taken to be 35%of the 15-minute increment 2-year peak flow per KCRTS per KCSWDM 6.5.5.1. Additionally the project will employ a coalescing plate oil-water separator in advance of the filter to remove petroleum products. Source control containment will be provided in the collection system for fuel and hydraulic fluid. 29 Site Specific Requirements While the project is not subject to enhanced treatment standard, the aviation and manufacturing aspects of the site point to additional water quality measures being employed. These measures include fuel spill di�ersion into containment, Skydrol hydraulic fuel covered storage containment and Skydral spill diversion into containment, and oil-water separation for the entire production area. 4.4 Flow Contro)System The project site has a dired discharge exemption and no flow control is proposed. 4.5 Water Quality Per section 4.2 above,the water quality basin areas encompass the entire production area on the apron and exceed the redevelopment area as defined by replaced impervious surface. There are several components to the water quality system. Fuel Saill Containment There is one position on Apron C South, C-1, that will park a previously fueled aircraft. The term previously fueled recognizes that the aircraft's tanks cannot be completely emptied and there is potentially up to 10°r6 of the fuel load on the aircraft. Boeing has a long term lease on C South and there is potential in the future for stalls C-I through C-4 to be reconfigured to allow fully fueled aircraft to be parked and to run engines. In recognition of this potential a spill diversion valve vault is located on the storm drain main leaving stalls C-1 through C-4. The vault will contain two solenoid pneumatically actuated butterfly valves, a 12-inch valve on the storm sewer main, and a 12- inch valve on the line to the dead end containment. The main line valve is normally open,the diversion valve normally closed. The containment volume is 10,000 gallons, or 1159�b of the fuel truck volume. 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 capable of holding a fueled aircraft. In the event of a spill, the crew can activate the diversion and send the spill to the vault. The diversion valve control panel will be located adjacent to the valve vault at the electrical panel next to Building 5-438. 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 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 oil-water separator that can be set to act as an automatic diversion trigger should the fuel level within the separator rise dramatically. Skvdrol 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 building 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. The carts will be stored beneath a cover with a depression holding a minimum of 115% of the cart capacity. In general the apron slopes from east to west, with stormwater being collecced by a slot drain. Each stall will have a catch basin with an aircraft rated lift assisted grate. The catch basin drains to the stormwater main and have a Safe Drain insert. Safe Drain is essentially a buttertly valve on its side and readily visible through 30 the grate. The valve is normally open to pass storm flow downstream. In the event of a Skydrol spill the vaive is closed manually via a hand wheel accessed by reaching through the open grate, or through the closed 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 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. IThe Skydrol containment catch basins serve relatively small areas beneath the aircraft in the proximity of the hydraulic fill points. The stormwater flow from these structures is small and has been included as I part of the overall collection system analysis. Flow from the Skydrol containment catch basins is summarized as follows: II Structure Basin Length Pipe 25-year Percent 100-year Percent No. Area 8" DIP Slope Peak Q Full Peak Q Full acres % cfs Capacity cfs Capacity i URE711 0.0172 45 135 �.04 3 0.05 3 II URE712 0.0155 45 0.50 0.04 4 0.04 5 ' URE713 0.0172 45 0.50 0.04 5 0.05 5 URE714 0.0155 49 0.50 0.04 4 Q.04 5 �, II URE715 0.0200 23 1.33 0.05 3 0.06 4 !, URE716 0.0172 108 0.50 0.04 5 0.05 5 I URE717 0.0236 19 1.12 0.06 4 0.07 5 I II URE718 0.0172 63 0.51 0.04 5 0.05 5 I Oil-Water Separation A flow split catch basin will divert the water quality flow to the treatment train II and divert the higher flows around the system. The initial treatment device will be a Utility Vault coalescing plate separator. Separators were selected based upon flow rate and effective horizontal surface area. Apron C South will incorporate a CPS 816-2 unit and Apron C North will use a CPS 816-1 IIunit. The CPS vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Basic Treatment Basic treatment will be pro�ided by Contech StormFilters following the oil-water II separators. As a side note wet vaults were sized and considered in the role of both basic treatment and also baffled oil-water separation. Use of a filter media BMP requires additional vertical fall through the system, however, the precast StormFilter vaults are far smaller than cast-in-place wet vaults. Given the II predictably high groundwater situation the smaller StormFilters were deemed the more appropriate choice even though this necessitates a pumped system on C South. Apron C South will employ an 8 by 11-foot StormFilter vault with 19 of the deeper 27-inch cartridges. Apron C North will employ an 8 by II 11-foot StormFilter vault with 26 of the low head 18-inch cartridges. The StormFilters were sized for both hydraulic and solids loading,calculations and the Contech confirmation are included in Appendix A. Media will be ZPG. IINote that pre-treatment device is not deemed necessary for the StormFilters for several reasons. The contributing basin is entirely paved,there is no exposed soil to generate the typical solids loading on the ry filter. Foreign Object Damage (FOD) is a major concern to Boeing and the apron is policed regularly to p insure no detritus from the manufacturing process is ingested by a jet engine. Finally, the StormFilters 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. 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N ��1 N p� O � (1� W _ _."�'.,,..� :, BASIN AREAS -- __..: � � --= — � : s4�—�s 4 -.�_-=-'--'� "��- � BASIN CATCH BASIN AREA (AC} % � � �� -�i�"` IMPERVIOUS VALVE BOX 846-16 " ` � ��---� ° A S1 0.43 100� PGIS e _ 845-16 WITH PUMPS ' ��n . ... 4��^, iq ._.._.. . ; 1' '......,,'.i .,: _ _�_ --- : RTu—$ : � �� ; � B 828-16 0.34 100� PGIS �y,-i-� _ - . � 839—�s � � 1`�BAS�N G : C 832-16 0.28 100� PGIS - , �_; ` _ `�`�__ '84s—�s S2 D 844-16 0.47 100� PGIS _ J OWS-057 ` ; ��, , .,��.. - -_,,. ,_ i� f , \ ,_- ``�._ � 84s-1s ;' i; E 854-16 0.75 100� PGIS ,''____._. _ -� ;�� . ,�„' 840-16 i 855—i6 ' �21: �T��z�,� � �/�S�N � =p�� , R5 ..�y,��.� _ '� F 856-16 0.14 100� PGIS . , � � ,�� --- .s_�.: , u�- � — �_ � . ; `��`trt:� `- , � � � � , .. , , R �� ' � G 848 16 0.32 100� PGIS .�_,r.�,�_, ��-�--�-u�� ; �`; ` URE-715; _ �� ; _ .� -�" , ' ; H 855-16 0.13 100� PGIS � �� R2 ��_�� R3 � :� BASIN F '�=` _� Z �- _ ,v-_��`� 4' . . . : _��- �-,_ � 84�—i s uRE-78i `, $'5s—�6 �-__. ,.tn-�.- ' �* �q 0 48 69% PG IS/ - � 4 ., �� BASI N C 842-16 ' ,.Q N � 31%NPGIS ____ � w -�--- --- -- S _- - `; _ ___ ., 836-16 $43-16 , ,. --- S� $28-16 � � i .� � .m �� _, TOTAL C 96�PGIS/ � "� � K, � 833-16 r832-16�: ` � ; � � 854-16 __ — N�A 3.34 �,`� � � �rs _ �__ SOUTH 4�NPGIS � � � � � � �—.� `�� - � � � � e--� __..�._ ,-'�._�..� � �_� ._,. .� u�.� .P.. � ��.�:,_.. __�� . ,__� __.. � � - _ � ;, : � -� ��- � � -�. - ��- ��._� �-� �— x�� RATIONAL METHOD FLOW (CFS) � �.� 835-16 � ,. _ ; ; � � � ' � . 829-16 � � � : ; i -_.__ 844-16 =` _': � � CB Q25 (CFS} Q100 (CFS) ;� ;,,-..,. �. - , . _ . 1 _`_ -_,� . y _ . � .' •,_- � �- t . " .. ��O s � - . �.�:- . N s ` � 1 -I -- — � , �. . , J ; , �, ;., -; ; , ,''t� `�.t ` ---- ,=...�, , S 1 TO 828 16 1.1 1.2 UR� " � � �— ; �� . , r ` � ' --_- _ ; �� ` �_ : � � } � — ��, �� , � .,, 833-16 TO 835-16 1.6 1.9 o —�_� �. �- � URE-712 ,, , � uRE—�>> �� :. � { BASIN D : - � . � - .�_ -� �` � 841-16 TO URE-7$1 4.5 5.3 � URE 713, t� � ' � ;}?_._ : � �� : BASIN B � , z uRE—��4 BASIN E ��; �_ 856-16 TQ 849-16 Q.6 0.8 � � x.� � � �, � � -�: � �._ � � � � � � � 4 � _ �� 4 � _ ' � �`; �, � �" � �--�-- 8 0-16 TO 845— 6 5.6 6.6 , . . , . t �. � � , � � :: .� , �� m �. f ` 1 , ' . . ' �.: i ".. } � ;. _ - � �,:,,..;_.. �-1 _ �� 3 s � � i± � .�-+.. ,. � BAS(N A : £ `�'� _� �`�` � �- �--�z ��' �,�� Z .�..._r.�._ .�� e4o �s ro 0 5 0 5 , � , ��s � �� . . , ��.:��__ �.. , � � t _ _ - __ ,� 3 OWS-055/RTU—S . . � � , _ „ � , . .� - �� _ „ , , .a .� � � . �-a r �' �.. �_._��3 t a -a , .��i- "`�-'�,,, _ � - _ � __ � ` � _ _ '�:' _ ' '�_�'. _ � . = �� ` ' � _ _ . . � : . ... 3 i i� �� : [1 ...Z S� . p • �. �._�� . '�� _ _ ��... . ' �'� '. ��i�,- _"' ,�f _.... �' ..._ ._ ....�.a _ ._.. ..'"_ _' . � ' : ... ';'� � .. _. i r �_. r �- � t . . �, �-,� '�- -.� ��r-°�- T _ . a -�� A ��-� =__� t__ : ��,"-�--�c�FF� �� ' �' _��:. . _, , r : �:: FLOW (CFS) C� 845-1 fi (CONTAINS PUMP) ; - � a N STORM PEAK FLOW (CFS) n . ..._..___. . � � *BASIN I BYPASSES WATER QUALITY SYSTEM. TOTAL AREA TO WATER QUALITY SYSTEM 1S 2.86 AC. **WQ DESIGN FLOW 0.5 m **THE WATER QUALITY DESIGN FLOW WAS CALCULATED USING 15—MINUTE TIME INTERVALS IN KCRT5. IT WAS TAKEN TO BE 35� OF THE 2—YEAR 2.3 � 2—YEAR FLOW RATE PER THE STORMFILTER DESIGN CRITERIA. AL� OTHER PEAK FLOW RATES WERE CALCULATED USING THE RATIONAL METHOD. � 10—YEAR 4.5 € ` PGIS: POLLUTION GENERATING iMPERVIOUS SURFACE 5 NPGIS: NON POLLUTION GENERATING 1MPERVIOUS SURFACE (ROOFS AND SIDEWALKS) 25—YEAR 5'6 �I � � AP R 0 N C S 0 U T H BAS I N 100—YEAR 6.6 �, � » � z PROJECT 13726.03 ' � SCALE: 1 = 50 APRON C SOUTH oA� os �a 2o�s �I a 50 25 4 25 50 100 � p p W L � a � _-}:uA-�-M--� BASIN MAP � � , &120154h Avswe NE % SCALE: 1:50 R°°"°"°�'"�2�� FIGURE 10 I U . _ . _—_. _ __ . . � BYPASS WATER QUALITY ` _ 0.48 ACRES 0.29 NPGIS 0.19 PGIS `$ --! =''� ��-�� t , ) �,..,,�.._-: �� _ � . �# . ,� _l.-. ..-: � : - . -- � ____ �. �- . L E G E N D .� � - -� - - - � _ �� _ � - =�--.�--= _�-r-__� �...�� '_ .'_. _-.---�.---__""r--� ' `� ' _ : � _ __- - ._ AREA REQUIRED _ _,.- _ �a�, FOR WATER , _ - ; 1 _ ( 76 �__ __ , . QUALITY 1 . . . _ � = 1 ', ; f - - � , - _� ; ACRES) �., , ,� , ; � _ , ; ' - :� ( � �' � 4 � AREA WATER / ' t r- �- - - ` / � � � \ / , , , -, j —i F, � PROVIDEDSFOR ` / - ,, �--� _ (2.86 ACRES) � j 4 � 5 � `_ "_" . i . _ _ j ` f � 1 ". i ' p<. ,�< �! ' '.' - _ _ � � � 1 • � 6 a 0 � _ - _ . , _ .. , _, ' � _ ,- � n � o + � � �� ` � R QUALI T D AREA� � . � _ _ . ;_ ; , , � � . �� 2.8fi ACRES TREATED � � - - _ � � � - N �^ -�.. � " : � _ � {1.7fi AREA REQUIREa} r 0 o � _ < � N O I ,. GO j , ` M . � . . '.� ��. � -.__. � ,l ' �: . i '��v � `� O � \ T H � ' -.:_�+. Y1 ._ __ ..`. _._-. _ . , 7.•.� _.. - H< ._ ' �. '. . '. -_ _.__ ''. i '. . Q ' __ ' .. '.__ .__.__.._ ._ ...... � Q ..._. . . . .. - _ .. ,. .. .. ...'_ '__ .. d .. � . • . _ n� T _ _T� _ _—_ __ (;'• . s a m N n .. ..._.__.__..._� . . n � -� .' �. .. . .. ,._' " 1 _:. > . . .. . .. I ."_ :i. . ;i�..- . . . . .. . ; .._.._-..._ �:. ._._..... ... . _.... ......... ��- ' . .. . _ _ _. .. . ...__... .. . . Z . '_.' . .. . . �- ,.. . . . . � < 9 I �{ � U }' i V N UC O 6 t S % � APRON C SOUTH BASIN � SCALE: 1" = 50' z �� PRo,�cT �3�2s.o3 � APRON C SOUTH �A� 09 18 2015 0 5Q 25 0 25 50 100 p p yy L � - _�:� . �-� WATER QUALITY MAP � R�,«�°��'�,� FIGURE 11 � SCALE: 1:50 ,Z��.z� �� } t J� s4 BAS I N AR EAS �� `- `F s3 s�o-�s - CATCH � �� i. °� T--� �, ' �.. ,- ; t ' BASIN AREA (AC) � _ - BASIN IMPERVIOUS . . � �, � �� -, � ....� ,,, �� BAS i N M �� .-.�`�� ,. ` J 863-16 1.20 100% PGIS BAS I N I� ; _ ' � .. � �� ' � fA __. . a . � , ' � r' � * 64� PGIS � ;� j-� t � ; � 3� � �, � �. . � � ; ,.,, K 861-16 0.25 , -- : �- , x , , � � � . ; x / . �, f�y4�� 36� PGPS . .>;: , _ _ --� ; �" _ t,, � ,> / _ _ : {�� ' ' ` , �** EX819 0.13 100% PGIS , ; , , �_ '+ � { , , _ � ; -- —� —---"' _ : _ ,;�, � _ t �, ;,f � `,, . M 87�-16 0.10 100� PGIS , BAS I N K , _ _ ., � .uRE-��8 �. �� i �� URE-717 869-16 �.�� , ' N $6a-16 0.13 100% PGIS CORE INTO EXIST - ,BAS I N J 2 �,� eox Cu�vERT ` �. 5 ,�� TOTAL C NORTH 1 .81 100� PGIS ---- �� s�ts � �i '•� � � � `�' f�� *BASIN K FOR STORM WATER CALCULATIONS WAS � 865-16 `� 866-16 '�, 868—�� i �a� CONSERVATIVELY ASSUMED TO BE 100� IMPERVIOUS. � � �, , , �� , � � � � ; '' ' , � � ��- �__.�.-� . TOTAL c. RTU-9 � � **BASIN L BYPASSES WATER QUALITY SYSTEM � �� : , `t � �. { ��r; , '- : �� AREA TO WATER QUALITY SYSTEM IS 1.68 AC. � - � - - — 864 ` `� OWS-056 �--_ � � , � ; _._. �� ; Q 4-16 867-16 � _ PGIS: POLLUTIDN GENERATING IMPERVIOUS SURFACE _ , ; ; / ' ,. , - PGPS: POLLUTION GENERATING PERVlOUS SURFACE � � � i � � � � A!'� (LANDSCAPE AREAS THAT MIGHT BE FERTILIZED) s 861-16 � f� � � r � � ,� `� '� _ ` — 'V ; ss3—�s , ssa i s ._, BAS I N � ; , � _ , � � , `�.- i , :_ .- _ � o I � �� o , � -___ _ f 862-16 . -- , ' : . � ;� �, �, . a --- � c� �..--=f . .:s - ' _ _ :. , S;�-=�. .- ; 1 , 1 k �- ?Q� �� a _ e , .:�__ .� z_ . �� RATIONAL METHOD FLOW (CFS) � � ��_,�� _�-.----,;- _� i .__ � _ ��-- , � . 0 ; �,_ � E�;; _ ;,' S��',,, ' _ �.___: .__�--.�---, - z � � � C8 Q25 (CFS} Q 10Q{CFS) � � N ;_ � I ' L�ti'7 _:.. i .. 1 I� g_y..�.._--'� �" t ! � r j t! � _".. � �� i . . ; � � 863-16 TO 862-16 3.0 3.6 � � � � � € }� � l ; -�- '--- i_ �� F o � ` �i � ; �; � ;',�� i ` ' �; � � � i , s , : � , ;: y � �� t �� ° � � _ -,4� � �� 862-16 TO 864-16 3.4 4.0 ' � �t�� f � � i f 81 ,��:�--��"_"' �` �-- �S � � � �Q a �', ; � �,:� � .. �S �{{ �� } E }{ {� ' ;� ._....i. �--'�;'� 'fi-" � ...�� .$� .. i# �� WS-056 TO RTU-9* o.2a o.2s o , __.,�� i i ` j' i � y �..�, . 's l ; t ��-�..b.-�--� ' I� N § 'i � I n � � _ : � , � � �� : ,. , '�_ �.�.._� :� �---.:�. ; �- k _- � 865-16 —EXBC 3.4 4.0 < � s�,� t; ,�� 3 k } .� � � � i : ; � , ;.� ,�rE. ,�'� �.��_� -- � :, � � :-� *THE WATER QUALITY DESIGN FLOW WAS CALCULATED U ' ' ` _ . ' #��i� �,_ ,. � �� • � ,"`- _ USING 15 MINUTE T1ME INTERVALS IN KCRTS IT WAS U ; ; _ , ; � � -_ �-� '-� � '� TAKEN TO BE 35� OF THE 2—YEAR FLOW RATE PER THE � STORMFILTER DESIGN CRITERIA. � ALL OTHER PEAK FLOW RATES WERE CALCULATED USING s � AP R 0 N C N 0 RTH BAS I f� THE RATIONAL METHOD. 0 � = SCALE: 1" = 50' � PROJECT 13726.03 � APRON C NORTH �ArE os �s zo�5 , 50 25 0 25 50 100 : p p W L a _ __ _� �____ �_ �� BASIN MAP 0 � 8420 tSth Avanue NE % SCALE: 1:50 R�^°^°,,�•Z�� FIGURE 12 U _- 't � �r. � __ � ;:. _.. �� _ � - __ .. ��. � ---�� LEG E�l D . BYPASS WATER QUALITY � �� `�� ' -�` � �� , , � __ �� . � � � �� - � _ t- � u.. , �_��_ - . . BASIN K1/ �'� � �� '� �� " '� �� AREA REQUIRED �� / � � t. 0.�3 ACRES � ,`��,, FOR WATER '``� QUALITY (1 .40 � ; � � � � ACRES} ; '� � ., ,. � � � � � . ; § � ` ��` AREA WATER i k ,: . ' _ ._� ��,.. i ' � .. i �.. � 1 � _ `� '� ,�:� - '�_. , QUALITY IS -_ .-- � ; , , = ; - : � , �..; ,_ � : .$ - �� . ' PROVIDED FOR . 4 i �_.�� f , , c- -;r� y -.. . 1 .... . A �. tJ } � , . \.� _.; r� ,,r .R:. :, ± ,.�. ._. ..... �� . } 'p, `:�. �,_� ; � _ (1 .68 ACRES) ��. ��. � ;t � ._ .'. ' �� . � - . � � . . .�--- .. tf - _ � :.; , ; -- i _ � � , �. - :. -� .�. � - �, . , i ! i j : ; : rv.` : ,; �,. � � . _ _ � � � 4_ : _ �. - - � ATE Q ALI T TE A EA� ��' � '� �' �� ' � : ,, , � ' �; ' 1.68 ACRES �' `�, � s y. � �1.4Q ACRES REQUIRED} � � � , _ < < V1 �`P.. � .,, � l - _' , � c J . .. - -� . . -, �. . ,�, ,. , _ � � ��= � - • , ;...--ar�- N m . ; � ' � ?_ I `. ' � i :. � . • ..=� -., -=r. ... ' _" . O 1 �� '�. � - . O � 1 .o o ° a i r ,�. . :.. _� ` F = �' ` '. ." k o � �; ' j _ ,; _ ' �` � ' ' _ ° _ < � , _ -- `� � d , m �.. - _ �AO� � . .. -;-.. , i ` . .,�F� k � .I� ... , . � � s Q - � . ' � : {�� . ._---'�'-^ ...: �j/....�4 "�� ., � a�....,... . � � � �� . . .. �. . . ..: .. .. �� . .... . � _ __ i . � . : ....��..--,_<_�--�_... f xu , �"' .$ {,.,,_f `'.}-`.s}- � � �; ^ � � . ..W. �}.., � f _ . � ...�. -f._.e.a � .., � -., �: ^ ; � �: �t}tj._ _.-.-.e3 . 1 ? . � . � � . �, : x t1 __k_- _ , 4 � ' Y � ' ry � � . -- .. ,.� � �_.�.$.... ._._._..�_..4..�_.._�_.�_.—.—.__...�..�.r � .��q.j'�' ...-r._.r.�-,.- i � � � . � .� .� � �`"t � � �i � � �. ��:.� �� ! � , �t � � �€ � t � .*^"� } 4 , � ' � ` -�s-----_�� j � ',� . ! . 3._ -}.. � ., v . o � a <<-. � I ! 1 �`' � ! `E } t'. i � � P �� 1� '�r� � 3 �_,,,.,�-�. :`�_j--c�--�`� ��"� �_ � �`� Q � BYPASS WATER QUALITY . ` j k;`��T� ; � � N 2 � ; _� _i�. o � i � t ;, ti-- h �.. a � �._.. .^.-i"_ -"" "" ( �. . � �- � � � ` �� i `� _�� ;. � = a � �-� � � r f � ; , �, � �' � �, a � � �� - �. .�.,.�.----r m '� . ; I �a��,�:` ..,s.�.-�- i , `� ` � � > _. ; � ; : ' ,.� � • V . .. _ . : . . : {I -� 3 t r � � -�---"#`_ � '. ] �� _` # i v ! r 1( t z • V 1 ;��y%- 'f"_. � `i � � � S i s V � APRON C NORTH BASIN 0 � N = SCALE: �� = 5�� PROJECT 13726.03 v APRON C NORTH o,arE a9 �e 20�5 ; 54 25 0 25 50 100 �� O W L a __. ______ _ _ __�;;---.�;.�-� WATER QUALITY 0 S 842015Rh Avanua NE % SCALE: 1 :50 R�^°^°,'^�2�� FIGURE 13 U S.0 CONVEYANCE SYSTEM ANALYSIS&DESIGN The existing collection and conveyance system will remain in place to collect the upstream runoff from the infield. Existing catch basin grates located in the apron will be replaced with solid lids to segregate the apron runoff from the infield flows. The existing collection system has not been analyzed however removing the apron from that system will effectively cut the contributing area in half. The proposed conveyance system 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. Figures 10 and 12 illustrate the storm sewer systems for Aprons C South and C North respectively,and contain the peak design flows for the 25-year and 100-year return periods. 24Hour Preci itation Depths from KCSWDM Fig.3.2.1 A-D Design Storm 24-Hour Precip. Depth(inches) 6-Month(72%of the 2-year) 1.44 2-Yea r 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 colleding runoff from the apron areas, as slot drains are well suited to pick up flow from large,flat sections of pavement,they can aaommodate 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 minimi2e the vertical fall though the system. Storm drain will ductile iron pipe for 8-inch diameter and above,and fusion welded HDPE,DR 17,ductile iron pipe size, for the smaller diameter lines in order to minimize groundwater intrusion and to allow valving to be installed on gravity storm drain. 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 (Mannings). A second Excel spreadsheet was used to calculate the hydraulic grade line for both the 25 and 100-year events. The 25-year grade line is a minimum of 6-inches below the grate elevation per code and the 100-year grade line is kept wholly below the grate level as well. Given the value of the site used for manufacturing purposes eliminating the surface flow component makes sense. A pumped system is proposed for Apron C South because while gravity flow into the box culvert in the West Perimeter Road is possible, a significant backwater is expeded to flush the StormFilter and CPS units during even minor events. Use of a pump allows the more effective 27-inch cartridge in the smaller vault. A duplex submersible non-clog pump system is proposed, modeled after the pump system employed on Apron 6 in 2012. The wet well is a%-inch diameter Type 2 catch basin.Pumps will be Wemco Hidrostol E8K-SS, 1135 RPM, 10 HP, 480 Volt, 3 Phase, 60 Hz units. This is the same brand employed on Apron B, Boeing is satisfied with the perFormance and prefers to stay with the same brand and vendor. The 100-year peak flow is 2,962 gpm. The specified design point for each pump is 1,500 gpm against a total dynamic head of 18-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 control panel will be nearby the wet well against the west end of building 5-438. 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 38 so the station can be monitored along with other components of the facility stormwater system. There will be backup power provided. The force main will be 12-inch ductile iron discharging into a modified Type 1 catch basin used as a receiving structure. The receiving structure is located at the edge of the lease tract and will connect to the existing 12-inch concrete gravity line into the box culvert. The receiving strudure translates the pumped flow into gravity and thereby maintains the existing discharge location. The operation of the receiving strudure was checked by calculating the hydraulic grade line back from the box culvert. The starting water surface elevation in the box culvert was taken to be d/D=0.80 for the situation with one pump operating (approximate 5-year peak) and d/D = 1.0 for the situation with both pumps operating (100-year peak). The flow incoming to the receiving structure was approximated with a dummy reach of 12-inch pipe at 18.0% upstream of the structure. The flow velocity from the dummy reach matches the velocity from the force main for both situations so the velocity head into the structure is the same. The HGL for the dual pump situation is 1.64-feet below the grate elevation on the structure. Pump sizing worksheets and the HGL calculations are in Appendix B Conveyance Calculations. There will be another pump station installed on the Apron C South under drain system. There will be a ' set of structure sump drain lines that will converge to a 72-inch diameter fiberglass wet well. These structures a collection of dry vaults or manholes housing power, air, data and dry valve pits. These structures can accumulate drainage flow through groundwater seepage into the structure or piped conveyance, leakage around the rim of the structure lid, possibly condensation and direct precipitation should the structure lid be open for access during rainfall. Sheet C293 depicts the under drain system for Apron C. There are approximately 2 dozen dry structures conneded by 423 LF of 12-inch ductile iron pipe and 905 LF of 4-inch fusion welded HDPE. Groundwater inflow through the pressure rated pipe joints is anticipated to be zero. Connection of pipes to structures will be made with Kor-N-Seal or Link- Seal fittings to minimize inflow potential compared to a grouted connection. Inflow at the connection points is not diredly calculable and would vary depending upon seasanal groundwater fluctuations. Similarly inflow around a gasketed lid is not calculable. We have estimated the inflow at each vault or structure at 2 gallons per day,for 24 structures this equates to about 50 gallons per day inflow to the sump pump wet well. The wet well is a 72-inch diameter fiberglass with a 2-foot stage depth (pumps on to pumps off) that equates to a storage volume of 423 gallons. A 50 GPD inflow will therefore take about 8.5 days before the pump station cycles. The duty point flowrate is 150 gpm; the wet well will evacuate in less than 3 minutes. This is a very approximate analysis pointing to very infrequent , operation of the sump pump but we note that this is consistent with operational reports from eoeing site services personnel for the similar arrangement on Apron B. We consider this a nuisance flow that must be dealt with but does contribute even marginally to the stormwater stream, and the sump pump flow has not been considered in the storm system analysis. The sump pump station is a duplex non-clog using Vaugh Chopper Model S3F, 3-inch discharge, 5.5-inch impeller, 1735 RPM, 5 HP,480 Volt,3 Phase,60 Hz units. Duty point is 150 GPM at 15.2-feet TDH. The � 3-inch force main will direct flow to the main stormwater system. The Vaughn pump is oversized for this ' application but it is Boein�s preferred pump for low flow installations based upon performance. Pump sizing worksheets and the HGL calculations are in Appendix B Conveyance Calculations. Apron C North will not employ a pump system as the use of the low head StormFilter allows access to the Perimeter Road box culvert in the center of the culvert rise and above low level flow in the box culvert. The existing discharge line to the box culvert is not near the proposed treatment system and is significantly above the C North outfall elevation. A new 16-inch line will need to be installed at a lower 39 il invert. The size of the line is based on tfie Rational Method 100-year peak Flow of 4.0 CFS(versus KCRTS 15-minute peak of 1.98 CFS) and is intended to minimize head loss by low velocity flow and keep the 100-year HGL below grate level throughout the C North system. A flap valve or tide gate will be placed on the water quality discharge line to check backflow into the StormFilter during larger storms. 40 6.0 SPECIAL REPORTS&STUDIES • The project geotethnical report by Soil and Environmental Engineers, Inc. is included in Appendix F. • The Renton Municipal Airport Master Plan is dated 1997 and is currently being revised. The proposed Apron C upgrades comply with the use designations in the current and future plan. I�I I � �I �I 41 7.0 OTHER PERMITS This TIR was prepared for the Construction Utility Permit application. Building permits will be required for the new buildings. An NPDES will be required as the project area is over an acre. 42 8.0 CWSPPP ANALYSIS AND DESIGN ESC Plan Analysis and Design(Part A) Scope of Work The disturbed area of the project is 3.68 acres for Apron C South and Apron C Narth combined. The site is bordered by an airplane taxiway to the east, perimeter road to the west,Apron A to the south and an additional taxiway that is part or Renton Airpo�t to the north. Ea�thwork for the project will be limited to excavatio� necessary for foundations, Stormfilters, oil water separators and additional utilities. The existing site is paved, the existing concrete and asphalt will remain in place as long as possible. Both portions of the project will use commercial filtration tanks during construction for both stormwater runoff and dewatering flows. Clearin�Umits The clearing limits will be spray painted with white paint on the edge of the existing concrete panels to be removed. Cover Measures The existing asphalt and concrete will remain in place as fong as possible. Any exposed disturbed soil areas that are to be left un-worked for more than 12 hours shall be covered by plastic covering. Perimete�Protection The perimeter will have a temporary 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 West Perimeter Road. Currentfy 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 required. 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 employed on both the north and south portions of the project. Runoff will be collected and pumped from sumps and dewatering flow will be pumped diredly into the treatment system. 43 Surface Water Collection ' The downstream collection system is in place. The construction area wiil discharge into the existing system after going through the filtration tanks. Dewaterinrt Corrtrol There is high ground water throughout the project location so dewatering is anticipated for the duration of the underground utility or stormwater work. Hydrologic calculations to establish TESC flow �ates 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. Apron C North (820 parcel) underground construction will be dewatered into the sanitary sewer due to potential groundwater contamination. The dewatering pump rate is 50 gpm and there are typically two pumps �unning. Treatment is through a settling tank prior to discharge to the sewer. Apron C South (760& 770 parcels) underground construction will be dewatered into the storm system. The dewatering pump rate is 50 gpm and there may be as many as 5 pumps employed for a maximum flow of 250 gpm. Treatment is through a settling tank and chitosan enhanced filter system with a maximum flow rate of 300 gpm. The actual fiow�ate wouid be a function of the number of dewatering pumps in action at the time. Dust Contro) 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 Oesign(Part B) The Stormwater Pollution Prevention Plan {SWPPP) is a stand-alone document that describes the Canstruction Best Management Practices{BMP's). The SWPPP has been prepared and will be submitted to the City concurrently with this TIR. Project CESCL will be G1enn Trowbridge of GLY Construction, the site generat contractor. A Construction Activity NPDES permit is being obtained directly by Boeing. 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 wili be spray painted with white paint. The safety fence may be coincidenta!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. Whee) washi�g, street sweeping and street cleaning shall be employed as necessary to prevent sediment from tracking onto the Perimeter Road. 44 - Element 3 —Controi Flow Rates: This project is located in a direct discharge area for Lake Washington ' 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 Soils: Exposed and unworked soils shall be stabilized with Plastic Coverings per City of Renton standard detail 213.30 or an equi�atent protection. Element 6—Protect Slopes: The existing slopes adjacent to the site will remain iandscaped. Element 7 —Protect Drain Inlets: Catch basin filters will be installed per City of Renton standard detail 216.3d on all catch basins located within the construction area and immediately downstream of the projed 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: • Ali 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 condutting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs an site,temporary plastic will be placed beneath and, if raining,over the vehicle. • Contaminated surfaces shalf be cleaned immediately following any discharge or spill incident. • Process wate�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 54065treets/Highways/Applicable BMP's 5407 Dust Control for Disturbed Land Areas and Unpaved Parking Lots 5409 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 5424 Roof/Building Drains at Manufactu�ing and Commercial Buildings 45 ' 5430 Urban Streets Element 10—Control Dewatering: The water from foundations, vaults, and trenches will be pumped to the filtration tanks, t�eated and released into the appropriate system. Apron C South will discharge to the storm system, Apron C North will discharge to the sanitary sewer. Level of treatment will be appropriate for the receiving water and the method of dewatering. The dewatering flow rate will set the flowrate for the treatment system. Element 11 —Maintain BMPs: All temporary and permanent Erosion and Sediment Contro) {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 54 of the CSWGP. The contractor will update the SWPPP as necessary and keep a copy on site at all times. 46 9.0 BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF COVENANT 9.1 Bond Quantities The standard King County bond quantity worksheet is included herein. The scope of work is for the West Perimeter Road construction plus all erosion control efforts in the roadway and throughout the apron. 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 Contro)and Water Quality Facilities All stormwater facilities proposed herein wiMl be privately owned and maintained. 47 Site Improvement Bond Quantity Worksheet Webdate� 08/18J2008 � King County Department of Development& Environmental Services 900 Oakesdale Avenue Southwest R�,t«�, Washington 98057-5212 For alternate formats, call 206-296-6600_ 206-29G-6G00 TTY 206-296-7217 Project Name: 737 max Flightligne Utilities -Apron C CI Project oate: 25-Jan-16 �ocation: 770 Perimeter Road West, Renton WA 98005 Pro)ect No.: U15008229/615008172 Activity No.: Note: All prices include labor, equipment, materials,overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 07/07/2008 Apron C BQ Worksheet.xlsx Report Date: 1/25/2016 Web date: 08/18/2008 Site Improvement Bond Quantity Worksheet Unit �t of Reference# Price Unit Quanti A lications Cost EROSION/SEDIMENT CONTROL Number � Backfill&com action-embankment ESC-1 $ 5.62 CY Check dams,4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacin 1 1/4"minus ESC� WSDOT 9-03.9 3 $ 85.45 CY Ditchin ESC-0 $ 8.08 CY Excavation-bulk ESC�5 $ 1.50 CY Fence,silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF Fence,Tem ra NGPE ESC-7 $ 1.38 LF 2697 1 3722 H droseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESCA SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand,straw,3"dea ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine,straw,2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pi in ,tem ora ,CPP,6" ESC-12 $ 10.70 LF Pi in ,tem ora ,CPP,8" ESC-13 $ 16.10 LF Pi in ,tem ora ,CPP, 12" ESC-14 $ 20.70 LF PlasUc coverin ,6mm thick,sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Ri Ra , machine laced;slo es ESC-16 WSDOT 9-13.1 2 $ 39.08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 � 2,928.68 Each 2 1 5857 Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment tra ,5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,S hi�,riprapped spiilway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seedin ,b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep,level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"deep,sioped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck,dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS**** see a e 9 Each ESC SUBTOTAL: $ 9,579.22 30%CONTINGENCY&MOBILIZATION: $ 2,873.77 ESC TOTAL: a 12,452.99 COLUMN: A Page 2 019 Unit prices updated: 02/12/02 Version: 07/07/2008 Apron C Bo Worksheet.xlsx Report Date: 1/25/2016 Web dete: 08/18R008 Site Improvement Bond Quantity Worksheet Exfstfng Future Pubtic Private Quantity Comp{eted Right-of•Way Road Improvements Improvements (Bond Reduction)• 8 Dralna e Faciikiea Quant. Unk Price Unit Quant. Cost Quant. Cost Quarrt. Cost Com lete Coat IT S N . Backfill 8 Com ction-embankmerrt GI-1 $ 5.62 CY Backfi118Com ctbn-trench GI-2 $ 8.53 CY Clear/Remrne Brush,b hand GI-3 $ 0.36 SY Cieari /Grubbin /Tree Removal GI-4 $ 8.876.16 Acre 0.31 2,751.61 Excavation-bulk GI-5 $ 1.50 CY Excavation-Tronch GI-6 $ 4.06 CY Fencin ,cedar,8'h' h GI-7 $ 18.55 LF Fencin ,chain link,vin coated, 6'hi h GI-8 $ 13.44 LF Fencin ,chain link, te,vin coated, 2 GI-9 $ 1 271.81 Each Fencin ,s lit rail 3'h h GI-10 $ 12.12 LF Fiil&com act-common barrow GI-11 $ 22.57 CY 418 9,389.12 Fii�&com act- ravel base GI-12 $ 25.48 CY 153 3,898.44 Fill&com act-screened to soil GI-13 $ 37.85 CY Gabion,12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion,18"deap,stone filled mesh GI-15 $ 74.85 SY Gabfon,36"deep,stona fil{ed mesh GI-16 $ 132.48 SY Gradi ,fine,b hand GI-17 $ 2.02 SY Grading,6ne,with rader GI-18 $ 0.95 SY Monuments,3'bng GI-19 $ 135.13 Each Sensitive Areas Sf n GI-20 $ 2.88 Each Soddin ,1"dee ,sloped round GI-21 $ 7.48 SY 822 8,132.12 Surve in ,line 8 rade GI-22 $ 788.28 D 1 788.28 Surve f ,bt IocatfonAines GI-23 $ 1,556.64 Acre Traffic corrtroi crew(2 fla eB G I-24 $ 85.18 HR Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"cruahed cinder G I-26 $ 8.33 SY Trafl,4"top course GI-2T $ 8.19 SY Wall,retainin ,concrete GI-28 $ d4.16 SF Wall,rodcery GI-29 $ 9.49 SF 250 2,372.50 Pape 3 of 9 SUBTOTAL 25,332.05 Unit prices updated: 02/12/02 •KCC 27A authorizes ony one bond reduction. Vetsion: 07/07/OS Apron C BQ Worksheet.xisx Report Date:1/252016 Site Improvement Bond Quantity Worksheet Webdete: 08/182008 Existing Future Publk Private Bond Reduction' Right-ot-way Road Improvementa Improvemsnts �Dreina Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost AC Grindi ,4'wide machine<1000s RI-1 $ 23.00 SY 800 18,400.00 II AC Grindin ,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grindi ,4'wkJe machine>2000s RI-3 $ 1.38 SY C Removal/Die aaVRe afr RI-4 $ 41.14 SY 900 32,912.00 Barricade t I RI-5 $ 30.03 LF Barricade,t III Pertnanent R I-6 $ 45.05 LF Curb 8 Gutter,roiled RI-7 3 13.27 LF Curb 8 Gutter,vertical RI-8 S 9.� LF Curb and Gutter,demolition and dis sal RI-9 S 13.56 LF Curb,axtruded as halt RI-10 $ 2.44 LF Curb,extruded concrete RI-11 $ 2.56 LF Sawcut,aephaft,3"depth RI-12 $ 1.85 LF 1190 2,201.50 Sawcut,concrote,par 1"depth RI-13 S 1.89 LF Seatant,as heft RI-14 S 0.99 LF 1190 1,178.10 Shoulder,AC, (sce AC road unk price) RI-15 $ - SY Shoukler,gravel,4"Mick RI-16 $ 7.53 SY 5idewalk,4"thick RI-17 $ 30.52 SY 872 20,509.44 5idewalk 4"thick demdidon and di o RI-18 $ 27.73 SY Sidewalk 5"thick RI-19 S 34.94 SY Sidewalk 5"thick demdition and di RI-ZO $ 34.65 SY S n,handlca RI-21 $ 8528 Each Stripi ,per stall RI-22 $ 5.82 Each Stripi ,thermo lastic, for crosswalk RI-23 $ 2.38 SF 385 916.30 Stripinp,4"reflectorizad line RI-24 $ 0.25 LF Paga 4 of 9 SUBTOTAL 76,117.34 Unit prices updated: 02/12/02 'KCC 27A authoriaes ony one bond roduction. Version: 07/OT/OS Apron C BQ Workahed.xlsx Report Date: 1/252016 Site Improvement Bond Quantity Worksheet Webdate: 0&182008 Exlating Future Public Private Bond Reduction' Right-of-way Road Improvementa Improvementa 8 Draina Faciikiea Quant. Unk Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost (4"Rock=2.5 bese 8 1.5"top course) For'93 KCRS(6.5"Rock=5"beae&1.5"top co�ae) For KCRS'93, additional2.5"base add: RS-1 $ 3.60 SY AC Overl ,1.5"AC RS-2 $ 7.39 SY AC Overl 2"AC RS-3 $ 8.75 SY 800 7,000.00 AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY AC Road,2",4"rock,Q .over 2500SY RS-5 $ 13.36 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY AC Road,3",4"rock,� .over 2500 SY RS-7 $ 15.81 SY AC Road,5",First 2500 SY RS-8 $ 14.57 SY AC Road,5",Q .Over 2500 SY RS-9 $ 13.94 SY AC Road,B",Flrst 2500 SY RS-1 $ 16.76 SY C Road,8",Q .Over 2500 SY RS-11 $ 16.12 SY halt Tre6ted Base,4"thick RS-1 $ 9.21 SY Graval Road,4"rock First 2500 SY RS-1 $ 11.41 SY Gravel Road,4"rock Q .wer 2500 SY S•1 $ 7.53 SY PCC Road,5",no base,over 2500 SY S-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY Thickened E e RS-1 $ 8.89 LF Page 5 of 9 SUBTOTAL 7,000.00 Unit prices updated: 02/12/02 'KCC 27A authorfaes ony one bond reduction. Version: 07/07/08 Apron C BQ worksheet.xlax Report Date:1/252016 Site Improvement Bond Quantity Vilorksheet `"eb�`e: °�,e2°� Exlstine Future Public Private Bond Raduction" Right-of-way Road Improvements Improveme�ts $Oraina e Facilkies Quant. Unit Price Unft Quarrt. Cost Quant. Cost Quant. Cost Com lete Cost DRAINAGE (CPP=Corrugated Plaffiic Pipe,N12 or Equivalent) ForCuhrert ric�s, Ar�ara ot 4'carer waa aawmed.Aswme rioreted PVC is aame rioe as aolid Access Road,R/D D-1 $ 16.74 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each ' CBs indude frame and if CB T e I D-4 $ 1,257.64 Each CB T e IL D-5 $ 1,433.59 Each CB T e II,48"diameter D-6 $ 2,033.57 Each for additional de th over 4' D-7 $ 436.52 FT CB T e II,54"diemeter D-8 $ 2,192.54 Each for additional de th over 4' D-9 $ 486.53 FT CB T e II,60"diemeter D-10 $ 2,351.52 Each for additional de th over 4' b-11 $ 536.54 FT CB T e II,72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each Cleanout PVC,8" D-17 $ T14.19 Each Culvert,PVC,4" D-18 $ S.fi4 LF Culvert,PVC 6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culv�ert PVC 12" D-21 $ 21.77 LF Cuivert,CMP,8" D-22 $ 17.25 LF Cuivert,CMP,12" D-23 $ 28.45 LF Cuivert,CMP, 15' D-24 $ 32.73 LF Culvert.CMP,18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert.CMP,38" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Cuivert,CMP,80" D-30 S 235.45 LF Culvert.CMP,72" D-31 $ 302.56 LF Page 8 of 9 SUBTOTAL Unit prir.es updated: 02/12/02 'KCC 27A authorlaes ony orte bond reduction. Ver8iOn: 07/07/OS Apron C BQ Worksheet.xisx Report Date:'l/252016 Site Improvement Bond Quantity Worksheet Webdate: 08l182008 Exfstfnp Future Pubiic Private Bond Reduetion• RP�ht-ot-way Road Improvementa Imprrnements NAGE CO TINUED 8 Drainage Facilitles Quant. No. Unft Price UnR Quant. Cost Quant. Cost Quant. Cost Com lete Cost Culvert,Concrete,8" D-32 $ 21.02 LF Cuiwert,Conaete,12" D-33 $ 30.05 LF Cuivert,Concrate.l5" D-34 $ 37.34 LF Cuivert,ConcreM.18" D-35 $ 44.51 LF Cuivert,Conaete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concxete,36" D-38 $ 137.63 lF Culvert Conaete,42" D-39 $ 158.42 LF Culvert Conaete,48" D-40 $ 175.94 LF CulveR,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP,12" D-43 $ 20.70 LF Culvert,CPP,15" D-44 $ 23.00 LF Culvert,CPP,18" D-45 $ 27.60 LF Culwert,CPP,24" D-46 $ 36.80 LF Culvert,CPP 30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.2p LF Ditching D-49 $ 8.08 CY Fbw Dispersal Trench (1,438 bax� D-50 $ 25.99 LF French Drain (3'de th D-51 $ 22.60 LF Geotextile,laid in trench,polyprop ene D-52 $ 2.40 SY IMiRration pond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 8'deep D-54 $ 1,605.40 Each Pond Overfbw Spiliwa D-55 $ 14.01 SY Restrictor/Oil Se arator,12" D-58 $ 1,045.19 Each RestrictorlOii Se arator,15" D-57 $ 1,095.56 Each RestrictoNOii Se arator,18" D-58 $ 1,146.16 Each Ri a , aced D-59 $ 39.08 CY Tank End Reducer(38"diameter) D-60 $ 1,000.50 Each Trash Radc,12" D-81 $ 211.97 Each Trash Radc, 15" D-82 $ 237.27 Esch Trash Radc.18" D-63 $ 2fi8.89 Each Treah Radc.21" D-84 $ 306.84 Each Page 7 of 9 SUBTOTAL Unit prices updated: 02N2/02 "KCC 27A author�zes ony ona bond reductfon. Version: 07N7/08 Apron C BQ Workaheet.xlsx Report Date:1/252016 � Site Improvement Bond Quantity Worksheet "'eb�`e: °�„8n°� Existing Future Publia Private Bond Reductfon" Ripht-ot-way Road Improvements Improvamenta 8 Draina e Facilitiea Quant. Unit Price Unit QuaM. Price Quant. Cost Quant. Cost Com lete Cost OT SURFAC N No. 2"AC,2"top course rock&4"borrow PL-1 $ 18.00 SY 2"AC, 1.5" to course&2.5"bese wu PL-2 $ 24.00 SY 4"aeloct borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY I POLES &STREET LIGHTING Utility pole relocation costa muat be accompanied by Franchise Utilky's Cost Statement Utili Poie(s)Rebcation UP-1 Lump Sum Street L' M Poles w/Luminafres UP-2 Each RIT -IN-IT MS Such as detention/water uali vaults. � 4"HMA PG 64 22 WI-1 $ 140.00 Tons 95 13,300.00 6"Crushed Surfacin To Course WI-2 $ 75.00 CY 2U8 15,600.00 12"Ductfle Iron Water Main&A ertures WI-3 $ 100.00 LF 580 56,000.00 Fire H rents WI-4 $ 4,200.00 Each 2 8,40U.00 Dewateri WI-5 $ 100,000.00 Lum 1 100,000.00 Tdan u4r Sedimerd Flter Dke WI-6 $ 6.00 LF 1554 9 324.00 Catoh 8aaln Flker WI-7 $ 90.00 Each 44 3.9B0.00 WI-8 WI-9 wi-�o SUBTOTAL 206,584.00 SUBTOTAL(SUM ALL PAGES): 315,033.39 30%CONT�NOENCY d�M081LIZATION: 94,510.02 GRANDTOTAL: 409,543.41 COLUMN: B C D E Pape 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authaiaes ony one bond roduction. Version: 07/07/OS Apron C BQ Workaheet.xlsx Report Date: 1/252016 Site Improvement Bond Quantity Worksheet Webdate: 08/18/2008 Or(ginal bond computations prepared by: Name: Tara Beitler �a�e: 25-Jan-16 PE Regfatration Number: WA 44210 Toi.i�: 425-869-2670 Flm,Name: DOWL nadress: 8420154th Ave NE Redmond WA 98052 Pro)ece No: U15008229/815008172 ROAD IMPROVEN�NTS 8�DRAINAGE FAGLRIES FINANCIAL GUARANTEE REQUIREMEPITS PERFORMANCE BOND• PUBUC RQAD 8 OFiAINAGE AMOUNT B��'A�� MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control(ESC} (A) � 12,453.0 TEMPORARY OCCUPANCY�" E�dsting Righ�o�Way Improvements (B) $ - Future Public Road Improvements&Drainage Facil'' (C) $ 409,543.4 Private Improvements (D) 3 - Ca�ulated Cluantity Comple�ed (E) $ - Total Right-of Way and/or Site Restoration Bond'/" (A+B) a 12,453.0 �F�rsc a�,soo a bor,a•sn.0 be c�n.� Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 421,996.4 T x 0.30 � 126,598.9 OR inimum amoun s . Reduced Performance Bond'Total'""' (T-E) $ 421,996.4 Use lerger x or - �B+C)x Maintenance/Defect Bond'Total 025= $ 102,385.9 NAME OF PERSON PREPARING BOND"REDUCTION: Date: • NOTE: The word"bond"as used in this docunent means arry financial guarantee aocepteble�o King County. ••NOTE: KCC 27A authorizes dgM of way and site iestoration bonds to be combined when both are requlred. The resboration requirement shell inchxie the total aost for all TESC aa a mlNmum,not a maximun. In add'd'an,corrective work,both on-and off-ske needs to be inck�ded. Quandtles ahell rafleet wurse case soerrerios nd juat minlmum requfrements. For exsmple,if a salmonkl stream may be damaQed,some estimated oosts for reatoratlon needs to be rellected In this amount. The 30°k coMlnpency and mobinzaUon costs are computed In thls quaMNy. '""NOTE: Per KCC 27A,tdal bond amourts r�emaining aRer roductlon shall not be less then 30%of the odginal amount(n or as revieed by maJor deslpn chanpes. SI�tETY BOND RIDER NOTE: If a bond rider is usad,minlmum addtlonal perfortnanoe ba�d shall be a 409,543.4 (C+D}E REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out fhe DDES Web site at www.kinsrcountv.stov/permits Version: 07/07/08 Apron C BQ Worksheetxlsx Report Date: 1/25I2016 KING COUNTY, WASHINGI'ON, SURFACE WA'i'ER DF,SIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit Number � (provide one Stormwater Facility Summary Sheet per Natural�ischarge Lacation} Overview: � Pro ect Name i ��(�ot�=S ('... GI Pf�DrJ�G T Date ��- �Ol� Downstream Drainage Basins i i Major Basin Name C��1t� f��U�12-�!A�� .1 A�'.�t-I lc�tC-��t��►�1 I Immediate Basin Name �1F�� lJa�E I,�)�`aLJt";1i�C I✓I�� ' �JL/-�i�G �'.�vN'1'�{ I � i Flow Control: Flow Control Facility Name/Number�A Facility Location �_ I', If none I , Flow control provided in regionai/shared facility(give � location) No flow control required Exemption nunnber 7!f?�L'� Y7 t.�Grt t�V'_/�� .XC}-i t�T l�pt-� General Facility Information: 'Type/Number of detention facilities: Type/Number of infiltration facilities: ponds ponds vaults tanks tanks trenchcs Conuol Structure Location Type of Control Structure Number of Orifices/Restrictions Size of Orifice/Restriction: No. 1 No. 2 . No. 3 No. 4 Flow Control Performance Stand�rd _ ,__ 2009 Surface Water Design Manual 1i9f2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume Depth Volume Factor af Safety Number of Acres Served � Number of Lots Dam Safefy Regulations{Washington State Department of Ecology) � Reservoir Volume above natural grade Depth of Reservoir above nattir�l grade FaciIity Snmmary Sheet Skefch lAll detention,infilfration and water quality facilities must include a detaitcd sketeh. (11"x17"reduced si�.e plan sheets may be used) �-�T �AC..!-tt=1J ; 2009 Surface Water Design Ntanusi 1!9/Zp04 KINU C:OUN"1'Y, WASHIVUZ'ON, SURFAC� WA1'�R DESI(iN MANUAL Water Quality: ( Type/Number of water quality facilitiesBMPs: biofiltration swale sand filter(basic or large) (regular/wet/or continuous inflow) sand filter,linear(basic or lar�e) combined detention/wetpond sand filter vau(t(basic or large) � (wetpond portion basic or 1�'ge) sand bed depth ______ (inches) combined detention/wetvault stoirnwater wetland filter strip 2 storm filtcr flow dispersion _ wetpond(6asic or large) farm management plan wetvault landscape management plan Is facility Lined? 2. oil/water separator If so,what marker is used above _.__.____ (baffle o coatescing plate7 Liner? OLiJG/a�-�t t.�� G'P� ��l�-f� �I 1_�._�,, catch basin inserts: ManufActurer _ pre-settling pond pre-settling structure: Manufacturer _ 2 high flow bypass structure(e.g.,flow-splitter cutch basin) source controls Design Information Water Quality design flow �;n/��t�;E t �,��G h ; � ��(�1�f� D,�U �� Water Quality treated volume(sandfilter) Water Quality storage volume(wetpool) Facility Summary Sheet Sketch 2009 Surfacc Watcr Design Manuat 1/9/2009 KING COUNTY, WASHINGTON, SURFACE VVATER DF.SIaN MANUAL AIl detenrion,infiitration and water quality facilities must include a detailed sketch. (11"x17"reduced size plan sheets may be used) � i 2409 Surface Water Design�ianual 1/9/2009 . . '. �' ,.�,..,;: , . ; ... , � , ��, ; { '�.... � t .<) �t{{_._...-..__ ��.. ` '�. . � . .. .,. - . .. ;� � � ' -. � T �.., ' - �" � . � . . . . � � � 1 ��,� � . �:'.,.�._� ,,�f ',� ��.�:.,... ', SLOT DRAI N ��!+ ��:. `'� ,� ! � ' _ `. �: .� , ;� t- � . � �_�'��-- �� 5 ` ` \ ;} '` �: '� _-- ��"� SL T RAIN �i1 t- , _ i � ' `:� .� � ' ' _� ____,`�-- - � ; Vt �, s_, ; � � — � 4�� 'f , � � ;:� :�, �,�� :, � �� , STORMFILTER ,,' t � —�—^1►`— � �I �� i ` � , .�� ,�� ,l OIL WATER � � . � � �� 1. ; SEPARATOR ��, � ��', �� . � I i � '� DIVERSION STRUCTURE S ` � `� FOR SKYDROL � ; ; �t �� - ,, ��, �, � � .. � _. _. . � � t ` i , >> ...�.:..'`� � -_r-':� -�-:._ �` ; _ �._ � -� . .__ : --__ .��, _ � ��--�--�-; ' — �_ `i j � r � , ' ;! 'rr FLOW SPLITTER �,�,� ; . -� �- � '_ pv ,y . � ,�t�....'-i� -!i ..tt � � ~ ��, � f ..-f... --' � � . � �` �----�-' � # i � rv ;�,� HIGH FLOW BYPASS � p��t. , � } ; ; ',_�!t}- � � �- i '�f!. ` € f _1_..._..,.- --t t � + �. � ; x�&3;" { .� i t � 1 I 1_ � ,I� CONNECT '� ° i ��,_._ --r�-��;�i`T`' o �l � ��_:`�" � j � __ o �%�` I N TO . � � �� 1 ._, `_:.,__ �-_ � ,._ � EXISTING � 1 �M �=.�-��-�� ' �f� - � — s BOX r-'`��, , ; t � � a ; I � !i� CULVERT �, 1��__�- �-_..�_-�__ �--__..+.k- � �_ � � � - � � .ai ; 1 t _ 1 �" �. ni � � f � �E.. "��- -�-,^��` -f'--�,.,.--��":. � � y, j �.-^.�"� 4 � H ' $� [ K � �'�'-'��^"��•- � `S ,.�.�� y+^i}.Y . y k � �,'�,,... � � �V i {� 6d�rd�� ? �_ . � 41� �. j�� _+--�` . F t � �r_ .T `.�- #-� .'.�.,.v-�--�-^-t" 0 `a. T �.. � .. �s� 7 .. .a'_.I'.� � i 1 � � . _ . . .. . .. .. . . P � C N n n � APRON C �10RTH BASIN � N � SCALE: 1" = 60' � 60 30 0 30 60 120 � g � SCALE: 1:60 m r � n " APRON C NORTH pA�ECT ��23220 5' Y �O W L STORMWATER MAP � a -�-_.__.___. .... .._ ...,.. -. R 842015t1h Averwe NE FAC I L I TY ! R�� 42r869-26T0 � SUMMARY FIG 2 CONNECT INTO EXISTING BOX CULVERT VAI.VE VAULT . .�,: - � _;;��-- `�- � �� ._ . ; DUPLEX SUBMERSIBLE PUMPS -�`"'y. �-- � N- � �i STORMFILTER �; �� - �,.r'�- - . : . : ..:�"`�'..`w _.. �:_:n�,�---- .�R.�.�� ----==-�=-=-- - _ . . _ -� �r_______._�------ „y. _ � - rr � -- ---j= �`- _ , — � , _._ � - , _ �._,�,� . �. :�. ,., � - � _ . _ _. . ; ; OIL WATER �_ ., t .� _.. -._ � =t:� _ - - -: SEPARATOR ��._ � , — HIGH FLOW BYPASS �. . _-� � - �� , � __,,_,�.,� � _� ,_ _ _J� T1 , ' '`'., � / : ��`ea _�_ ��, . .� �♦` �e ` �.�.t., FLOW SPLITTER , . : . ; °, ,� ' -� ` � _ FUEL DIVERSION ' ; ; � �� _ ��. � �, �,.� � : VALVES '. � ; � � �-_-'_ � � _� - .. . __ SLOT DRAIN . �, ��-�.-, _�.._� - _ PUMP FOR ` �,� � . �-� _ - � �``�?"�rvLL�" UTILITY VAULTS�� FUEL CONTAINMENT t_ -_ / :� - :_. o _� � � x , � � � � � 10,000 GAL. . , W � ..�, 4 . �, ; �. N ��%' ��7� �� 1i�� a�� ww�, 'y�� '� �.. .C'14� s ••� N � , .:.:,...-_� ..._ � . 71•. ��.�. ,��..... ::.<,y,,.i . , .. . s,.��,. ' �� ._. , . _ r ..,..,„_.. .o_,� � } SLOT DRAIN , � � SLOT DRAW T .' S�OT DRAIN n S�OT DRAIN � �a -- � 1 t . __� ; , , r` �, ,; I R CONTINUES TO t � ' . : �� f. : � . � - EDGE OF STALL � � �,..>° _ � �E o ��c - ; �- o � �` � � f�`� ::�. _ _ .;� --�s.: �� .. ,� r � '� r ; � �` � � � �� x�r� s � � �� i ��; � ,�� -� #- � �'_ ;�I< _ �,.a jj � , , . ,< 1 .ipf� ? I I i �:, � � 4 . � �� : �.i : . . � �..'. \_'_`\..• .. � ......,. �� N %� �_ DRAIN FOR UTILITY ,� �� , --= � § < .z�:� _ . o � . -- , ,-� , VAULTS (TYP.) -�--�.�-= -� , � ```---��_._ _._,: � � _ 'r� DIVERSION STRUCTURE � a - x� s FOR SKYDROL m N n � APRON C SOUTH BASI �I � � SCALE: 1" = 60' � 60 30 4 30 60 120 s _ V ; SCALE: 1:60 e � � � � APRON C SOUTH PROJECT �3�2s—o� � <,. DATE 09 23 2015 o � �OWL a _ .__._ . , , STORMWATER MAP . ..._ __. R 8420151Ui Avenue NE FAC I L I TY % R�"°'"` .�� SUMMARY FIG_ 3 � 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 Manual is preliminary in nature at this time because full documentation from pump manufactures is not available. The final O& M Manual will be published post construction with the as- built drawings and full documentation of equipment submittals and manufacturers maintenance procedures. Operation of the stormwater pump system will require additional attention in the event the system gces down. The Apron C pump stations will be incorporated into the existing Boeing emergency response plan. Salient features of the plan include: • The pump system controls will be located on Apron C near the pump station and will be electronically monitored 24/7 via the central Boeing EMCS system. Several conditions will relay trouble information such as power loss, high water level and pump seals. The control panel will also alarm locally with horn and beacon lights. Boeing has maintenance staff on site 24/7 to respond to any trouble signals from Apron C. • The new eledrical substation for Apron C will be provided with a receptacle to plug in an emergency generato�. Boeing has a portable emergency generator dedicated for Apron C. It is located on the main plant, east of the airport. During an emergenty it will be connected and energized by Boeing Site Services maintenance personnel. • The generator will be delivered from the main plant to Apron C by Boeing Licensed Transportation and positioned at the eledrical substation. Boeing personnel will monitor fuel usage and deliver fuel as needed to keep the generator running. Total response time to move, hook-up and energize the generator is expeded to be around 1.5 hours. • Mechanical failures of the pump system will be communicated to EMCS as mentioned above. Boeing personnel are on site 24/7 to troubleshoot and take necessary steps to initiate repairs. There will be a spare pump on site that can be installed to replace a faulty or damaged pump. 54 Appendix A Water Quality Calculations ; KCRTS INPUT DATA RCRTS Pzogzam...File Directory: C:\RC SWDM\RC DATA� [C] CREATE a ner Ti.me Series ST O.OU 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 O.00OOQO Wetland 2.86 0.00 0.000000 Zmpervicus CSouth.tsf (15-liinute Time Series) T 1.00000 F [T] Entei the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies csouth.tsf CSouth.pks [RJ RETDRN to Previous Menu [C] CREATE a ne�+ Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture O.OD 0.00 0.000000 Till 6rass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 outwash Pastuze 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.68 0.00 0.000000 Impervious CNo=th.tsf (15-Minute Time Series) T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and rlow Frec�:encies cNorth.tsf CNorth.pks [R] RETIIRN to Previous Msnu [C] CREATE a nex Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.40 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pastuze 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 Wetland 5.78 0.00 0.000000 Impervious Ove=a11Fx1hR.tsf (1 Hour Time Series) T 1.00000 T [T� Enter the Analysis TOOLS Module [P� Compute PEARS and Flow Frequencies Oveza11Ex1hR.tsf Ove=a11Ex1hR.pks [R] RETURN to Previous Menu [C] CREATE a ne� Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.30 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 outwash Pastuze 0.00 0.00 0.000000 Outxash Grass 0.00 0.00 0.000000 Wetland 5.88 0.00 0.000000 Impervious OverallProl�t.tsf (1 Hour Tiae Se=ies) T 1.00000 T [T] Enter the Analysis TOOLS Module [PJ Compute PEAKS and Flow Frequencies OverallProlHIt.tsf OverallProlHIt.pks [R] RETIIRN to Previous Henu RCRTS OIITPUT DATA 15-Minute Peaks for 1.68 Acres CNorth Flow Frequency Analysis Ti.me Series File:cnorth.tsf Project Location:Sea-Tac ---Annual Peak Flo�r Rates--- -----Flow Fzequency Analysis------- Flor Rate Rank Time of Peak - - Peaks - - Rank Return P=ob (CFS) (CFS) Period 0.800 6 B/27/O1 16:00 1.98 1 100.00 0.990 0.558 8 9/17/02 17:45 1.52 2 25.00 0.960 1.52 2 12/OB/02 17:15 1.09 3 10.00 0.900 0.644 7 8/23/04 14:30 0.894 4 5.00 0.800 0.848 5 10/28/04 16:00 0.848 5 3.00 0.667 0.894 9 10/27/OS 10:45 0.800 6 2.00 0.500 1.09 3 10/25/06 22:45 0.644 7 1.30 0.231 1.98 1 1/09/08 6:30 0.553 8 1.10 0.091 Computed Peaks 1.83 50.00 0.980 15-Minute Peaks for 2.86 Acres CSouth Flow Frequency Analysis Ti.me Series File:csouth.tsf P=oject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flor Rate Rank Time of Peak - - Peaks - - Rank Return P=ob (CFS) (CFS) Period 1.36 6 8/27/O1 18:00 3.37 1 100.00 0.950 0.951 8 9/17/02 17:45 2.58 2 25.00 0.960 2.58 2 12/OB/02 17:15 1.85 3 10.00 0.900 1.10 7 8/23/04 14:30 1.52 9 5.00 0.800 1.44 5 10/28/09 16:00 1.99 5 3.00 0.667 1.52 9 10/27/OS 10:45 1.36 6 2.00 0.500 1.85 3 10/25/06 22:45 1.10 7 1.30 0.231 3.37 1 1/09/08 6:30 0.551 8 1.10 0.091 Conputed PEaks 3.11 50.00 0.9E0 Overall Basin Area Apron C is 6.18 Acres, including Perimeter Road 1 Hour Peaks for 6.18 Acres Apron C I Flow Frequency Analysis Time Series File:overallexlh=.tsf I Pzoject Location:Sea-Tac li ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- �I Flow Rate Rank Tune of Peak - - Peaks - - Rank Return P=ob ', (CFS) (CFS) Period , 1.40 7 2/09/O1 2:00 2.73 1 100.00 0.990 I 1.24 8 1/OS/02 16:00 2.10 2 25.00 0.960 1.71 3 12/OB/02 18:00 1_71 3 10.00 0.900 1.44 6 8/26/OQ 2:00 1.71 4 5.00 0.800 ' 1.71 4 10/28/04 16:00 1.50 S 3.00 0.667 1.50 5 1/1B/06 16:00 1.44 6 2.00 0.500 2.10 2 10/26/06 0:00 1.40 7 1.30 0.231 2.73 1 1/09/a8 6:00 1.24 8 1.10 0.091 Computed Peaks 2.52 50.00 0.980 Flow Fzequency Analysis Ticse Series File:overallprolh=.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flcw Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Pe=iod 1.43 7 2/09/O1 2:00 2.78 1 100.00 0.990 1.25 8 1/OS/D2 16:00 2.13 2 25.00 0.960 1.74 3 12/08/02 18:40 1.79 3 10.00 0.900 1.47 6 8/26/04 2:00 1.79 4 5.00 0.800 1.74 4 1�/28/04 16:00 1.53 5 3.00 0.667 1.53 5 1/18/06 16:00 1.97 6 2.00 0.500 2.13 2 10/26/06 0:00 1.93 7 i.30 0.231 2.78 1 1/09/08 6:00 1.25 8 1.10 0.091 Computed Peaks 2.56 50.00 0.980 Net 100-YR peak floM increase is 2.78cfs - 2.73cfs = 0.05cfs. 737 MAX F6gFrtine Impwanents Project tt 13726.01 �O W L Date: Jarwaiy 5,2D16 South Basin Water Qualitv Areas CB SQ_FT ACRES BASIN S1 18724 0.43 A 828-16 14980 0.34 B 831-16 12142 0.28 C 83318 20330 0.47 D 84�16 32497 0.75 E 846-16 6226 0.14 F 84318 13958 0.32 G 847-16 5543 0.13 H Total 124400 2i6 Providing WaRerQuality BIDG 5-429 2135 0.05 R1 BLDG 5428 367 0.01 R2 BLDG 5427 1250 0.03 R3 BLDG 5-430 1398 0.03 R4 BLDG 5-438 1442 0.03 R5 Remmred 8 Replaced Imperviais Suface 83235 1.91 Including Bldgs: RooF Areas from Partdng Ld(rx�[ �92 0.15 Requred to be tre�ed) Sidewalk(I�GIS) (Nd requuired to be 6043 0.14 tt�ted) Area Required to Treat(exduding 76643 1.76 b�d9s.inclu�ng sidewalk) �N�� 124400 286 TreaUny: Parldng Lat 6 Sidewalk Nea(To Be 21045 0.48 BYP�) AddFtional Ana to �12 0.61 ��UD�ng that we are prwiding w�er Be Treat�d: 9��Y�) North Basin Water Qualitv Areas CB SQ.FT ACRES BASIN 852-16 52244 120 J 85�16 1� 025 K EX 819 5591 0.13 L (TO BE BYPASSED) 861-16 4408 0.10 M 851-18 5676 0.13 N Ar�To Be Tr�ted: 73188 1.68 Roo�Arws frorr� P�O�� 0 0.00 Requted to be tr�ed) Area Requind to 60858 1.40 Treat Area/Icwaqy 7318t 1.68 TrcaHng: Parkirg Ld Ar�(To �y1 0_13 �� . Additlon�Ana to 6739 0.15 �6dra area due to gading that we are providing water B�Treated: q��Y�) By:TlB Q:124113726-01150DesignlApron C1Storm DrainagelEXCEL WORKSHEETSIKCDRAIN Apron C Dl.�ds 1 d2 737 MAX F4ghxine Improvanents Praject#.13726.01 �� O V1/L Date: January 5,20�6 OVERALL KCRTS AREAS ��cw,atr�«,5 � Imp Ar� Landscape (Acres) Ar�(Acres) CSOUTH 3.32 0.02 CROAD 0.7 0.02 CWALK 0 0.31 CAlOF2TH 1.76 0.05 TOTAL 5.78 OA (OveraliEX7hr.pks KRCTS file) Proposed Condkions � Imp Area Landscape (�) �(A�) csourH 3.32 0.02 CROAD 0.7 0_02 CWA�K 0.14 0.17 CNORTH 1_72 0_09 T�TAL 5.88 0.3 (OverallProlhr.pks KRCTS file) Pollution Generatina A�ea Breakdown PS(Acres) �IS NPGIS Acres Acres P Caxitions 0.3 5.59 029 PS:Peavious Surface(laruiscape aea) PGIS:Pdh�tion Ga�erafirg Impelvious Surface I�GIS:Non Pdlutian Gene�-ating Impervious Surf-ace(roofs and sidewalk) Replaced PGIS: 3.16 Acres t�w NPGIS 0.14 Acres(nav sidcwalk) By:TLB Q:12411372fr01150DesignWprnn C1Storm�a�agelEXCEL WORKSHEETSIKCDRAIN Apron C Dl.�ds 2 of2 i _r�;__ - _ _ _-_ � �__ _....� �I, _ ��F,r ; �,+ �_,�__ �._-.�,___ _ __ ��, —�— - _ ` , _-_ - _,_ _ �...m ��=:.� �-- _„�___....,_.a-,.---�--� � ---� � ��<�$ _. . _—� � �' �.-.. 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'' � : 3.� -1 i S-: . i / S U � APRON C SOUTH BASIN 0 � ; z � SCALE: 1 n = 8Q� PROJECT 13726.03 � APRON C �Ar� 09 18 2015 .� $0 40 0 40 80 160 � p p W L s ___. _____ �,� s�3 PROPOSED BASIN MAP 9' 842015Rh Averwe NE % SCALE: i :80 R�^�,,��2�� OVERALL BASIN ANALYSIS FI�URE 15 F) ��> 737 MAX Flightline Improvements Project#: 13726.01 �� p► O W L Date: October 27,zoi5 Apron C Morth - Ftow Splitter (853-16) To Calculate the diameter of the orifice d_ 36:88Q il' � �� Q= 0.28 water quality flow(cfs) d= 5.71 orifice diameter�inches) h= 0.1 hydraulic head(ft) I� Apron C South - Flow Satitter (838-16) I To Calculate the diameter of the orifice � 36.88Q , d � Q= 0.476 water quality flow(cfs) �� d= 4.50 orifice diameter(inches) h= 0.75 hydraulic head (ft) II il I �I ,i, I � By:TLBQ:\24\13726-01\50Design\Apron C\Storm Drainage\EXCEL WORKSHEETS\Apron C Flow Splitter.xlsx 1 of 1 737 MAX Fiightline Improvements Project#:13726.01 � o o w� Date: September 4,2015 Apron C-North-Coalescin�Plate Seqarators Coalasing Ptate Separators Qwq(cfsj= 0.28 cfs(Water Quafity flow rate is 35%of the 2-year flow) Q(BPm)= 126 AJ� 6� from King County Surface Water Design Q0038'�� Manua)2009,eqn 6-29 t� Sw= 1 Specific graviry of water Sa= 0.85 specific gravity of al '�= 0.015574 absolute viuosity of water at 39 degrees Farenheit Ah= 454.7896 required effective horizontai surface area of plate media(s� Old Castle Precast 816-1-CPS will be used. The manufacturer's values were checked against the design values Aa= 1184.00(sfl actual projeded coalescing plate area(per Oidcastle Precast) Check Aa>=Ah OWS is acceptable Qdesign(gpm)= 280.00 per Oldcastle Precast Check Qdesigro=Q OWS is acceptabie Anron C-South-�oalescin¢Plate Seoarators Coalasing Plate Separators Qwq(cfs)= 0.48 cfs(Water Quality flow rate is 35%of the 2•year flow) Q(gpm�= 214 Al� 6� from King County Surface Water Design Q003 8'l�`��5� Manual 2009,eqn 6-29 t� Sw= 1 Specific gravity of water So= 0.85 specific gravity of al v= 0.015674 absolute viscosiry of water at 39 degrees Farenheit Ah= 773.1424 required effective horizont�surface area of plate media(sfl Old Casde Precast 816-2-CPS will be used. The manufacturers values were checked�ainst the design values Aa= 2368.00(sfl actual projeded coalescing plate area(per Oldcastie Precast) Check Aar_Ah OWS is aaeptable Qdesign(gpm)= 585.00 per Oldcastle Precast Check Qdesign>=Q , OWS is acceptable �I I By:TLB Q:\24\33726-01\50Design�Apron C�Storm Orainage\EXCEL WORKSHEETS\Water Quality Sizing Apron C.xisx 1 of 1 C=�:-NTE�H� ENGINEE4tED SOLUTIONS Size and Cost Estimate Prepared by Stephanie Jacobsen on January 5,2016 Boeing at Renton Field— Stormwater Treatment System Renton,WA Information provided: . Structure ID = North Basin South Basin . Water Quality Flow,WQF= 0.28 0.473 � . Peak Fbw, Q100= <1.8cfs <1.8cfs • Presiding agency = City of Renton Assumptions: . Media=ZPG cartridges . Drop required from inlet to outfet= 1_8' and 3.05' minimum Size and cost estimates: The StormFifter is a flow-based system, and is therefore sized by ca�ulating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by the consulting engineer using WWHM and was provided to Co�ech Engineered Solutions LLC for tt�e purposes of developing this estimate. , The StormFlters for this site are sized based on the water qual'rty flow rates listed belaw. To accommodate these i� ' flow rates, Contech Engineered Sdutions LLC reoommends using the systems in the below table. The final system cost will depend on the acival depth �the units and whether extras like doors rather than castings are speafied. The contractor is responsible for setting the StormFilters and all e�ctemal plumbing. Structure ID Water Approximate No. of Cartridge System Size Estimated Quality Depth Cartridges Size Cost Flow North Basin 0.28cfs 6' 26 Low Drop 8'x11'Vault $46,200 South Basin 0_473cfs 6' 19 27" 8'x11'Vault $54,500 �02012 Contech Enpineered Salutions LLC 11835 NE Glenn Widing Dr_,Port�d OR 97220 Page 1 of 1 www.ContechES.com Tol��ee:800.548.4667 Fax 800.561.1271 T5-P037 Appendix B Conveyance Calculations PROJ: BOEING RENTON APRON C PIPE SIZING TABLE DOWL HKM WO: 13728.02 (Runoff by Ratlonal Method) 8320 154th Avenue NE FILE: KCDRAIN APRON C DI 01-22-2016.XLS (Pipe C�acity by Manninp's Eqn.) Redmond,WA 98052 DATE: 2-Feb-16 (Last update: 7/20/90) (206)869-2670 (206)88�2679 (fau) Stortn: 2 YEAR,24 HOUR ' TOTAL RAINFALL IN INCHES: 2 I COEFFICIENTS FOR"i EQUATION: a= 1.56 b= 0.58 Locatbn Tlme of Rain Pfpe % Vebc Fbw I Inc RundF Sum Concen. Intens RunoB n Diam Sbpe Le�gth Capac Capac Full Time Remarks i From To Area CoeL A'C A'C min. Whr cfs Value in. % R ds Used ft/sec mfn I S1 82&16 0.43 0.90 0.39 0.39 6.30 1.09 0.42 0.024 15 0.13 97 1.28 33 1.03 1.57 I� 828-16 828�16 0.00 0.90 0.00 0.39 7.87 0.95 0.37 0.012 12 3.32 5 7.03 5 8.95 0.01 ' 829-16 831-16 0.00 0.90 0.00 0.39 7.88 0.95 0.37 0.012 12 0.50 47 2.73 14 3.48 0.23 Fbw from Skydrol URE-711 and 826-16 enters, ' thfs is a subset of the flow at S1 I, 831-16 83318 0.00 0.90 0.00 0.39 7.88 0.95 0.37 U.012 12 0.50 42 273 14 3.48 0.20 Fbw from Skydrol URE-712enters,thfs Is a I subset of the fbw at 82&16 833-16 83�18 0.00 0.90 0.00 0.70 8.11 0.94 0.65 0.012 12 0.71 84 3.25 20 4.14 0.34 A'C from 82&16-83&16. Fbw from URE-713, This is a subset of the fbw at 828-16 835-18 84418 0.00 0.90 0.00 0.95 8.45 0.92 0.87 0.012 14 0.47 44 3.99 22 3.73 0.20 A'C from 832-16-835-16.Flow from Skydroi URE 714 eMers,this is a subset of the flow at 832-16 844-16 843-16 D.00 0.90 0.00 0.95 8.64 0.90 0.86 0.012 14 0.50 5 4.12 21 3.85 0.02 Fbw from Skydral URE-716 arxi 850-16 enters, this is a subset of the flow trom 854-16 843-18 842-18 0.00 0.90 0.00 2.04 8.68 0.90 1.84 0.012 14 0.49 30 4.08 45 3.81 0.13 A'C from 85416-843-i 6 842-16 841-16 0.00 0.90 0.00 2.04 8.79 0.90 1.83 0.012 14 0.50 10 4.12 44 3.85 0.04 841-16 URE-781 0.00 0.90 0.00 2.04 8.84 0.89 1.82 0.012 16 0.52 19 5.99 30 4.29 0.07 URE-781 840-18 0.00 0.90 0.00 2.04 8.91 0.89 1.81 0.012 16 0.70 22 6.95 26 4.98 0.07 840-16 84516 0.00 0.90 0.00 2.57 8.99 0.88 2.27 0.012 14 2.00 41 8.23 28 7.70 0.09 A'C from S-840-16 845-16=PUMP 832-16 836-16 0.28 0.9 0.25 0.25 6.30 1.09 0.27 0.024 15 0.38 79 2.16 13 1.78 0.75 838-16 835-16 0.00 0.9 0.00 0.25 7.05 1.02 0.26 0.012 12 3.99 5 7.71 3 9.82 0.01 838-16 84316 0.47 0.9 0.42 0.42 6.30 1.09 0.46 0.024 15 0.36 42 2.10 22 1.71 0.41 828-16 832-16 0.34 0.9 0.31 0.31 6.30 1.09 0.34 0.024 15 0.56 84 2.62 13 2.13 0.66 832-18 83&18 0.00 0.9 0.00 0.31 6.96 1.03 0.32 0.012 12 11.92 5 13.33 2 16.97 0.00 854-18 843-16 0.75 0.9 0.67 0.67 6.30 1.09 0.73 0.024 18 0.18 115 2.41 30 1.37 1.40 S 856-18 0.14 0.9 0.13 0.13 6.30 1.09 0.14 0.024 15 0.35 33 207 7 1.89 0.33 856-18 849-18 0.00 0.9 0.00 0.24 6.63 1.06 0.26 0.012 12 0.50 71 2.73 9 3.48 0.34 A`C FROM S2-856-16 A'C FROM 848-16-849-16,Fbw from Skydrol 849-16 84�16 0.00 0.9 0.00 0.53 6.97 1.03 0.54 0.012 12 0.51 74 2.76 20 3.51 0.35 URE-715 eMers,thfs Is a subset of the flow from 858-16 52 856-16 0.13 0.9 0.11 0.11 6.30 1.09 0.12 0.024 15 0.35 27 2.07 6 1.69 0.27 855-16 856-16 0.00 0.9 0.00 0.11 6.57 1.06 0.12 0.012 12 0.51 18 276 4 3.51 0.09 848-16 849�16 0.32 0.9 0.29 0.29 6.30 1.09 0.31 0.012 12 0.50 41 273 11 3.48 020 S3 863-18 1.20 0.9 1.08 1.08 6.30 1.09 1.17 0.024 18 0.24 156 2.79 42 1.58 1.65 863-16 862-16 0.00 0.9 0.00 1.29 7.95 0.95 1.?2 0.012 16 0.28 102 4.40 28 3.15 0.54 A'C FROM 54-86316 862-16 86416 0.00 0.9 0.00 1.51 8.49 0.91 1.38 0.012 18 1.27 17 9.37 15 6.71 0.04 A'C FROM 861-16-862-18 864-18 865-16 0,00 0.9 0.00 1.51 8.53 0.91 1.38 0.012 16 6.86 33 21.77 6 15.59 0.04 865-16 EX 0.00 0.9 0.00 1.51 8.57 0.91 1.37 0.012 16 0.30 69 4.55 30 3.26 0.35 ��'W��not capture any additional runoff, therefore It Is not shown here S4 870-18 0.10 0.9 0.09 0.09 6.30 1.09 0.10 0.024 15 0.39 123 2.19 5 1.78 1.15 870-16 86&16 0.00 0.9 0.00 0.09 7.45 0.99 0.09 0.012 8 0.42 107 0.85 11 2.43 0.73 868-16 887-16 0.00 0.9 0.00 0.21 8.18 0.93 0.19 0.012 8 0.75 40 1.13 17 3.25 0.21 A`C FROM 860-16-868-16 86?-16 863-16 0.00 0.9 0.00 0.21 8.39 0.92 0.19 0.012 12 0.81 41 3.47 6 4.42 0.15 860-16 86�16 0.13 0.9 0.12 0.12 6.30 1.09 0.13 0.012 8 0.42 92 0.85 15 2.43 0.63 869-18 86&16 0.00 0.9 0.00 0.12 6.93 1.03 0.12 0.012 8 0.51 26 0.93 13 2,gg p.�g Fbw from Skydroi URE-718 enters,this is a subset of the from 860-16 861-16 882-18 0.25 0.9 022 0.22 6.30 1.09 0.24 0.012 8 1.20 49 1.43 17 4.11 0.20 C01 CO2 0.05 0.8 0.04 0.04 6.30 1.09 0.05 0.012 8 1.00 47 1.31 4 3.75 0.21 CO2 CO3 0.01 0.9 0.01 0.05 6.51 1.07 0.06 0.012 8 1.00 38 1.31 4 3.75 0.17 CO3 EX 0.03 0.9 0.03 0.08 6.68 1.05 0.08 0.012 8 1.00 52 1.31 6 3.75 0.23 SKYDROI CONTAINMENT STRUCTURE LINES DISCHARGING TO THE MAIN STORM SYSTEM URE711 829-16 0.0172 0.9 0.02 0.02 6.30 1.09 0.02 0.012 8 1.35 45 1.52 1 4.36 0.17 URE712 831-16 0.0155 0.9 0.01 0.01 6.30 1.09 0.02 0.012 8 0.50 45 0.93 2 2.85 0.28 URE713 833-16 0.0172 0.9 0.02 0.02 6.30 1.09 0.02 0.012 8 0.50 45 0.93 2 2.65 0.28 URE714 835-16 0.0155 0.9 0.01 0.01 6.30 1.09 0.02 0.012 8 0.50 49 0.93 2 2.65 0.31 URE715 849-16 0.0200 0.9 0.02 0.02 6.30 1.09 0.02 0.012 8 1.33 23 1.51 1 4.33 0.09 URE718 84416 0.0172 0.9 0.02 0.02 8.30 1.09 0.02 0.012 8 0.50 108 0.93 2 2.88 0.68 URE716 THRU 850-16 TO 84416 URE717 887-18 0.0236 0.8 0.02 0.02 6.30 1.09 0.02 0.012 8 1.12 19 1.39 2 3.97 0.08 URE718 889-16 0.0172 0.9 0.02 0.02 6.30 1.09 0.02 0.012 8 0.51 63 0.93 2 2.68 0.39 PROJ: BOEING RENTON APRON C PIPE SIZING TABLE ��H� WO: 13726.02 (Runofl by Rallonal Methad) 8320 154th Avenue NE FILE: KCDRAIN APRON C DI 01-22-2016.XLS (Pipe Capacity by Manning's Eqn.) Redmond,WA 98052 DATE: 2-Feb-16 (Last updffie: 7/20l90) (206)8g9-Z��O (206)889-2879 (fax) Starm: 10 YEAR,24 HQUR TOTAL RAINFALL IN INCHES: 2.9 COEFFICIENTS FOR"P EQUATION: a= 2.44 b= 0.64 Location Tlme of Rafn Plpe °h Vebc Fbw Inc. Runoff Sum Concen. Irrtens RunofF n dfem Sbpe Length Capac Capac FWI Time Remarks From To Area Coef. A'C A'C mM. iNhr cfs Value in. 96 R ds Used ft/sec min S1 828-16 0.43 0.90 0.39 0.39 8.30 2.18 0.84 0.024 15 0.130 97 1.28 67 1.03 1.57 828-16 82&16 0.00 0.90 0.00 0.39 7.87 1.89 0.73 O.D12 12 3.320 5 7.03 10 8.95 0.01 829-18 831-16 0.00 0.90 0.00 0.39 7.88 1.89 0.73 O.U12 12 0.500 47 2.73 27 3.48 0.23 Fbw from Skydrol URE-711 and 828-16 enters, this{s a subset of the flow at S1 831-16 833-16 0.00 0.90 0.00 0.39 7.88 1.89 0.73 0.012 12 0.500 42 2.73 27 3.48 0.20 Fbw from Skydrol URE-712enters,thfs is a subset of the fbw at 82&16 833-16 835-16 0.00 0.90 0.00 0.70 8.11 1.85 1.29 0.012 12 0.�10 84 3.25 40 4.14 0.34 A"C from 828-16-83&16. Fbw from URE-713, This is a subset of the flow at 828-16 835-16 84418 0.00 0.90 0.00 0.95 8.45 1.81 1.71 0.012 14 0.470 44 3.99 43 3.73 0.20 A�C from 832-16-83�16.Flow from Skydrol URE 714 enters,this is a subset of the flow at 832-16 844-16 843-18 0.00 0.90 0.00 0.95 8.64 1.78 1.89 0.012 14 0.500 5 4.12 41 3.85 p,p2 Fbw from Skydrol URE-716 and 850-16 enters, this is a subset of the flow from 854-16 843-16 842-16 0.00 0.90 0.00 2.04 8.66 1.78 3.62 0.012 14 0.490 30 4.08 89 3.81 0.13 A'C from 854-16-843-1 B 842-16 841-16 0.00 0.90 0.00 2.04 8.79 1.76 3.59 0.012 14 0.500 10 4.12 87 3.85 0.04 841-16 URE-781 0.00 0.90 0.00 2.04 8.84 1.75 3.58 0.012 16 0.520 19 5.99 60 4.29 0.07 URE-781 84a16 0.00 0.90 0.00 2.04 8.91 1.75 3.56 0.012 16 0.700 22 6.95 51 4.98 0.07 840-16 845-16 0.00 0.90 0.00 2.57 8.99 1.74 4.46 0.012 14 2.000 41 8.23 54 7.70 0.09 A"C from S-840-16 845-16=PUMP 832-16 836-16 0.28 0.90 0.25 0.25 8.30 2.18 0.55 0.024 15 0.380 79 216 25 1.76 0.75 838-16 835-16 0.00 0.90 0.00 0.25 7.05 2.03 0.51 0.012 12 3.990 5 7.71 7 9.82 0.01 838-16 843-16 0.47 0.90 0.42 0.42 6.30 2.18 0.92 0.024 15 0.380 42 2.10 44 1.T1 0.41 828-18 832-16 0.34 0.80 0.31 0.31 6.30 2.18 0.6? 0.024 15 0.580 84 2.62 26 2.13 0.66 832-16 833-16 0.00 0.9 0.00 0.31 6.96 2.04 0.63 0.012 12 11.920 5 13.33 5 16.97 0.00 854-16 843-16 0.75 0.9 0.67 0.67 6.30 2.18 1.46 0.024 18 0.180 115 2.41 61 1.37 1.40 S 856-16 0.14 0.9 0.13 0.13 6.30 2.18 0.28 0.024 15 0.350 33 2.07 14 1.69 0.33 856-16 849-16 0.00 0.9 0.00 0.24 6.83 2.11 0.51 0.012 12 0.500 71 2.73 19 3.48 0.34 A'C FROM S2-856-16 � A'C FRaM 848-16-849-16,Flow from Skydrol I 849-16 840-16 0.00 0.9 0.00 0.53 6.97 2.04 1.09 0.012 12 0.510 74 2.76 39 3.51 0.35 URE-715 enters,this is a subset of the flow from 856-16 I S2 855-16 0.13 0.9 0.11 0.11 6.30 2.18 0.25 0.024 15 0.350 27 207 12 1.69 0.27 855-16 858-16 0.00 0.9 0,00 0,11 6.57 2.12 0.24 0.012 12 0.510 18 2.76 9 3.51 0.09 848-18 849-16 0.32 0.9 0.29 0.29 6.30 2.18 0.63 0.012 12 0.500 41 2.73 23 3.48 0.20 S3 883-16 1.20 0.9 1.08 1.08 8.30 2.18 2.35 0.024 18 0.240 156 2.79 84 1.58 1.65 , 863-16 b62-16 0.00 0.9 0.00 1.29 7.95 1.88 2.42 O.D12 16 0.280 102 4.40 55 3.15 0.54 A'C FROM 54-86&16 862-16 88416 0.00 0.9 0.00 1.51 8.49 1.80 2.72 0.012 16 1.270 17 9.37 29 6.71 0.04 A"C FROM 861-16-862-1fi 864-16 885-18 0.00 4.9 0.00 1.51 8.53 1.79 2.71 0.012 16 6.880 33 21.77 12 15.59 0.04 865-18 EX 0.00 0.9 0.00 1.51 8.57 1.79 2.70 0.012 16 0.300 69 4.55 59 3.26 0.35 �5"16A wfll not capture any addftional runoff, therefore it is not shown here S4 870-16 0.10 0.9 0.09 0.09 6.30 2.18 0.20 0.024 15 0.390 123 2.19 9 1.78 1.15 870-16 868-16 0.00 0.9 0.00 0.09 7.45 1.96 0.18 0.012 8 0.420 107 0.85 21 2.43 0.73 888-16 867-1$ D,00 0.9 0.00 021 8.18 1.84 0.38 0.012 8 0.750 40 1.13 34 3.25 0.21 A•C FROM 860-16-86&16 867-16 863-16 0.00 0.9 0.00 0.21 8.39 1.81 0.38 0.012 12 0.810 41 3.47 11 4.42 0.15 880-16 889-18 0.13 0.9 0.12 0.12 8.30 2.18 0.26 0.012 8 0.420 92 0.85 30 2.43 0.63 869-18 888-18 0.00 0.9 0.00 0.12 8.93 2.05 0.24 0.012 8 0.510 26 0.9:3 26 2.68 p,�g Fbw from Skydrol URE-718 ertters,this Es a subset of the from 860-16 861-16 882-16 0.25 0.9 0.22 0.22 6.30 2.18 0.49 0.012 8 1.200 49 1.43 34 4.17 020 C01 CO2 0.05 0.9 0.04 0.04 6.30 2.18 0.10 0.012 8 1.000 47 1.31 7 3.75 021 CO2 CO3 0.01 0.9 0.01 0.05 6.51 2.13 0.11 0.012 8 1.000 39 1.31 8 3.75 0.17 CO3 EX 0.03 0.9 0.03 0.08 8.68 2.10 0.16 0.012 8 1.000 52 1.31 12 3.75 023 SKYDROL CONTAINMENT STRUCTURE LINES DISCHARGING T�THE MAIN STORM SYSTEM URE711 829-16 0.0172 0.9 0.02 0.02 6.30 2.18 0.03 0.012 8 1.35 45 1.52 2 4.36 0.17 URE712 831-16 0.0155 0.9 0.01 0.01 8.30 2.18 0.03 0.012 8 0.50 45 0.93 3 2.65 0.28 URE713 833-16 0.0172 0.9 0.02 0.02 8.30 2.18 0.03 0.012 8 0.50 45 0.93 4 2.65 0.28 URE714 835-16 0.0155 0.9 0.01 0.01 6.30 2.18 0.03 0.012 8 0.50 49 0.93 3 2.65 0.31 URE715 849-18 0.02a0 0.9 0.02 0.02 8.30 2.18 0.04 0.012 8 1.33 23 1.51 3 4.33 0.09 URE716 84M18 0.0172 0.9 0.02 0.02 8.30 2.18 0.03 0.012 8 0.50 108 0.93 4 2.85 0.68 URE717 867-16 0.0236 0.9 0.02 0.02 8.30 2.18 0.05 0.012 8 1.12 19 1.39 3 3.97 0.08 URE718 b69-16 0.0172 0.9 0.02 0.02 6.30 2.18 0.03 0.012 8 0.51 63 0.93 4 2.68 0.39 -� PROJ: BOEING RENTON APRON C PIPE SIZING TABLE DOWL HKM WO: 13726.02 (Runoft by Ratlonal Method} 8320 154th Avenue NE FILE: KCDRAIN APRON C DI 07-22-2016.XLS (Pipe Capacity by Mannfrq's Eqn.} Redmorid,WA 980.52 DATE: 2-FeG18 (Last update: 7/20/90} (206)869-2870 (206)86�2679 (fax) Storm: 25 YEAR,24 HOUR TOTAL RAINFALL IN INCHES: 3.4 'i COEFFICIENTS FdR"i EQUATION: a= 2.68 b= 0.65 Location Tfine af Refn Pipe % Vebc Fbw ' Inc. Runoff Sum Concen. IMens Runolf n Diam Sbpe Length Capac Capac FWI Time Remarks ', From To Area CoeE A'C A•C min. kYhr cfs Value In. % ft ds Used Nsec m� ' S1 828-16 0.43 0.90 0.39 0.39 6.30 273 1.06 0.024 15 0.130 97 1.26 84 1.03 1.57 828-18 828-18 0,00 0.90 0.00 0.39 7.87 2.37 0.92 0.012 12 3.320 6 7.03 13 8.95 0.01 829-16 831-18 0.00 0.90 0.00 0.� 7.88 236 0.91 0.012 12 0.500 47 2.73 34 3.48 0.23 Fbw ham Skydrol URE-711 and 826-16 enters, this fs a subset of the flow at S1 831-16 833-16 0.00 1.90 0.00 0.39 8.11 232 0.90 0.012 12 0.500 42 273 33 3.48 0.20 Fbwfrom Skydrol URE-712enters,this is a I subset of the flow at 82�16 833-16 835-16 0.00 0.90 0.00 0.T0 8.11 2.32 1.62 0.012 12 0.710 84 3.25 50 4.14 0.34 A�C from 82&16-63�16. Fbw from URE-713, This Is a subset of the flow at 828-16 835-16 84416 0.00 0.90 0.00 0.95 8.45 2.26 2.14 0.012 14 0.470 44 3.99 54 3.73 p,20 A•C from 832-16-835-16.Flow from Skydrol URE 714 erders,this is a subset of the flow at 832-18 844-16 843-18 0.00 0.90 0.00 0.95 8.64 223 2.11 0.012 14 0.500 5 4.12 51 3.85 0.02 Fbw from Skydrol URE-716 and 850-16 enters, I thfs is a subset of the flow from 854-16 843-16 842-16 0.00 0.90 0.00 2.04 8.86 222 4.53 0.012 14 0.490 30 4.08 111 3.81 0.13 A•C from 8541684316 842-18 841-16 0.00 0.90 0.00 2.04 8.79 2.20 4.49 0.012 14 0.500 10 4.12 108 3.85 0.04 ! 841-16 URE-781 0.00 0.90 0.00 2.04 8.84 219 4.47 0.012 16 0.520 19 5.99 75 4.29 0.07 I URE-781 84a16 0.00 0.90 0.00 2.04 8.91 2.18 4.45 0.012 16 0.700 22 6.95 64 4.98 0.07 840-16 84516 0.00 0.90 0.00 2.57 8.99 2.17 5.56 0.012 14 2.000 41 8.23 68 7.70 0.09 A'C from S-840-16 84�16=PUMP 832-16 838-16 0.28 0.90 0.25 0.25 8.30 2.73 0.69 O.U24 15 0.380 79 2.16 32 1.78 0.75 836-16 835-18 0.00 0.90 0.00 0.25 7.05 254 0.84 0.012 12 3.990 5 7.71 8 9.82 0.01 I 836-16 843-16 0.47 0.90 0.42 0.42 6.30 2.73 1.15 0.024 15 0.360 42 2.10 55 1.71 0.41 I 828-16 832-16 0.34 0.90 0.31 0.31 6.30 2.73 0.85 0.024 15 0.560 84 2.62 32 2.13 0.66 832-18 833-16 0.00 0.9 0.00 0.31 6.98 2.56 0.79 0.012 12 11.920 5 13.33 8 16.97 0.00 854-16 843-16 0.75 0.9 0.67 0.87 8.30 2.73 1.84 0.024 18 0.180 115 2.41 76 1.37 1.40 S 85&16 0.14 0.9 0.13 0.13 8.30 2.73 0.35 0.024 15 0.350 33 207 17 1.69 0.33 856-16 849-16 0.00 0.9 0.00 0.24 6.63 2.65 0.64 0.012 12 0.500 71 273 24 3.48 0.34 A'C FROM S2-856-16 A'C FROM 848-16-849-16,Fbw from Skydroi 849-18 840-18 0.00 0.9 0.00 0.53 6.97 2.56 1.36 0.012 12 0.510 74 2.76 49 3.51 0.35 URE-715 enters,this fs a subset of the fbw from 85�16 S2 855-18 U.13 0.8 0.11 0.11 6.30 2.73 0.31 0.024 15 0.350 27 207 15 1.89 0.27 855-16 856-16 0.00 0.9 0.00 0.11 6.57 2.66 0.30 0.012 12 0.510 18 2.78 11 3.51 0.09 848-16 84&16 0.32 0.9 0.29 0.29 6.30 2.73 0.79 0.012 12 0.500 41 273 29 3.48 0.20 S3 86316 1.20 0.9 1.08 1.08 6.30 2.73 2.95 0.024 18 0.240 156 279 106 1.58 1.65 A•C FROM 54-863-16 863-16 862-16 0.00 0.9 0.00 1.29 7.95 235 3.003 0.012 18 0.280 102 4.40 69 3.15 0.54 A'C FROM S4-863-16 862-18 86416 0.00 0.9 0.00 1.51 8.49 2.25 3.40 0.012 16 1.270 17 9.37 38 8.71 0.04 A•C FROM 861-16-862-18 864-16 865-16 0.00 0.9 0.00 1.51 8.53 2.25 3.38 0.012 16 6.860 33 21.77 16 15.59 0.04 885-18 EX 0.00 0.9 0.00 1.51 8.57 224 3.38 0.012 16 0.300 69 4.55 74 3.26 0.35 S4 870�16 0.10 0.9 0.09 0.09 6.30 2.73 0.25 0.024 15 0.390 123 219 11 1.78 1.15 870-16 86&16 0.00 0.9 0.00 0.09 7.45 245 0.22 0.012 8 0.420 1 W 0.85 26 2.43 0.73 868-16 887-16 0.00 0.9 0.00 0.21 8.18 2.31 0.48 0.012 8 0.750 40 1.13 42 3.25 0.21 A'C FROM 860-16-868-16 867-16 863-16 0.00 0.9 0.00 0.21 8.39 2.27 0.47 0.012 12 0.810 41 3.47 14 4.42 0.15 860-16 869-18 0.13 0.9 0.12 0.12 6.30 2.73 0.32 0.012 8 0.420 92 0.85 38 2.43 0.63 869-18 88&18 0.00 0.9 0.00 0.12 8.93 257 0.30 0.012 8 0.510 28 0.93 32 2.68 0.18 Fbw from Skydrol URE-718 enters,this is a subset of the from 860-16 861-16 862-16 0.25 0.9 0.22 0.22 6.30 273 0.61 0.012 8 1.200 49 1.43 43 4.11 0.20 C01 CO2 0.05 0.9 0.04 0.04 6.30 2.73 0.12 0.012 8 1.000 47 1.31 9 3.75 0.21 CO2 CA3 0.01 0.9 0.01 0.05 6.51 2.68 0.14 0.012 8 1.000 39 1.31 11 3.75 0.17 CO3 EX 0,03 0.9 0.03 0.08 6.68 2.63 0.20 0.012 8 1.000 52 1.31 16 3.75 023 SKYDROL CONTAINMENT STRUCTURE LINES DISCHARGING TO THE MAIN STORM SYSTEM URE711 829-16 0.0172 0.9 0.02 0.02 6.30 2.73 0.04 0.012 8 1.35 45 1.52 3 4.36 0.17 URE712 831-16 0.0155 0.9 0.01 0.01 6.30 2.73 0.04 0.012 8 0.50 45 0.93 4 2.65 0.28 URE713 83316 0.0172 0.9 0.02 0.02 6.30 2.73 0.04 0.012 8 0.50 45 0.93 5 2.65 0.28 URE714 835-16 0.0155 0.9 0.01 0.01 6.30 2.73 0.04 0.012 8 0.50 49 0.93 4 2.85 0.31 URE715 84&16 0.0200 0.9 0.02 0.02 8.30 2.73 0.05 0.012 8 1.33 23 1.51 3 4.33 0.09 URE718 84418 0.0172 0.9 0.02 0.02 8.30 2.73 0.04 0.012 8 0.50 108 0.93 5 2.65 0.68 URE717 867-18 0.0238 0.9 0.02 0.02 6.30 2.73 0.08 0.012 8 1.12 19 1.39 4 3.97 0.08 URE718 869-16 0.0172 0.9 0.02 0.02 6.30 2.73 0.04 0.012 8 0.51 83 0.93 5 2.88 0.39 � i PROJ: BOEING RENTON APRaN C PIPE SIZING TABLE DOWL HKM WO: 13726.02 (RunoB by Ratlonal Method) 8320 154th Avenue NE FILE: KCDRAIN APRON C DI 01-22-2016.XLS (Pipe Capacity by Manning's Eqn.) Redmond,WA 96052 DATE: 2-Feb-16 (Last update: 7/20/90) (206)869-267� (206}869-2679 (fax) Stam: 100 YEAR,24 HOUR TOTAL RAINFALL IN INCHES: 3.9 COEFFICIENTS FdR"i EQUATION: a= 2.61 b= 0.63 Location Tfine of Rain Ptpe °�6 Veloc Fbw Ina Runoff Sum Concen. IM�s Runol( n Diam Sbpe �ength Capec Capac Full Time Remarics From To Area Coef. A'C A'C min. iNhr cfs Value in. % ft ds Used Rlsec min S1 82&16 0.43 0.90 0.39 0.39 6.30 3.19 1.24 0.024 15 0.130 97 1.26 96 1.03 1.57 _ 828-16 829-16 0.00 0.90 0.00 0.39 7.87 2.77 1.07 0.012 12 3.320 5 7.03 15 8.95 0.01 829-16 831-18 0.00 0.90 0.00 0.39 7.88 277 1.07 0.012 12 0.500 47 2.73 39 3.48 0.23 Fbw from Skydrol URE-711 and 828-18 enters, this is a subset of the flow at S1 831-16 833-16 0.00 1.90 0.00 0.39 8.11 2.72 1.05 0.012 12 0.500 42 2.73 39 3.48 0.20 Fbw from Skydrol URE-712enters,thfs fs a subset of the fbw at 828-16 833-18 835-18 0.00 0.90 0.00 0.70 8.11 2.72 1.90 0.012 12 0.710 84 3.25 58 4.14 0.34 A'C from 82&16-833-16. Fbw from URE-713, Thfs is a subset of the flow at 828-16 835-16 84418 0.00 0.90 0.00 0.95 8.45 265 2.51 0.012 14 0.470 44 3.99 63 3.73 0.20 A�C from 832-16-835-16.Flow from Skydrd URE 714 enters,Mis is a subset of the flow at 832-16 844-16 84&16 0.00 0.90 0.00 0.95 8.64 2.62 2.48 0.012 14 0.500 5 4.12 60 3.85 0.02 �w from Skydrol URE-716 and 850-16 enters, this is a subset of the flow from 854-16 843-16 842-18 0.00 0.90 0.00 2.04 8.66 2.61 5.32 0.012 14 0.490 30 4.08 131 3.81 0.13 A'C from 85416-843-16 842-16 841-16 0.00 0.90 0.00 2.04 8.79 2.59 5.27 0.012 14 0.500 10 4.12 128 3.85 0.04 841-16 URE-T81 0.00 0.90 0.00 2.04 8.84 2.58 5.26 0.012 18 Q.520 19 5.99 88 4.29 0.07 URE-781 840-16 0.00 0.90 0.00 2.04 8.91 2.57 5.23 0.012 16 0.700 22 6.95 75 4.98 0.07 844-16 845-1 fi 0.00 0.90 0.00 2.57 8.99 2.55 6.56 0.012 14 2.000 41 8.23 80 7.70 0.09 A'C from S-840-16 845-16=PUMP 832-18 83Cr16 0.28 0.90 0.25 0.25 6.30 3.19 0.80 0.024 15 0.360 79 2.16 37 1.76 0.75 838-16 835-16 0.00 0.90 0.00 0.25 7.05 2.97 0.75 0.012 12 3.990 5 7.71 10 9.82 0.01 836-16 843-18 0.47 0.90 0.42 0.42 6.30 3.19 1.34 0.024 15 0.360 42 2.10 64 1.71 0.41 828-16 832-16 0.34 0.90 0.31 0.31 6.30 3.19 0.99 0.024 15 0.580 84 2.62 38 2.13 0.66 832-16 833-16 0.00 0.9 0.00 0.31 6.96 3.00 0.93 0.012 12 11.920 5 13.33 7 16.97 0.00 854-16 843-16 0.75 0.9 0.67 0.87 8.30 3.19 2.14 0.024 18 0.180 115 2.41 89 1.37 1.40 S 856-1 B 0.14 0.9 0.13 0.13 8.30 3.19 0.41 0.024 15 0.350 33 2.07 ZO 1.69 0.33 858-18 849-16 0.00 0.9 0.00 0.24 6.63 3.09 0.75 0.012 12 0.500 71 2.73 28 3.48 0.34 A'C FROM S2-856-16 A'C FROM 848-16-849-16,Fbw irom Skydrol 849-16 840-16 0.00 0.9 0.00 0.53 6.97 3.00 1.59 0.012 12 0.510 74 2.76 56 3.51 0.35 URE-T15 enters,this is a subset o(the flow from 856-16 52 855-16 0.13 0.9 0.11 0.11 6.30 3.19 0.37 0.024 15 0.350 27 2.07 18 1.69 0.27 855-16 858-16 0.00 0.9 0.00 0.11 6.57 3.11 0.36 0.012 12 0.510 18 2.76 13 3.51 0.09 848-16 849-16 0.32 0.9 0.29 0.29 6.30 3.19 0.92 0.012 12 0.500 41 2.73 34 3.48 0.20 S3 863-16 120 0.9 1.08 1.08 6.30 3.19 3.45 0.024 18 0.240 156 2.79 124 1.58 1.65 863-18 882-16 0.00 0.9 0.00 1.29 7.95 2.78 3.55 0.012 16 0.280 102 4.40 81 3.15 0.54 A'C FROM S4-86�16 862-16 86416 0.00 0.9 0.00 1.51 8.49 265 4.00 0.012 16 1.270 17 9.37 43 6.71 0.04 A"C FROM 861-16-862-16 864-16 865-16 0.00 0.9 0.00 1.51 8.53 2.64 3.99 0.012 16 8.86U 33 21.77 18 15.59 0.04 865-16 EX 0.00 0.9 0.00 1.51 8.57 2.63 3.96 0.012 16 0.300 69 4.55 87 3.26 0.35 �5'��W��not capture any addftional runoif, therefore it is not shown here S4 $'/Q-18 0.10 0.9 0.09 0.09 6.30 3.19 029 O.U24 15 0.390 123 2.19 13 1.78 1.15 870-16 868-16 0.00 0.9 0.00 0.09 7.45 2.87 0.26 0.012 8 0.420 107 0.85 31 2.43 0.73 868-16 867-18 0.00 0.9 0.00 0.21 8.18 2.71 0.56 O.Q12 8 0.750 40 1.13 50 3.25 0.21 A'C FROM 860-16-868-16 867-16 863-16 0.00 0.9 0.00 0.21 8.39 2.67 0.56 0.012 12 0.810 41 3.47 16 4.42 0.15 860-16 86�16 0.13 0.9 0.12 0.12 6.30 3.19 0.37 0.012 8 0.420 92 0.85 44 2.43 0.63 889-18 888-18 0.00 0.9 0.00 0.12 6.93 3.01 0.35 0.012 8 0.510 26 0.93 38 2.68 0.16 Fbw from Skydrol URE-718 enters,this is a subset of the from 860-16 861-16 682-18 0.25 0.9 0.22 0.22 6.30 3.19 0.71 O.Q12 8 1.200 49 7.43 50 4.11 0.20 C01 CO2 0.05 0.9 0.04 0.04 6.30 3.19 0.14 0.012 8 1.000 47 1.31 11 3.75 0.21 CA2 CO3 0.01 0.9 0.01 0.05 6.51 3.13 0.16 0.012 8 1.000 39 1.31 12 3.75 0.17 CO3 EX 0.03 0.9 0.03 0.06 6.68 3.08 0.24 0.012 8 1.000 52 1.31 18 3.75 0.23 SKYDRaL CONTAINMENT STRUCTURE LINES DISCHARGING TO THE MAIN STORM SYSTEM URE711 82�16 0.0172 0.9 0.02 0.02 6.30 3.19 0.05 0.012 8 1.35 45 1.52 3 4.36 0.17 URE712 831-16 0.0155 0.9 0.01 0.01 6.30 3.19 0.04 0.012 8 0.50 45 0.93 5 2.65 0.28 URE713 83316 0.0172 0.9 0.02 0.02 6.30 3.19 0.05 0.012 8 0.50 45 0.93 5 2.65 0.28 URE714 83r16 0.0155 0.9 0.01 0.01 6.30 3.19 0.04 0.012 8 0.50 49 0.93 5 2.65 0.31 URE715 849-16 0.0200 0.9 0.02 0.02 5.30 3.19 0.06 0.012 8 1.33 23 1.51 4 4.33 0.09 URE716 84416 0.0172 0.9 0.02 0.02 6.30 3.19 0.05 0.012 8 0.50 108 0.93 5 2.65 0.68 URE717 867-16 0.0236 0.9 0.02 0.02 6.30 3.19 0.07 0.012 8 1.12 19 1.39 5 3.97 0.08 URE718 869-i6 0.0172 0.9 0.02 0.02 6.30 3.19 0.05 0.012 8 0.51 63 0.93 5 2.68 0.39 � I PRO.lECT: Ap;ron C-Boeinp FNghtline HYDRAULIC GRADEIJNE CALCULATWNS ENTR HEAO IOSS:Ke FROM Tbl 4.3.5A KCSW DM W.O.#: 13726 INLET CONTROL:Hw/D FROM Fip 4.3.SC OR Fig 4.3.SD KCSWDM FN: HGICALCS.XLS PIPE RUN: 25-YEAR DISCHAItGE BEND HEAD LOSS:Im FROM Fig 4.3.4E KCSW OM DATE: Y2Jan-16 JUNC HEAD LOSS:FROM F'g 4.3.4F KCSWOM (�) (2? (3) (4) (5) (s) (� (ef (9) (10) (��) (12) (13) (�<? (t5) (t6) (��1 (�8) (�9) (�) l21) BARREL FR1CT. ENTR ENTR EXIT OUTLET �JLET USE APPR BEND JUNC HEAD LOSS DEPTH CB RIM COMMENT PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL YEL TW SLOPE fRIC HGL HEAD HEAD NTROl. CONTR NTROL VEL HEAD HEAD HGL CB TO RIM TO SEGA�NT � LEN SIZE 'n' ELEV ELEV So AREA VEL HEAO ELEV Sf LOSS ELEV Ke LOSS LOSS EI.EV HwlD Hw EIEV ELEV HEAD Kb LOSS IOSS Kloss ELEV NO. INVERT ELEV HGL CS to CB ds ft in R ft % ft ft ft % R ft ft R ft ft ft R ft ft R ft (ft ft ft . 1 . 7 . . . . . . . . . . . . . . 1. . . . . . . . 1 . . . . ssirne ao+vn P�Pe 840-16 URE-781 4.45 22 16 0.012 14.97 15.26 1.32% 1.40 3.19 0.16 16.31 0.2896 0.06 18.37 0.50 0.08 0.00 16.45 1.20 1.60 18.86 t6.86 -0.16 0.04 0.006 0.00 0.57 0.09 16.80 RE-781 1.54 19.40 2.60 Vaive vautt,reducer,BF valve,e�fon URE 781A URE-781 4.45 5 12 0.012 15.26 1526 0.00% 0.79 5.67 0.50 16.80 1.32% 0.07 16.86 0.00 0.00 0.00 16.86 1.90 1.90 17.16 17.16 -027 0.02 0.005 0.00 0.19 0.05 16.94 RE-781 1.68 19A0 246 Va�ve vautt,reducer,BF valve,e�ansion URE-7818 841-16 4.47 19 16 0.012 15.26 15.30 0.21% t.40 3_20 0.16 16.94 0.29% 0.05 17.00 0.00 0.00 0.16 17.16 1.20 1.60 16.90 17.16 -0.28 1.32 0.368 0.00 0.00 17.25 841-16 1.95 19.29 2.04 847-76 842-16 4.49 t0 14 0.012 15.30 15.35 0.50% 1.07 4.20 0.27 17.25 0.59% 0.06 17.31 0.50 0.14 0.27 17.72 1.20 1.40 16.75 17.72 -028 1.32 0.368 0.00 0.00 17.81 842-16 2.46 19.13 1.32 842-16 843-16 4.53 30 14 0.012 15.35 15.50 0.50% 7.07 4.24 0.28 17.81 O.60Ya 0.18 17.99 0.50 0.14 028 18.40 1.20 1.40 16.90 18.4U -0.O6 4.02 O.Q01 0.02 0.00 i8.3& 843-16 2.� 19.13 0.77 843-16 844-16 211 5 14 0.012 15.50 15.52 0.40% 7.07 1.97 O.Ofi 18.36 0.13% 0.01 18.37 0.50 0.03 0.06 18.46 1.20 1.40 16.92 18.46 -0.O6 1.32 0.082 0.00 0.00 18.48 844-16 2.96 1920 0.72 &14-16 835-16 2.14 42 14 0.012 15.52 15.74 0.52% 1.07 2.00 0.06 18.48 0.13% 0.06 18.53 0.50 0.03 0.06 18.63 0.60 0.T0 16.44 18.63 -0.O7 0.02 0.001 0.01 0.00 18.58 835-16 2.84 19.26 0.68 835-16 833-16 1.62 84 12 0.012 15.74 16.34 0.71'/. 0.79 2.06 0.07 18.58 0.1T96 O.tS 18.72 0.50 0.03 0.07 18.82 0.60 0.60 16.94 18.82 -0.02 0.02 0.000 0.01 0.00 18.81 $33-16 2.47 19.87 1.06 83316 831-16 0.90 42 12 0,012 16.34 16.55 0.50% 0.79 1.15 0.02 18.81 0.05% 0.02 18.83 0.50 0.01 0.02 18.86 0.50 0.50 17.05 18.86 -0.02 1.32 0.028 0.00 0.00 18.87 831-15 2.32 20.11 124 831-16 829-16 0.91 47 12 0.012 18.55 16.78 0.49y6 0.79 1.16 0.02 18.87 0.0596 Q.03 18.90 0.50 O.Ot 0.02 18.93 0.50 0.50 17.28 18.93 -0.01 1.32 0.018 0.00 0.00 18.93 829-15 2.15 20.30 1.37 829-16 828-16 0.92 5 12 0.612 16.T8 16.95 3.40hS 0.79 1.17 0.02 1$.93 0.0696 0.00 18.93 0.50 0.01 �.02 18.97 0.50 0.50 17.45 18.97 -0.Ot 1.32 0.018 0.00 0.00 18.97 828-16 2.Q2 20.28 1.31 82&16 S1 t.16 97 75 0.024 18.00 18.68 0.7096 1.23 0.95 O.Ot 16.97 0.11% U.tt 19.08 0.50 0.01 0.01 19.10 0.50 4.63 18.31 19.31 0.� 0.02 0.000 0.00 0.00 19.31 St 0.63 20.43 1.13 83y16 836-16 0.64 5 12 0.012 15.74 15.94 4.0096 0.79 0.81 0.01 �8.58 0.03% 0.00 18.58 0.50 0.01 0.01 18.59 0.50 0.50 16.44 18.59 0.00 1.32 0.006 0.00 0.00 18.60 836-16 2.66 19.22 0.62 836-16 832-16 0.69 �9 15 0.024 17.47 18.12 0.82% 1.23 0.56 0.00 18.60 0.04% 0.03 18.63 0.50 0.00 0.00 18.63 0.50 0.63 18.75 18.75 0.00 0.02 0.000 0.00 0.00 18.75 832-16 0.63 19.87 1.13 84316 836-16 1.15 42 15 0.024 17.32 17.47 0.3696 123 0.94 0.01 18.36 0.11% 0.04 18.41 0.50 O.Ot 0.01 18.43 0.50 0.63 �8.10 18.43 0.00 0.02 0.000 0.00 0.00 18.43 836-16 0.96 19.22 0.79 S:i3-16 832-76 0.80 5 12 0.012 18.72 17.32 12.0096 0.79 1.02 0.02 18.81 0.04% 0.00 18.81 0.50 0.01 0.02 18.84 0.50 0.50 17.82 18.84 -0.01 1.32 0.010 0.00 0.00 18.84 832-16 1.52 19.87 1.03 832-16 828-76 0.9$ 84 15 0.024 17.61 18.00 0.46% 1.23 0.69 0.01 18.84 0.06% 0.05 18.89 0.50 0.00 0.01 18.9� 0.50 0.63 18.63 18.90 -0.OS 0.02 0.001 0.00 0.00 18.85 82&16 0.85 20.28 1.43 843-16 854-16 1.84 115 18 0.024 16.22 16.43 Q.18% 1.77 1.Q4 0.02 18.36 �.t0% 0.12 18.48 0.50 0.01 0.02 18.51 0.60 0.90 11.33 18.51 �.00 0.02 0_000 0.00 0.00 18.5� 85416 2.08 19.02 0.51 841}�t6 849-16 1.36 74 12 0.012 14.97 15.35 0.51% 0.T9 1.73 0.05 16.37 0.1246 0.09 16.40 0.50 0.02 0.� 16.47 0.50 0.50 15.85 76.47 -0.Ot 0.02 Q.000 0.00 0.00 16.46 849-t6 1.11 19.01 255 849-16 856-16 0.64 71 72 0.012 15.35 15.T0 O.A9°k 0.79 0.81 0.01 16.46 Q.03% 0.a2 16.48 0.50 0.01 0.01 16.50 0.50 0.50 16.2C1 16.50 0.00 1.32 0.002 0.00 0.00 16.50 856-16 0.8U 78.00 1.50 856-76 3 0.35 33 15 0.024 16.15 76.27 0.36% 113 029 0.00 t6.50 0.01% 0.00 1&.50 0.50 0.00 0.00 t6.50 0.50 0.63 16.90 16.90 0.00 0.02 0.000 0.00 0.00 16.90 S 0.63 78.00 1.11 85616 85b16 0.30 18 12 0.012 15.70 75.79 0.50% 0.79 0.38 0.00 16.50 0.01% 0.00 �6.50 0.50 0.00 0.00 16.50 0.50 0.50 16.29 16.50 0.00 1.32 0.000 0.00 0.00 76.50 855-i6 0.71 18.34 1.84 BSS16 S2 0.31 2T 15 0.024 15.79 16.06 1.00% 723 025 0.0� 16.� Q.Ot% 0.00 16.51 0.50 0.00 0.00 16.51 0.50 0.63 16.69 16.69 -0.09 0.02 0.002 0.00 0.� 16.59 S2 0.53 18.05 1.46 849-16 848-16 0.79 41 72 0.012 15_35 t5.55 0.49% 0.79 1.01 0.02 16.46 0.p4% Q.Q2 16.48 0.50 0.01 0.02 16.50 0.50 0.50 16.05 16.50 0.00 Q02 0.000 0.00 O.QO 16.50 84&16 0.95 18.20 1.70 EX 865-16a 3.38 17 16 0.012 1270 12.75 029% t_4p 2.42 0.09 14.36 0.16% 0.03 14.39 0.50 0.05 0.09 14.52 1.00 1.33 14.08 14.52 -0.09 1.32 0.121 0.00 0.00 14.55 86&1fia 1.flQ 2223 7.68 Assumed TW is 1/2 way up the c�vert 865-16a 86r16 3.38 52 16 0.012 1275 12.91 0.31% 1.40 2.42 0.09 14.55 0.1696 0.09 14.64 0.50 0.05 0.09 1d.78 1.00 1.33 1424 14.78 -0.09 0.02 O.Q02 0.00 0.00 14.69 865-16 1.78 18.95 4.26 86516 864-�6 3.39 33 16 0.012 1291 15.18 6.88°/s 1.40 2.43 0.09 14.69 0.16% 0.05 14.74 0.50 0.05 0.09 14.88 1.OQ 1.33 16.51 16.51 -0.09 0.52 U.048 0.00 O.QO 16.47 8&4-16 1.29 18.86 2.39 864-16 862-16 3.40 17 16 0.012 15.18 15.40 1.29°k 1.40 2.44 0.09 16.47 0.1T96 0.03 16.50 �.50 0.05 0.09 16.64 1.00 1.33 16.73 16.73 -0.�7 0.33 0.024 O.Ot 0.00 16.69 862-16 1.29 19.06 2.37 862-16 8G3-16 3.03 102 �B 0.012 15.40 �5.69 0.28°!e 1.40 217 0.07 16.69 O.t396 0.13 16.83 0.50 0.04 OA7 16.94 0.95 1.27 16.96 16.96 -0.04 0_02 0.001 0.01 0.00 16.92 863-16 1.23 18.50 1.58 863-16 S3 2.95 156 18 0.024 16.30 16.68 024% 1.77 1.67 0.04 16.92 02796 0.42 17.33 0.50 0.02 0.04 17.40 0.95 1.43 18.77 18.11 0.00 1.32 0.000 0.00 0.00 18.11 S3 1.43 78.68 0.57 863-16 8fi7-16 0.47 41 12 0.012 15.85 16.18 0.$Q°�6 0.79 0.60 0.01 16.92 0.01% 0.01 16.93 0.50 0.� 0.01 16.93 0.50 0.50 16.6$ 16.93 -0.03 0.68 0.020 0.00 O.dO 16.92 867-'6 0.74 18.81 1.89 867-16 668-18 0.48 40 8 0.072 16.18 16.48 0.75% 0.35 1.38 0.03 16.92 0.�3% 0.05 76.98 0.50 0.01 0.03 17.02 0.50 0.33 16.81 17.02 -0.O7 1.32 0.008 0.00 �.00 t7.03 868-t6 0.55 19.08 2.05 868-16 87416 0.22 107 8 0.012 16.48 16.93 0.42% 0.35 0.63 0.01 17.03 0.03°% 0.03 17.Q6 0.50 0.00 0.01 17.07 0.50 a.33 1726 t7.26 0.00 1.32 O.OQ1 0.00 0.� 1726 870.16 0.33 19.00 1.74 870-16 S4 0.25 123 15 0.024 17.27 17.75 0.39% 123 0.20 0.00 1726 0.01% 0.01 17.27 0.50 0.00 0.00 17.27 0.50 0.63 18.38 18.38 0.00 0.02 0.000 0.00 0.00 18.38 S4 0.63 19.51 1.14 868-16 8�-16 0.30 26 8 0.012 16.48 16_6t 0.54% 0.35 0.86 0.01 17.03 O.US% 0.01 17.04 0.50 0.01 0.01 17.06 0.50 0.33 16.94 17.06 -0.01 1.32 0.017 0.00 O.QO 17.06 859-16 0.45 19.29 2.23 869-16 860-16 0.32 92 8 0.012 1B.81 17.00 0.42% 0.35 0.92 0.01 1Z06 0.06% 0.05 �7.12 0.50 0.01 0.01 17.13 0.50 0.33 17.33 17.33 0.00 0.02 0.0�0 0.00 O.dO 17.33 860-'6 0.33 18.99 1.66 862-16 861-16 0.61 49 8 0.012 15.40 15.98 1.18% 0.35 1.75 0.05 16.69 027°./0 0.11 16.90 0.50 0.02 0.05 16.87 0.50 0.33 16.31 16.87 0.00 0.02 0.000 0.00 0.00 16.87 SSt-'.6 0.89 17.43 0.56 EX CB CO3 O20 52 8 0.012 15.76 1628 1.0096 0.35 0.57 0.01 16.43 0.02% 0.01 t6.44 0.50 0.00 0.01 16.45 0.50 0.33 16.61 76.61 0.00 1.32 0.003 0.00 U.00 16.61 CO3 0.33 79.93 3.32 Ass�med TW�crown�ppe CO3 CO2 0.14 39 8 0.012 16.28 16.67 1.0096 0.35 0.40 0.00 16.5� 0.01% 0.00 16.62 0.50 0.60 0.00 16.62 0.50 �.33 17.00 17.00 0.00 1.32 0.002 0.00 0.00 17.00 CO2 0.33 t9.72 2.72 CO2 C01 0.12 47 8 0.012 16.67 17.14 1.00Ye 0.35 0.34 0.00 17.00 0.01% 0.00 17.01 0.50 0.00 Q.00 17.01 0.50 0.33 17.47 17.47 0.00 0.00 0.000 0.00 O.QO 17.47 C01 0.33 19.79 2.32 ' PRQJECT: Ap;ion C-Boeing FOphlfne HYDRAUUC GRADELINE CALCUlAT10N3 ENTR HFAD�OSS:Ke FROM Td 4.3.5A KCSW DM W.O.B: 137� N1LET CONTROI:Hw/D FROM Fig 4.3.5C OR Flg 4.3.5D KCSINDM FN: HGLCALCS.XLS �E RUN: 100.YEAR DISCHARGE BEND HEAD LOSS:IQ�FROM Fip 4.3.4E KCSWDM DATE: 22�1an-18 JUNC HEAD LOSS:FROM Flg 4.3.4F KCSWOM l�l 1 ) �4) �5 l ) �8 91 �� ) (» (� ) �� ) �14) t5) 1 ) (1 (18 (19� (� � 1 BARREL FRICT. ENTR ENTR EJOT OUTLET INLET USE APPR BEND JUNC IOoss MEAD lOSS DEPTH CB RIM CQMMENT PIPE RUN PIPE OURET INLET P�E BARREL BARREL VEL TW SLOPE FRIC HGL HEAD HEAD ONTR� CONTR CONTROL VEL HEAD HEAD HGL CB TO RIM TO SEGMENT Q LEN S¢E 'n' ELEV EIEV So AREA VEL HEAD ELEV Si LOSS ELEV Ke LOSS LOSS ELEV Hwlp Hw ELEV ELEV HEAD Kb LOSS LOSS ELEV NO. INVERT ELEV HGL CB to CB (cfs) (fl) (in) (ft) (ft) (96) (sq ft) (tps) (ft) (ft) (96) (ri) (ft) (ft) (ft) (tt) (ft) (R) (ft) (ft) (fl) (R) (ft) (ft) (ft) jft) 845-16 84 16 6 56 41 14 0.01 .14 4. 7 .0 1.07 .14 0.58 75 1 1. . 15.83 0.50 029 0.58 i .TO 1. 1.7 7 . 1 . .22 0.44 0.096 0.04 O.W 16.64 84(L16 1.67 19.38 2.74 Assumed is al the bp the 4' 840.18 URE-781 523 22 16 0.012 14.97 1526 1.32% 7.40 3.75 0.22 18.84 0.3976 0.09 18.72 0.50 0.11 0.00 18.83 1.30 1.73 18.99 16.99 -0.Y1 0.04 0.009 0.00 0.57 0.13 16.91 RE-781 1.85 19.d0 2.49 Va!ve va�1t,reduoer,BF valve,expension URE 781A URE-781 523 5 '12 0.012 15.28 1528 O.W% 0.79 8.66 0.� 18.91 1.8296 0.09 17.00 0.00 0.00 0.00 17.00 1.9p 1.90 17.18 17.18 -0.38 0.02 0.008 0.00 0.19 0.07 16.88 RE-781 1.60 79.40 254 aNe vauk,reducer.BF v�ve,expansim URE-7818 Sdt-16 528 19 16 0.012 1528 15.30 0.2194 1.40 3.77 0.22 78.88 D.40% 0.08 16.94 0.00 0.00 0.22 17.18 1.30 1.73 17.03 17.78 -0.38 7.32 0.508 0.00 0.00 77.28 841-16 1.98 19.29 2.01 84�-78 642-�6 527 10 14 0.012 15.30 15.35 0.50% 1.07 4.93 0.38 77.28 0.81ys 0.08 1T.38 0.50 0.19 0.38 17.93 1.30 1.52 18.87 17.93 -0.38 1.32 0.508 0.00 0.00 18.65 842-16 2.T0 19.13 1.08 842-18 843-16 5.32 30 14 0.012 15.35 15.50 0.509b 1.07 4.98 0.38 18.05 0.83!6 025 18.30 0.50 0.19 0.38 18.88 1.30 1.52 77.02 18.88 -0.OB 0.02 0.002 0.02 0.00 18.62 843-16 3.32 19.13 031 843-18 841-�6 2.48 5 14 0.012 15.50 15.52 0.40% 1.07 2.32 0.06 18.82 0.18% 0.01 �6.83 0.5U 0.04 0.08 18.95 0.80 0.93 18.45 18.95 -0.09 1.32 0.113 0.00 0.00 18.96 844-16 3.48 1920 022 844-16 635-16 2.51 42 14 0.012 15.52 15.74 0.52% �.07 2.35 0.09 18.98 0.18% 0.08 19.D6 0.50 0.04 0.09 19.19 0.80 0.93 16.67 19.19 -0.09 0.02 0.002 0.02 0.00 19.12 835-16 3.38 1926 0.14 83r16 83318 1.90 84 12 0.012 t5.74 18.34 0.71°b 0.79 2.42 0.09 19.12 02496 020 19.32 0.5Q 0.05 0.09 19.45 0.90 0.90 1724 19.45 A.03 0.02 O.U01 0.00 0.00 19.43 63�16 3.09 19.87 0.44 833-16 831-16 1.05 42 12 0.012 16.34 16.55 0.5094 079 1.34 0.03 19.43 0.0796 0.03 19.46 0.50 0.01 O.Q3 19.50 0.60 0.60 17.�5 19.50 -0.03 1.32 0.038 0.00 0.00 19.51 831-16 2.96 20.11 0.60 831-16 829-16 7.07 47 12 Q.012 18.55 16.78 0.49% 0.79 1.36 0.03 19.51 0.0896 0.04 19.54 0.50 0.01 0.03 19.59 0.60 0.60 77.38 19.59 -0.02 1.32 0.021 0.00 0.00 19.59 829-16 2.81 20.30 071 829-18 828-16 7.07 5 72 0.012 16.78 16.95 3.40% 0.79 1.36 0.03 19.59 0.08% 0.00 19.60 0.50 0.01 0.03 19.fi4 0.60 0.80 17.55 19.64 -0.02 1.32 0.021 0.00 0.00 19.64 82&16 2.69 2028 0.B4 82516 St 124 97 75 0.024 78.� 18.68 0.70% 123 1.07 0.02 19.64 0.12% 0.12 19.78 0.50 0.07 0.02 19.79 0.60 0.75 19.43 19.79 0.00 0.02 0.000 0.00 0.00 19.79 S1 1.11 20.43 0.84 835-16 836-16 0.75 5 12 0.012 15.74 15.79 1.�% 0.79 0.95 0.01 19.12 0.04% 0.00 19.12 0.50 0.07 0.01 19.14 0.50 0.50 1629 79.14 -0.01 1.32 0.009 0.00 0.00 19.14 836-76 3.35 1922 0.08 836�6 832-t8 0.80 79 15 0.024 17.47 18.t2 0.82% 1.23 0.65 0.01 19.14 0.05% 0.04 19.18 0.50 0.00 0.01 19.19 0.50 0.63 18.75 19.19 0.00 0.02 0.000 0.00 0.00 19.19 832-16 1.07 �9.87 0.68 &q3-16 836-i6 1.34 42 15 0.024 1T.32 77.47 0.36% 123 1.09 0.02 18.82 0.15� 0.06 18.88 2.50 0.05 0.02 18.94 0.50 0.63 18.10 18.94 0.00 0.02 0.000 O.DO 0.00 18.94 836-18 1.47 1922 028 833-18 832-16 0.93 5 12 0.012 16.72 17.32 12.0096 0.79 1.18 0.02 19.43 0.06% 0.00 19.43 4.50 0.10 O.D2 19.55 0.50 0.50 1T.82 19,55 -0.01 1.32 0.019 0.00 0.00 19.55 832-18 223 19.8T 0.32 832-18 82&16 0.99 84 15 0.02� 17.61 18.00 D.46% t.23 0.81 0.01 19.55 0.08% 0.07 19.62 5.5Q 0.06 0.01 19.69 0.50 0.63 18.63 19.69 0.00 0.02 O.00D 0.00 0.00 19.68 828-78 1.68 2028 0.60 D.00 843-16 854-16 2.14 115 18 0.024 1622 16.43 0.1896 1.77 121 O.D2 18.82 0.74% 0.16 ?8.98 0.50 0.07 0.02 19.01 0.68 7.02 17.45 19.01 0.00 0.02 0.000 0.00 0.00 19-01 854-16 2.58 19.02 0.01 84a16 849-16 1.59 74 12 0.012 14.97 75.35 0.5196 0.79 2.02 0.06 18.64 0.17% 0.12 16.78 0.50 0.03 0.06 16.88 0.80 0.80 16.15 18.86 -0.01 0.02 0.000 0.00 0.00 18.85 849-18 1.50 19.01 2.18 849-18 85fr16 0.75 71 12 0.012 15.35 15.70 0.499e Q79 0.95 O.Q7 16.85 0.0496 0.03 16.87 0.50 0.01 0.01 16.89 0.50 0.50 1620 i6.89 0.00 1.32 0.002 0.00 0.00 16.89 $58-76 1.19 18.00 '1.11 858-78 S 0.�1 33 15 O.Q24 16.15 1827 0.36% 123 0.33 0.00 16.89 0.01% 0.00 16.90 0.50 0.00 0.00 16.90 0.50 0.63 16.90 76.90 0.00 0.02 0.000 0.00 0.00 16.90 S 0.83 18.00 1.10 0.00 856-16 855-16 0.38 18 12 0.012 15.70 15.79 0.5095 079 O.d6 0.00 18.89 0.0196 0.00 18.90 0.50 0.00 0.00 16.90 0.50 0.50 1629 18.90 0.00 1.32 0.000 0.00 0.00 16.90 85�s16 1.11 18.34 1.44 85St6 52 0.37 27 15 0.024 15.79 16.06 1.00% i23 0.30 0.00 16.90 0.01% 0.00 7B.90 1.50 0.00 0.00 16.91 0.50 0.63 76.69 16.91 -0.13 0.02 0.003 0.00 0.00 16.78 52 0.72 16.05 127 0.00 849-18 848-�6 0.92 41 12 O.Ot2 15.35 15.55 0.49%, 0.79 1.17 0.02 18.85 0.�% 0.02 t6.87 0.� 0.01 0.02 16.90 0.88 0.68 1623 16.90 0.00 0.02 0.000 0.00 0.00 16.90 848-16 1.35 1820 1.30 EX 86S16a 3.98 77 16 0.012 12.T0 12.75 029Ye 1.40 2.65 0.13 16.86 0.23% 0.04 16.90 0.50 0.08 D.13 17.09 0.90 1 20 13.95 17.09 -0.t3 1.32 0.167 0.00 0.00 17.13 865-16a 4.38 2223 5.10 Ass�ned 7W is a!fhe top of tAe 5'tuvlett 865-16a 865-16 3.� 52 16 O.Q12 1275 12.97 0.31%a 1.40 2.85 0.13 17.13 0.23% 0.12 1725 0.50 0.06 0.13 17.44 0.90 120 74.11 17.44 -0.13 0.02 0.003 0.00 0.00 17.31 96578 4.40 18.95 1.64 86516 864-16 3.99 33 18 0.012 12.91 15.18 6.88% 1.40 2.86 0.13 17.31 023% 0.08 17.39 0.50 0.06 0.13 17.58 0.90 120 18.38 17.58 -0.13 0.52 Q.O66 0.00 0.00 17.52 864�8 2.34 18.86 1.34 664-16 862-18 4.OQ 17 16 0.012 15.18 15_40 129% 1.40 2.88 0.13 17.52 023% 0.04 17.55 0.50 0.06 0.13 17.75 1.70 1.47 16.87 17.75 -0.10 0.33 0.033 0.01 0.00 1T.69 862-38 229 19.06 1.37 862-16 863-18 3.55 102 16 0.012 15.40 15.69 0289'0 1.40 2.54 0.10 17.69 0.1896 0.18 1T.88 0.50 OA5 0.10 18.03 1.02 1.38 17.05 18.03 -0.06 OA2 0.001 0.01 0.00 17.98 863-18 229 18.50 0.52 863-16 53 3.45 156 18 0.024 16.30 16.68 02d1 1.77 1.95 0.06 17.98 0.36°Io 0.57 18.54 0.50 0.03 0.06 18.63 0.70 1.05 17.73 1&.63 0.00 0.02 0.000 0.00 0.00 18.63 S3 1_95 18.68 0.05 663-16 867-16 0.58 41 12 0.012 15.65 16.18 0.80% 0.T9 0.71 0.01 17.98 0.02Ye 0.01 17.98 2.50 0.02 0.01 18.01 0.50 0.50 18.68 78.01 -0.Q4 0.68 0.027 0.00 0.00 18.00 867-t8 7.82 18.81 0.81 867-16 868-16 D.58 40 8 0.012 78.18 16.48 0.75% 0.35 1.60 0.04 18.00 0.78% 0.07 18.07 3.50 0.14 0.04 18.25 0.50 0.33 18.8� 18.25 -0.Ot 1.32 0.011 0.00 0.00 1826 868-i6 1.78 19.04 0.78 868-16 870-18 0.28 107 8 0.012 16.48 16.93 0.42% 0.35 0.74 0.01 1826 0.04% 0.04 18.30 4.50 0.04 0.01 18.35 0.50 0.33 1728 18.35 0.00 1.32 0.001 0.00 0.00 18.35 870.16 1.42 19.00 0.65 870-18 S4 0.29 123 75 0.024 77.27 17.75 0.39% 1.23 024 O.OD 18.35 0.01°Je 0.01 18.36 5.50 0.00 0.00 18.36 0.50 0.63 18.38 18.38 D.00 0.02 0.000 0.00 0.00 18.38 S4 0.63 19.51 1.14 , 868-16 869-16 0.35 26 8 0.012 16.48 /6.81 0.50% 0.35 1.00 0.02 1826 0.07% 0.02 18.28 7.50 0.12 0.02 18.41 0.50 0.33 16.94 78.41 -0.02 1.32 O.Q23 0.00 0.00 18.41 86376 1.80 1929 0.68 869-�8 86416 0.37 92 8 0.072 16.61 17.00 0.42°,4 0.35 1.06 0.02 18.41 �.0896 0.07 18.49 8.50 0.75 0.02 18.65 0.50 0.33 17.33 18.65 0.00 0.02 0.000 0.00 0.00 18.65 860-18 1.85 18.99 0.34 862-16 88�-78 0.77 49 8 0.012 15.40 15.98 1.184', 0.35 2.03 0.06 17.69 029°'0 0.14 17.83 0.50 0.03 0.� 17.93 0.50 0.33 16.31 17.93 0.00 0.02 0.000 0.00 0.00 17 93 861-16 7.95 17.43 -0.50 Ponds rn gr�sed swale for Q700 0.QO EX CB CO3 0.T4 52 8 0.012 15.76 1628 7.00°!s 0.35 0.69 0.01 16.43 0.0.3% 0.02 16.45 2.� 0.02 0.01 16.47 0.50 0.33 16.61 1fi.61 0.00 1.32 O.Q04 0.00 0.00 '16.61 CO3 0.33 19.93 3.32 CO3 CO2 0.16 39 8 0.012 1628 16.67 1.0096 0.35 0.46 0.00 16.6� 0.01% O.Ot 16.62 3.50 0.01 D.aO 16.63 0.50 0.33 17.00 17.00 0.00 1.32 0.003 0.00 0.00 17.00 CQ2 0.33 19.72 2.72 CO2 C01 0.14 47 8 0.012 16.67 17.14 1.0096 0.35 0.40 0.00 1T.00 0.01% O.Ot 1T.01 4.50 0.01 D.00 17.02 0.50 0.33 17.47 17.47 0.00 0.00 0.000 0.00 0.00 17.47 Cp1 0.33 19.79 2.32 Boeing Lift Station Design ', Project Name: Apron C-South Pump Sta\tian Project Number: 2022.13726.02.04E I Project Location: Renton,WA Client: Boeing Commeraal Airplane Group ' Flow Rate Peak Design Flow Rate,�= 1500 gpm Velocity Check(at peak design flow) At peak design flow the a minimum scour velocity of 2 ft/s must be m�ntained. Q=ijelocit�x Arec Nominal Pipe Diameter= 12 DIP CL 52 Inside Pipe Diameter= 12.46 inches Velocity,�= 3.95 ff/s O.K. Nomin�Pipe Diameter= 12 DIP Cl 52 Inside Pipe Diameter= 12.46 inches Velocity,v= 7.89 ft/s FF�gh_Scot�Velocity Design Volumeof Wet Well —� VolumQY—TimexFlowRat 4 Number of Pumps= 2 Starts per Hour= 4.5 Pump Cycle Tim� 30 minutes Cycle Time per Pump, T= 3.333333 min./cyc{e Votume,V= 1,250 gallons Minimum Wet Well Stora �„ Estimated � Length Width Depth > ft ft ft � 5 8 4.18 N 6 8 3.48 7 10 2.39 w stimated � Diameter Area Depth � ft ��) ft -� � 7 38.48 4.34 �° 8 50.27 3.32 �Design Wet Well 10 78.54 2.13 Forced Main Volume Check 12"Length of Foroe Main,L= 18 ft Force Main Vdume= 114 gallons Q:\24113726-01150Desgn\Apron C\Storm DrainagelPump InfolRenton Apron C Pump Design.�dsxRenton Apron C Pump Design,�ls�C �, � ,, � Y I 8 O Q O O O�P ry n S'�l h V n R Q�ry 8 8 ��$g��'�:r1+Y�Y�w,++$„�8 S � Q �v o 0 0 0 0 0 0 �o o D �`� 8888888888$�88888888 ^$$$8QOQgg8838$8Ci8$�$$ 0 �•4�dnni1d.� o0000 0000 000000 o n a n n n n n n n��n�e� o 0 0 0 0 0 � �� a�eaRgaaa��ass7�sF¢�$a ssgas.s��e�=�s�es�s78$ � p c d o��N n ��r�o �3 S.�.X 2.t X�� S• ��iY�g�Y�C��R9gY�Y.Yg�S�gY "8888sog$8d�g888��88 8 �� M O O O O O G C1 O� z � ' �8asas=c�te�s�s��sx�:ss 8 �os��'s��$ _ _ �sx � 0 � 0 a p C i ro 4 q Q 4 R 4 a 4 o g O g��$8 ; �o 0 0 0 0 0 0 o a a o 0 0 0 0 0 � V � m q d ��o�<0�'1� 4��'/aw��'qS'n01��V A�Y�r�.88 O �o o,n O o o� �N n �n Y�v O G r � � V p � ��OII� �B�Y�B��7�piP.al�i�I`n877iI`i1P�S4H �S'��1RNnFi�i� �00000- NN.v .�voo y � � � 3 ��x � $ SSS �' �p7g�%S `<18�8RS��o oa�o��q�4 3 �08888�53it$ a (!� �oo 00 �o'.._��ooR.��$8��R$9�3�8 � �oo � o � 5 � p � a d� E � � � � � � �E � -� ,ox��x��s=�3§Coa g a ooa��o_ ��r W x N %� `� � �� ° iy�y � �� $�� a #�bl �8.s�� !�� - 0 Plant Lift Station Pipeline System Curves (C=100,120,140), 12" FM to Receiving Structure; Hidrostal E8K-SS Pump Curve 50.0 45.0 40.0 35.0 Design Point: 1500 G PM � 18.0'TDH �—C=100 � 30.0 � —�—C=120 x 5 25� -�r—C=140 E � —�—Hidrostal E8KSS � 20.0 !� 0 � 15.0 10.0 5.0 0.0 0.0 200.0 400.0 600.0 800.0 1000.0 1200.0 1400.0 1600.0 1800.0 2000.0 Flow Rate(gpm) .,i�,,,;.� 3-01150DesgnlApron ClStorm D�ainagelPump IntolRenton Apron C Pump Desgn.�dex ` ppWL H KM Weir Specialty Pumps � I Quotation Summary 15 Sep 2015 APSCO-Municipal Quolalion number: 4643U0 P.O.Box 2639 Revision: (98083-2639) 1120-8th Street Kirkland,WA 98033 Attn: Joe Kemkamp Projoct: 8ellevue Stormweter-DOWL Your reference: The tollawing is a price summary tor this quotation.Piease see item spec�c pages ior more delafls. tem nwnbw Sarvice 8ii� Unft Prk� Unk Frelpht Qty Exte�dsd P�la 001 Slormwafe� EBK-S3 S.______ s......... 2 :__.._._ ', Subme►s�mme ' � Grand Total S----_._. I PUINP FEATURES: fUl Weir Speciatty Pumps are desig�ed to reduce maintenance costs through greafer pump reliability and improved mean time between tailure. SCOPE OF SUPPLY: Only that materlal detaifed in this quotatan is being o(fered.No assumptions shouid be made that anything not specificaNy specified is induded. QUALITY STANDARDS: Weir Spedalty Pumps-Selt lake City,UT is an ISO 9001-20Q8 certi(led plant. VALIOITY: This oNer is valid for 15 days from dete Issued.Quoted prices will be held firm through shipment ii order is released for manufacture within 60 days irom order entry date. PRICE: Price quoted Is(or all items purc�iased at one time.In the eveni o!a pariial order,we wiU rev{ew and adjust accordingly. SHIPMENT: Approximefely 14 weeks aRer recefpt ot approved purchase order and/or tinai approv�o(subm�tal and drawings. WARRANTY: The attached We'a Specialty Pump Warranty applfes. START-UP: Not inctuded. TERMS AND CONDITIONS: W�+r Specially Pumps General Sales Policy(GSD-30)applies. PAYMENT TERMS: 10096 Net 30 days(subject to credit approval) i I Wetr Speclalty Pumps•444 West 800 South � P.O. Box 209(8411Q-0209)• Salt Lake Ciiy,UT 84101 phone:801 359 8731 • fax:801 530 7828 •www.weirsp.com � Weir Speclalty Pumps 15,3.i.0 • • Custc�mer • APSCO �.9unicsp�l Size/Stages L23K-SS Submersbh=E?imn�rsiblc i 1 - ----- ---- --._.e ----- --- .—. . .._ IiFm number U01 Pump speesd t t 35 rpm _ ___ __ ___._ - Lustwner retet�nce Quale number 484300 . � t�!s` C'.c�:�:'n;:�llOtt _ . _ —_ __-- --- _ 2 E8K-SS Submar$lbluilrrt�»eiSib/e Wet E�d Pump Options Cast Iron Case � Llner Material High CFuome L��(regulabie) Grooved liner 8una Wet End O-�ings Slafnleas S1ee!Pump Harti►vare Ducula Iron Impe�er DrivK H(drosWl Molors W5P Supptied Molor.WSP Supplted Moler 10.fiHP 1133.0#2PM Sfarsdard Ettlaancy t EEXOB Immers�Hidrosta1144otor All mot�s ias sized and sc�ecied�accordance with Nydrauiic lnslih�te Grade 2-28 perlamance test aoceptanca grades and tderances which adds 696!n�rated hwsepower requirement ot the pump.This calculalion has not changed the rated horsapower or alfi�feruy showrt on Ihe Pertwrnanoe Oata Sheet.Yiew the C�k for more Informatlon!rom Hydreufic Instilute: Hidrostal Yotor OpNons Standard 50 ft(16 m)Cab�a Length NoUoe:The slandard qble length on O,E,and F sixe FiiOroatai mWots hes been c�arged la 5fl ft.(16 M).AH ofhet cabte fangths will retnain t be 32 fl.(t0 M}. Maisture DeteZtor Relay Pump Support Pump Support Cast tron FastouUSlesl Base Bronze Gulde Shae • 30 Foot Cabie LiRing System ProtecNvs CoatEngs Paint manufactu�e►b typo � Peint Preptuatlon:Standard p�n1 preQaratlon{clean and 6tesij i WSP SlandBtd Blue Pefnt-Prime and Top COat Packing&Shippfng ShiPP�^9 No Boxfng WSP�eusian Carrier Frafght Rates Frefght Rates-Washktgfon:Washa�glon Material Tesliny AAateriai TesW�g No Hardness Testing No Non-Desttuctisre 3e5ting Tasting Testfng Required Ptr(wmanea tasting 5 Pdnt PerTortn�ce Tesi.Sing�e Speed 9are Pump Tes1:8are Pump Test PE CeAified Welyh� BaresfiaR Pump 374.� Baseplate 3pd.lbs 1�Ye�r 5pa�ialty Pumps•440 West 800 South• P.O.Box 209(84110-0209)• Snft Lake City,UT 84t01 phun4.Bbt�59 8731 (ax:BOf 530 7878 ��vw vreusp-Corn � Weir Speclalty Pumps 15.3.1.0 . � � C2±y � Da��ticn : : -- -- --- ; Uuvur .srJ_ibs �---� —t Misc.Weighl0.lbs Misc_Weighl 0.1bs Misc.Weig�l0.lbs Tdai Per UrtN We1gh11044.bs � � i ! i I we•r spec�aky�-aao wes�eao sou�n• P.a.sox 2os(aa»o-o209�• sait Ga�ce ary.uT a��o� pho�:801 359 8731•(ax:8ot 530 7828 •www.wekap.com Weir Specialty Pumps �� wvrw.weesp.oam � ' • - • . , I Custarr�r :RP:iCC)-hluniciEaat C)uo?e numt,er q6434p � �Gustonter relerence . :Sim :EBKSS Subme�sibiellmmersibEu 'i�n numCer :047 Stages :1 oervice :Storrtwrater Based on curva nurriber :P25-D118 �Quantity :2 Date last saved :15 Sap 201511:12 AM • . . Flow,rated :1,500.0 USgpm Liquid typcs :Water DI((eronit�head 1 pressure,rated(requested) :18_GQ It Additi�onn�l liquid desaiption . t�+llerenU�head i pressure.��lad(adualj ;98.11 fl SoGds diameter.max :U.00 fn Sudfon pressure,rated!max :0.00 i 0.00 psi.g SoNds ca�entratbn,by vnlume :0.00% NPSH availahle,rated :Am�e Temperature,max :68.OD deg F Frequency :6U Hz Fluid dsnsirty,rated/rt�x :t.ODO!1.000 SG Yescosity.raled :1.00 cP Speed.rated :1135 rpm Vspor pressure,rated :0.34 psi.a Speed.maximum :1800 rpm Speed,fninimum :850 r�xn MaEerfal selected :Standard [ff+�r�cy :77.i 7 96 ► NPSH retavired!margin required :-10.00 k MaxMiwm woHcing pressure ;7.79 psi.g �9 C��'+I�S��P•BYe flow) :NJA Metnc units Maximum albwaWe warking pressuro :72.50 psi.g MGSF :5T4.5 USgpm Ma�cirrwm�lowabie suclion press�e :N!A Head max�wm,rated spcsed :A3_50 fl Hydrostalic test pressure :NtA Head rise lo shutofl :141_66�6 � s Fbw.best efl.tw+nf(BEPj :1.257.3 US9pm Driver sizing specification :Rated povver Fbw raGo(rated/BFP} :i i9.3U°,6 Margin over sped�icat� :0.00�6 Speed ratio{rated!m.ix) :53.06% g�ryi�(� ;�.pq ti�sae ratlo(ratesa speea�ma�c spead) :29.15 9to Fovret.nyarauYc :s.s2 np Cq!(�lCelCn (ANSI/HI 9.6.7-2010j : i.00!1.00/1.00/1.00 p�.�� :8.83 hp Selection status :�A� Power,ma�dm�xn.tated speed :8.$4 hp Mkdmurt►recartxnended molar r�6ng :10.OQ hp/7.46 kW ,o.o j 7.5 f r � SO a 25 -- QO 160 `_� 10p 135 - 90 t?Q - BO 1800 iP5 70 � – � � K � 75 50 � � 60 — – 10 ,5 1135 — JO 90 ?d � 15 10 �0 200 �00 600 E00 1,000 t�00 1.�00 1.600 t:l00 ,��000 2,�00 �.�00 2.A00 2.a00 �.ODO J.200 Flaw-USppm �u..e.e......�..u..o,.....,..n....�..►�.. �a�+nn re e.,.,on�e��.��wu . .. -- .- � C«npary:Do�w� m�:�T�►��, -7y�'dro3-�//�ymp=,� �ate: iH/2016 �ump: _: . _ � ; __ `__ ' ',Seatch Cr�erh: � :::._ �� *::� Si�e E8K-SS Flow: 1500 US gpm Head. 18 ft Type: HIDROSTAL Speed� 1136 rpm :F�d: ` �._ � �� _ � SYnch Speed: Adustable Oia 10.875 in ___ Cwve: CUR-E9K-SS ImpeUer. E8K-SS Water � Temp�ature:60'F Density 82.37 ibJR Vapor Pressure: 0.2563 p6i a Speclfic Speeds� Ws: — Visoosity t.1Q5 cP Atm Pressure: 14.7�i a Nsa_ — NPSFia: .— Oinbnsions: Suction_ 8 in Oisd►arge' 8 in MplOr �_�.._____ __�_:__. _ . v_.;i. . . ; ; Standard: -- --- �I�+P�:�._ .__ _= - _.._.. _ Endosute: .-- Speed: .._ Temperalure: -- Panror: — Frame: -- Pressure: -- Eye Ar�: -- S�r►g CriReria Ma,c Power on Desiyn Curve Spf�ere Size: 41n I '. � ' ` � ..._�b,�an,..._ ��. ' � ( ._. '. I � � '. 1 � Fbw 1501 US gpm 80 1800 rpm 60 � ��i.�. _ : . � _ `__. , Head t 8 8 ' 85 1.` i ; en: »� ,Q ' '�� ' I � Pwrer: 8,8 hp 70 . : ,_ i_ : ___ 72 ` ►�SHr, 112 R �5 � �`�! � � �! ---��-'___ 60 _ . � � � 78 '�. � � __ ,�_..�._---- Shutolf F1ead: �3.9 f1 - -`� •• Sttulati dP- 19 psi ' • ' 50 � �� ` , AAin Fbw. 558 US Qxn � . __ ' .. ` 78 � _ , �P: 78.2�6 Q 1259 US�rn ' � , ` � ` . NOL Power: ' 8.82 t�p�1467 US gpm = 4� - ` � -� 75 ! ��_;_ : —��:tlfM�— t 136 tpm � ` T2 ; 'w�' Matt Power. 30 , � . 35.5 hp�2345 US�n �8 2 ` - .. - - - 3bhp - ' ` ~ 25 hp � 850 tpm ' _ ' , _ 20 hp �65 ` . . � - � -' -'_ _ �- 15 hp 2 "'�- -_� /�- - _ '- -_ ` j � 10 i 76 ..,��.�_ � :._ _ _ ` l O hp i � { --,� "76 T - . - - 7.5 hp ' f .i' 72 �._ _ - - 5 hp ; ✓� �. - ' 3tw i o -- i � z5o ~� �so ,000 ,z5o ,soa ,�� z000 zzso zsoo z�so a000 � � � _ . __ . . _ i i � N �� ' a � Z 0 250 500 750 100D 1250 1500 1750 2000 2250 2500 2750 30QQ US gpm ;Pe�fornuho�Ettiltu�: ____ ..__! Flow Speed Nesd EtFici�ncy Power NPSHr US g�m rprn It °,G hp it 1800 1136 12,4 69 8.02 12.6 1500 1136 18 77 8.8 11.2 1200 1136 21.6 78 $.41 1�.4 900 1136 25.2 74 7.72 9.84 600 1138 30.5 61 7_54 9.94 Seleded from cat�og: Hic�roslal US.60 Ve�s:1.1 PROJECT: BOEING APRON C SOUTH PUMP WO No.: 13726.02 DATE: 10/30/2015 SYSTEM CURVE CALCULATQR,PUMP STATION TO EXISTING 5 BY 7 BC1X CULVERT Receiving manhole invert elevation: 16.50 12"force main Fitting No. K Value Sum K Tee,tum 1 0.78 0.78 High Pant pumping against 19.00 Assumed HGL at receiving end 90 Bend 3 0.42 1.26 45 Bend/Wye 0 0.22 0 Pump elevation,assumed: 5S0 Gate valve,open 1 0.2 0.2 Swing check valve 1 1.4 1.4 Static lift: 13.50 Feet 3.64 Pressure ConL H-W h bss h(oss V head Sum Minor Static TDH Pressure From To Pipe Rating OD ID ID A L Q Q V C ft/1000 for Lft V^Z/2g K Loues Lift Pant Point SDR si in in ft ft ft m cfs f s ft ft ft ft ft ft si A B DIP CL 52 350 13.20 12.460 1.038 0.847 19 1,500 3.342 3.95 140 3.90 0.1 0.24 3.64 0.9 13.5 14.5 0.000 0.000 0.000 #DIV/O! 135 #DIV/0! #DIV/01 qDIV/0! 3.64 #DN/0! 13.5 #DIV/O) 0.000 0.000 0.000 #DIV/0! 135 #DIV/0! #DIV/0! #DIV/0! 3.64 #DN/0! 13.5 pDiV/0! 0.000 0.000 0.000 0.00 3.64 0.0 0.0 Total: 19 Total: 14.5 6.3 Pressure ConL H-W h bss h loss V head Sum Minor Static TDH Preswre from To Pipe Rating OD ID ID A L Q Q V C ft/1000 forLft V"2/2g K Losses Lift Point Point SDR si in in R ft ft m cfs f s ft ft ft ft ft ft i A B HDPE OR17 125 12.00 11.555 0.963 0.728 19 1,500 3.342 4.59 140 5.63 0.1 0.33 3.64 1.2 13.5 14.8 0.000 0.000 0.000 tfDIV/Ol 135 �iDIV/0! #DIV/0! #DIV/0! 3.64 #DN/0! 13.5 #DIV/0) 0.000 0.000 0.000 #DN/0! 135 #DIV/0! #DIV/0! #DIV/0! 3.64 #DN/0! 13.5 #DIV/0! 0.000 0.000 0.000 0.00 3.64 0.0 0.0 Totai: 19 Total: 14.8 6.4 Pressure Cont, H-W h bss h(oss V head Sum Minor Static TDH Pressure From To Pipe Rating OD ID ID A L Q Q V C ft/1000 forlft V"2/2g K Losses Uft Point Point SDR si in in ft s ft ft m cfs f s ft ft ft ft ft ft si A B DIP CL 52 350 13.20 12.4b0 1.038 0.847 19 3,000 6.684 7.89 140 14.08 0.3 0.97 3.64 3.5 13.5 17.3 0.000 0.000 45 0.000 #DN/0! 130 #DIV/0! #DIV/0! #DIV/0! 3.64 #DIV/0! 13.5 #DIV/0! 0.000 0.000 0.000 #DN/0! 135 riDIV/0! #DIV/0! #DIV/0! 3.64 lIDIV/0! 13.5 #DIVJO! 0.000 0.000 0.000 0.00 3.64 0.0 0.0 Total: 64 Total: 17.3 7.5 Pressure Cont. H-W h bss h loss V head Sum Minor Static TDH Pressure From To Pipe Rating OD �D ID A L Q Q V C ft/1000 forlft V^2/2g K Losses Lift Pant Point SDR psi in in ft sq ft ft gpm cfs fps ft ft ft ft ft ft psi A 8 HDPE DR17 125 13.20 11.555 0.963 0.728 19 3,000 6.684 9.18 140 20.32 0.4 1_31 3.64 4.8 13.5 18.6 0.000 0.000 0.000 tIDN/0! 135 #DN/0! #OIV/0! tiDN/0! 3.64 #DN/0! 13.5 #DIV/O! 0.000 0.000 0.000 #DN/O! 135 #DN/0! #ON/01 #DN/0! 3.64 tfDN/0! 13.5 #dIV/0! 0.000 0.000 0.000 0.00 3.64 0.0 0.0 Total: 19 iotal: 18.6 8.1 PROJECT: f�NTOW APRON C DISpiARGE HYDR/WLIC GRADELNE CALCUU►T1aiS ENTR HEAD LOSS:Ke FROM Tbl 4.3.5A KCSWqiA W.O_�i: 13726D2 It�ET CONTROL:F�dO FROM fig 4.3_5C OR Fg 4.3.5D KCSWDM Ri: HGLCALCS.XLS PIPE RUN: PUMPED pSCHARGE TO GRAVtTY BEND HEAD LOSS=im FROM Fg 4.3.4E KCSWDM DATE= 30-0d 15 SNGLE PUlAP 1,481 GPM=3.3 CFS JtR�1C HFAD LOSS:FROM Fg 4.3.4F KCSWOM I BOTH PUMPS 2.962 GPM-6.6 CFS,100-YEt1R PEAK Q (U t2) l�l (4) (5) (s) C�) ($) (9) (��) I») (� f tt3) (14) (�5) (�s) (�T) (7el (19) (�) (2�) BARREL FR1CT. ENiR ENTR IXIT pUTLET MLET USE APPR BEND JUNC HEAD LOSS DEPTH � COMMENT PIPE RUN PIPE OUTLEf INIET PIPE BARREL BAW2EL YEL TW SLOPE ff21C HC�L HEAD HEAD ONTROL CONTR CONTROL VEL HEAD HEAD FROP-T HGL CB TO RtM SE6MENT � LEN SIZE "n' ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS IOSS ELEV HwtO Hw ELEV ELEV HEAD Kb IOSS IOSS BED K�.5 ELEV NO. INVERT ELEV CB 4o CB (cis� (ft) (in) (ft) (ft) (Ya) (sq ft) (fps) (ft) (ft) (q) (ft) (fl) (ft) (fl) (ft) (fl) (fl) (ft) {ft) (ft) (ftJ (ftJ {ft) (ft) �DIYRN 0.00 #DN/0! #DIVA! ENTER �FDNA! �INA! �DN� 0.50 �DIV�! �DNA! #DIV/0! R O.QU 0_00 NDN1Q1 �DN1CN #DN/0! O.OD �NIOp 0 0.00 SINGLf PUMP,SET HGL A�CROWN I 12.23 �tDIVA! 0.00 #DNIO! �D�/A! 0_00 NDNA! �IVA! �N@! 0.50 �NIQ! #DNIO! #ON/O! O.DO O.OQ 1223 �kDN/0! -028 O.U00 0.00 iDNlO! 1&.23 0 4.00 ON DISCHARGE�INE IN TO BOX CUVLERT BOX CB 3.34 15 12.0 0.012 1520 15J0 3A2% 0.79 4.25 028 16.23 0.7496 0.11 16.34 0.50 D.14 0.28 16.76 1.30 130 17.00 17.00 -0.25 U-000 0_00 0.00 16T5 CB 1.05 20.00 d/U M BOX Cli1/LERT=0.8 CB PUMP 3.3d 20 12.4 O.OJ9 16.40 20.00 18.(m% 0.84 3.98 025 16.75 0-35% 0.07 16.82 0.50 0.12 025 17.19 0.10 0.10 20.10 20.10 #DNIO! #DN/0! �_Od 0.00 11DN/0! UM #DIVIO! APPROXIMATES VELOCfPI W FORCE MAIN #DfV10! a.00 #DNIO! #DIVN! #DNfO! AtDIYlO! l�NiO! tIDMDi 0.50 !�NlO! #DMlD! #DNl01 O.1Q 0.00 0.�0 1tDNl0! #DN101 #DNIO! 0_� 0.00 #DNIO� 0 i�IV/0! #DIVlO! 0.00 #ONlO! #�fVA! ENTER #DIVA! �IVA! #OMOi 0.50 �N/0! #DN(0! #DN/01 NTER O.OQ 0_00 #DN/0! #DN/0! #DNIO! 0.� #DNlO! 0 0.00 `OTH PUMPS,SET HGL AT CROWN 1221 #DNl�! 0.00 #DNIO! #DIYiD! 0_00 #DNIO! #�IVA! #DNNi 0.50 �NlO! #DN10! #DN/0! O.OQ �.00 12�3 #DNlO! -1.12 Q.000 0.� #QN/O! 173'. 0 5.D0 �f30X CULVERT,d1�=1.Q BOX CB 6_68 15 12.0 0_012 1520 1570 3.d1°6 0.79 8.51 1.12 t�1l 2.96% 0.43 17_66 0.5D 0.56 7.12 19.35 3.Od 3.00 1870 19.35 -0.99 0-000 0.00 0.00 1836 CB 2_66 20.00 CB PUMP 6.68 20 12.4 0.009 16.40 20_00 18.00% 0.84 7.97 0.99 18.36 1.40% 028 18.64 D.5D 0.49 0.94 20.12 0.10 0.10 20_10 20.12 0_00 0.000 0.00 O.DO 2D_12 M 0.12 APPROXIMATES VELOtfTY IN FORCE MlUN I 0_00 2D.12 �DIVI01 �IViO! �NfO! 0.50 0.� 0.�0 �tDNlD� NTER U_00 0_00 �RDIV10! �2EF! �REF! 0.00 D.OD �kDN10! 0 A�IV/0! APRON C PEAK FLOWS: TARGET DUTY PONT SOH.1�-YEAR PEAK: FORCE MAIN 72"DiP CL 52: EVENT CFS GPM 100-YR 6.6 2,962 1,500 GPM �18 FT TDH (334 CFS) AT 1,500 GPM V=3.98 FPS i1PSTREAM PiPE APPROXIMATES FORCE MAIN VELOq7Y AT PUMP RATE OF 3.95 FPS. 2rYR 5.6 2,513 14YR 4.5 2,020 AT 3,000 GPM V=7.97 FPS UPSTREAM P1PE APPROXIMATES FORCE MAIN YELOCITY AT PUMP RAFE OF 7.89 FPS. 2-YR 2.3 1,032 Boeing Storm Sump Lik Station Design Pro}ect Name: Apron C Renton Project Number: 2024.13726.02 ProJect lceatlon: Renton,WA Client: Boei� Flow Rate Peak Deslgn Flow Rate,� 150 gpm Velocity Check(at peak design flow) At peak design flow the a minimurn scour velocity of 2 ttis must be maintained. �=Vs/oelry x An� Nominal Pipe Oiameter= s Inside Pipe Diameter= ? Veloclty,v= 6.81 ftis i::yrE,.��:t:u:_•v;.i.,��: Nominai Pipe Diameter= Inside Pipe Diarneter- 3 inches Velocity,v= 6.81 ttls High Scour Vebaty TNr�e x I7oirRutr� !uk�me,l'-------�--�a-.- Design Volume of Wet Weli I Number of P�nps= ' Staris per Hax= � Pump Cyde Time= 1� m�nu• Cyde Time pe�Pump,T= 15 min%� .� Volurt►e,V= Minimum Wet WeN Stora9- _ - _� ri,:r; , � '_` � Length Width Depth > ft ft (ft , m � � 5 5 3.01 'c 8 6 2.09 � 7 7 1.53 Es6mated � Diame#or Area Depth > (ft) {ftz) {ft) v a 5 19.63 3.83 � 6 28.27 268 li-=�r�n';'d�;'..�I: � 7 38 48 1 95 Forced Maln Volume Check 3"Length of Fotce Main,L= 38 ft Force Main Votume= 14 gallons Q:124113728-01�.i0Uesgn�Apaon c;�San Lfi StauonV+pron C Va�!rn SUeWP PUAsp p�,�n rls,cApr�n C Vauqtui SUMP PVMP De�gn�Is..'�oow� H K M � Y I �s$s�s��'a�Js��l `�=�n��x� ^Sc�°�-�r��Is��-a�'��rx��j( a;g;.s J "��1D 6 O CIO D�O Olq O'O J i G�O 6�W 4 iY O Jll'�h N h'!'�1'11V n�A P)f6♦ 1� '(..+ f I � � __' y "'° / � F i . �.^� 1 � • F ^ � ' ( � � : i " 0 � ��Y4fQ��:e�e�y�3'59��9SS =8'08� mR€'�C«'a«:n'e :F.�$C�� y • '� .r �� 's o 00 0�o brooe- .. � ti�r:r: �_ � �.i n • ` � � � rs�. � $��R R�t+R:�n$8$_;=Pe' ��S�i8�f�' n-`�Pr n�'R�,�. �w:7�.�e;=3'�J";"o��3'� � 0 o d o e o a o e m�� ..�� $N�«a d_ � � _ nts: n o<CI €� � � i � � i ' p a e�b aim a��a o e�c eim o'o o�Iti a�ota o�e �ry S+�P R..^�,'n.�i b'�D�ri q�y-',�r1�e N.4+ �!'.�p � � � Ig OYO OIO O O O O O� N�N N/1 n�� I { ' �' � � � � � � � S i � � ��PR�S�SRQ�$'_Rs�R�R$R� J�'"��I��i+��a��g("a' i M A� r�^ .. ..d_ ��j� � �� ' ' 1 i � � k ' ' ' � � ; � � , ; . � � s � -' ; ��sae�x��)))"�R�"»�za�yssas�-. .., t ,,, !, �oaa o me O��F�NMiff TNne• > �� i ; � ! � � � � � � � / � „ ' : ~� \�p�p��s� 1 ��f��eV�n.~.�O O a�$�iP.�ii�r(M1N « = ~ h w�M� � � k I O C O��N/1'I A M� , O;O t y�w u. a� r � { $ "� } � _ � i s �g i � � i d ' � 6 � i i � i � ,�s� a.. .�� ( � � `�$"a�3 S��S.^.�.�.Si n�F".n��i n{R.'Q��$'�1� �rfo�n na w n��o�,R� o��n,�.::.d^w•. r� j ` m m d b e•o 0 o e o'6 o'ei B�e o d a d o qg ;..i...... �� 1 j � � � ( � � � 3 i �4 � ; , � '� '.+'� � j �� ! { � � 1 �; � f � s t) 4pi 1 3�a�A d"��^ ,.,$.�g,Q��i e o�'Q o o e e o e a,4�a bfQ olo 0 0 0 o q K, � N . � o -�s.RRSA$�6881�RiRSR�k8it� } �g�'�=�=R�� ; � � i !� � ti 1 � � ` � � o < < N ` � � # � a . B� � $ -^^��a8s��-'��'R��AR�� W g y y� O f o o�o 0 o a�tl o�0 0•e o a o o S a . �� i ' � gV 4�l U� � � o a g � a � ,� s�� b:y�'� J ��; �� ' � s ' �_��2 �� j � S I � ��. � � { N o �� a,�e��¢ I i I � o ��e�= t'�, Storm Sump Lift Station Pipeline System Curves (C=100,120,140�� Prpsd. 3" FM to Gravity Yaughn Chopper SE3F 5 HP 480V 3 Ph 1750 rpm 5.5" Impeller 25.0 Design Point: 150 GPM 15.2'TDH 20.0 —_ _.... _._ � � tC=100 -.._' m � C�120 = i � 15.0 - � --t-C=140 ' E �I � i —+�-Vaughn SE3F 5 HP o �. � 0 � 10.0 .. .._ .... ..�. 5.0 — ___. _ _.._ _ . _.— —. __ Flow Rate(gpm) 0.0 . 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.Q Q:124\13726-01�50DasipnVlpron C1San Uft StationlApron C Vauphn SUMP PUMP Oesiyn.�dsx �oaw� M KM � tl�tmr�fc•/ic�r! rKrli��hr'h'ty C��r �� au har�� PERFC)RMANCE RVE CU Models: CURVE POWER SPEED IMPELLER SE3F HP/KW RPM DIAMETER A 514 1750 6.50" 165 mm B 5 /4 1750 6.00" 152 mm Back-Puli-Out Casing c 5 �4 �750 5.50°� 340 mm 2-Blade Impeiler C�N�T OPCRATL F'UPtIF'iN UU t 1 LU F'��F2 41ON UF (:UItVt�:i.F'UPAPS��tAY 3�� Discha rge �xCEEO HP SHQWN IF OPEWITED IN DOTTED PORTI(?N UF CURYE.CUFtVEs ARE SUBJECT TO CHANGE WITHOUT NOTICE. EFFICIEPiCtES SHOWN Ak� f! NOMlNAL�C?WI_. GUARAIJTEED MINIMUM EFFIGIENCIES PER H.I.IEVEL A 6 Suction ,.� - , ., �r� �� ,i�`�� -�t ��.I �',r,-r,, '� If ��`��'l-t;, 1`�' '�: _ _ t � CAPACtTY{CUBlC METERS PER HOUF1) 0 20 40 6U 80 tpp 170 i0 ( 12 , . _.__ . ._..,. ___ ____..� ._._._ _._� — - - -- _ _. _,.-� -__ I - -- ------ -- - - - - -- ---- --_ __-- _-- --__ ___� .___ __ ------- 35 � � _ 10.5 - -- --�-25X ---- --- - ---- ---- --- - -_ ___ _. _ _ �� -�-3D� -_ ___ __. __- -_.. _._ --- SS'l� � _ . �..__._ . ._._t__ 40"6 --- .___ ____ ---- _._.. .___ ---- �_ ___ _�_ 74 IS'4 9 -- � - � �- --- _ _ .�. g ` � �- -- - -----_ _ _ ___� �___ � t�i ?S 7 5 W V .. .___ _ .. ._.,. __.. . _. .. _. � . . __.� __. �. _�_ p _ _ __ ,_ ___. _ ____ ,.._ _ ----- � � � � --— -— Q _ — — --- — — — — — — � W � Zp _. — -- --� _. .. _ S `� 6 __ �_ �,— —_ _., � ___ _. _ __,._ -- -- z ___'C ,_ '� f — F v_ ___ _ _ .._ _ _.__ _--- -___ _.___ ;s } �------ 2 � _____ �. Y__ ..___--- - __ --__ �.-- -- } -� ---__� --- -- ---- -- ---- --- ---- --- '---- ------ - {5�i — ---_ .. _ p !a-� 15 `i 15 Q O __- --__ . _ _ --- -- F' - 10% ---- O H - — - -— ---.. -- - --- - - -- ---._. _ , i _----- _ #- � _ � 35% __ _.__ ____ .____- --- ____e__�, __._ � _ �_ ._ __ ----- - .--- - - 10 € � � 3 . _ —1--.__. ._ � _- _ _30'h - _,_._.__ ..__ .--- _._._. � --- -- 5 1.5 s' � 0 0 1aD 200 300 100 500 fi00 CAPACITY(U.S.GALLONS PER MINUTE) Foml V370-SE3F?-1750 2/i 4 . � ,�� . • . 3" - 6" E-Series Submersible Chopper Pumps � Materiats of Construction: Impeller/Upper Cutter! Cutter Nut/Cutter Bar: ............Cast steel, heat treated to minimum Rockwell C 60. Casing/Back Puil-Out Plate/ Guide Bracket/Elbow: .............Ductife cast iron. Mechanical Seal: .....................Silicon carbide or tungsfen carbide. Flange: .....................................125 Ib.ANSI rated. A��uNi rs a�E IHcttEs 1 Paint:.........................................Epoxy. 'W' MOTOR FW�GE 'MAY RE4UiRE SPACER PLATE CONTACT VAUGFiAN TO VERIFY DIM. DRAWINGS M!D DlM�ENSIGNS SUBJECT TO CHANGE WITHCUT NOTICE. DO NOT USE FOR CONSTRUCTION PURPOSES. — CONTACTVAUGFIAN fOR CERTIFIED CONS7RUCTION PRINTS. MODEL A B C D E F G H• J K P SE3F J SE3G 6 sro 8 318 4 7�8 7�/e 7�/e 9�/u 4°/u 11 s+t6 B 5fE 22 S�e 3 70P BR�CKET SE3L!SE3M 6 aa 8 un 5 va 7 J/e 7�b 9�/�e 4'/is 10�ie 9 sre 23 7ta 3 aT SvnTCxES (�RECD.) SE3P 7 11n6 7 ttne 5 e118 7�h 7�h 9'A� 4 9/u 11 tla 11 7ro 28 3 (2) Z' SCH ao CtADE PIPE SE3V/SE3W 7 ttlfe 71�ne 5� 7 Ue 7°/. �'/i� 4°/,. 11�r�a 9 9. 24 Y. 3 iR cwvN SE4K!SE4l 7 t ute 7�uta 4 sro 7 lh 7�h 9��/u 4�hc 11 ute 10�a 24 ts 4 SE4S!SE4T 9 fne 9 e��e 4 tn 7'/s 7'h 9"/+s 4°/u 11 tro 12 sie 28�ro 4 � SE6U S'/. 9�B 6 9�/a 7�h 11 4°/u 14 Y 12 7�a 28�te 6 SE6W/SE6X 10 1ro 11 v�e 6 9�/e 7�/e 11 4°/s 14:5 14��e 30 1l18 8 sr�r�Nea aucK� 15 MINUTE IN-AIR FRAME SIZES ONLY EVERY 10 VERTICAL FEET H SPEE F� M W H SPEE FRE M M w P D SIZE P � S12E 6 717� 26 1170 5 1760 180TY �� 12 26 1750 6 1750 � � 25 �510 •P" niscFwtce ��irE 25 ui�� S 1170 30 �76p 250TY �� 17 ��E 10 1170 30 3610 �F'� }15�j u�scttakct rt;..�cE . �� 17� 210TY �� 5 y '� 17b0 16 1760 7/8 40 3510 1b 3510 30 1170 20 7750 60 1750 25 18 20 3610 60 1750 3�N 1/2 % 16 1170 25 76 17b0 20 1170 250TY �� 17 FRAI+IH FITS PUMP tAODELS 180TY ALL 3'-e'PUMPS ^�- 210TY ALL3'-6'PUMPS "F' '�-- 250TY ALL 3'-8'PUMPS k- ,�:�• S20TY 3P/3V/3W/4K/4U4P/4Ftl6Ul6V`J/8X Vaughart Co. Inc. �1RRENT U.S. PATENTS: Nos. 7,�se,zz,, � 5,460,482; 5,460,483; 5,456,580; 5,256,032; 364 Monte Eima Road s,o�s,�s�:a,aao,3ea;4,ea2,a�s. �I� - • - Montesano, WA 98563 Phone: 360-249-4042 FAX:360-249-6155 CURRENT FOREIGN PATENTS: Nos, 2 371 � 834;2188138;1,290,981;276224;0 774 045. e-mail:info@chopperpumps.com OTHER PATENTS PENDING. J SPECIFICATIONS 3"-6"SUBMERSIBLE E-SERIES CHOPPER PUMPS The submersible chopper pump shall be speciflcally designed to pump waste solids at heavy consistencies withouf plugging or dewatering of the solids. Materials shall be chopped/macerated and conditioned by fhe pump as an integral part of the pumping action. The pump must have demanstrated the ability to chop through and pump high concentrations of solids such as plastics, heavy rags, grease and hair balis, wood, paper products and stringy materials without plugging, both in tests and field applications. Pump shall be manufactured by Vaughan Co., Inc. DETAILS OF CONSTRUCTIOPI A. Casing and Back Pull-Out Plate:Tho pump casing shall be of volute design, spiraling outward to the 125 Ib. flanged centerline discharge. Back pull-out design shall incorporate jacking bolts for accurate adjustment of impeller-to-cutter bar clearance. Casing & bacl�late shall be ductile cast iron with all water passages to be smooth, and free of blowholes and imperfections for good flow characteristics. A pressure tap shall be included on or near the discharge flange. Backplate shall include�a replaceable Rockwell C 60 steel cutter adjustable for 0.005-0.015"clearance to cut against ihe rofating impeller purnpout vanes for removing f�er and debris. B. Impeller: Shall be semi-open type with pump out vanes to reduce seal area pressure. Chopping/maceration of materiats shall be accomplished by the action of the cupped and sharpened leading edges of the impeller blades moving across the cutter bar at the intake openings,with a maximum set clearance between the impeller and cutter bar of 0.015-0.025° cold, Impeller shall be cast alloy sfeel heat treated to minimum Rockwell C 60 and dynamically balanced.The impelfer shall be keyed to the shaft antl shall have no axial adjustments and no set screws. C. Culter Bar Plate: Shall be recessed into the pump bowl�d shall contain at least 2 shear bars extending diametrically across the intake opening to within 0.010-0.020'of the rofating cutter nut tooth, for the purpose of preventing intake opening bbckage and wrapping of debris at the shaft area. Chopper pumps utilizing individually mounted shear bars shall not be accepfable.Cutter bar shall be alby steel heaf-treated to minimum Rodcwel)C 60. D. Cutter Nut: 7he impeller shall be secured to the shaft using a cutter nut,designed to cut stringy materials and prevent binding using a raised,rotating cutter tooth.The cutter nut shall be cast steel heat treated to minimum Rockwe(I C 60. E. Upper Cutter: Shalt be threaded inta the badc pull-out ad�ter plate behind the impeller, designed to cut against the pump-out vanes arx�the impeller hub, reducing and removing stringy materials from tha mechanical seal area. Upper cutter shall be cast steel heat treated to minimum Rockwell C 60.The upper cutter teeth are positioned as cbsely as possible to the cer�ter of shaft rotation to minimize cutting torque and nuisance motor tripping.The ratio of upper cutter cumng diameter to shaft diaineter in the upper cutfer area of the pump shall be 3.0 or less. F. Shafting: Pump shafting shall be heat-treated alloy steel. The pump shaft shaU direcfly couple to the motor shaft, with a bolt and keyway. � G. Submersible Electric Motor: Shall be U/L LISTED EXPLOSION PROOF for Class 1, Group C & D, Division 1 hazardous locations, rated at HP, RPM, _Volts, _Hertz and 3 phase, with a 1.15 service factor and Class F insulation. Motor shall be equipped with tandem independently mounted mechanical seals in oil bath and with dual moisture sensing probes. The inner and outer seals shall be separated by an oil-filled chamber. The oil chamber shall act as a barrie�to trap moisture and provide suff'�ient time for a planned shutdown. The oil shall also p�ovide lubrication to the intemal seal, The inner seal shall be a standard UL listed John Crane Type 21 or equal, with carbon rotating faces and ceramic stationary faces. The outer seal construction shall be designed for easy replacement. Outer mechanical seal shall b� 316 stainless steel metal bellows type with silicon carbide or tungsten carbide faces. Seal shall be positively driven by set screws. Elastomers shall be of Vitonc�. Motor shall include two normally closed automatic resetting thermostafs connected in series and imbedded in adjoining phases. Mofor frame shall be cast iron,and all hardware and shaft shall be stainless steel. H. Stainless Steel Nameplates: Shall be attached to the pump and drive motor giving the manufacturer's model and serial number, rated capacity,head,speed and all pert(nent data. I. Guide Rail System: Provide a guide rail system consisting of two(galvanized or stainless steen guide rails, cast ductlle iron pump guide bradcet and discharge elbow with mounting feet and 125 Ib. flanges, an upper guide rail mounting bracket and intennediate guide brackefs every 10 feef. J. Spark Proof Guide Rai System:Provide a non-sparking guide rail system consisting of fiwo(galvanized or stainless steeq guide rails,cast aluminum bronze p�np guide bracket, cast ducti�iron discharge ebow with mounting feet and 125 Ib. ftanges, upper guide rail mou�ing bradcet, and intermediate guide bradcets every 10 feet. System design shall prevent spark ign�ion of explasive gases during purr�installation and removal. K. Surface Preparation:Degreased and coated with 5-8 MDFT epoxy. L. OPTIONAL ADDER Surface Preparation:SSPC-SP5 commercial sandblast(except motor),primed with 5-8 MDFT epoxy primer and finish coatedwith 5-8 MDFTepoxy. FORM V387-REV2-ECN2982 i i Appendix C CSWPPP Plans _ _.:____=______—_:=__" _.��._-_ �- _— CONSTRUCTION NOTES __: __�_-�=�,/�j�� - --_____•� _� _- ��_________________-1'_-_`�--___ \ `\ `\`\`� \� `�� `�� t\ i ` .. _�;;�r�r� _- � ��•=--'=_=____==__=___=- — -=====-- == Appendix D 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 t r� f _�! .__i__ -...�_�_.•��-`�: � - � � i.�: � ¢ , '' `' ' i�i ' _. F ' `�"4`� . . - � � '^� } , { — .. , ...��.� � Y � . . �� '. � { ,�`i � � � ' � ' i � � :� �' � ��, SLOT DRAIN� y i��j - � j j�+ s _� 1 i� ,� t }�• f � , ��'1 J ,� ', �: ,` , s. � _� __<:; �, � �'� j ,�k - , � ;. -__ — SLOT DRAIN ,`� � 3 I Y . . � . : � , .- � � ; _. . , � , _� �` . : : : _ .: t _ ; ,, ; ,� ;; ,,� �� : i�.".. ' �' , � . �J ' ;j i r = �'', �. STORMFILTER ` - ' \ .. �_ : , �� ' i � � f � 'i i: i ,� �� ! l � �OIL WATER '; � i� �`�� ; SEPARATOR � �`' . �. '�;r J ` DIVERSION STRUCTURE ',,;` I '.; 1 ( ' --,.-_;� FOR SKYDROL � � �,1 �,` '�� `��.:,;� �`� �`� � y _ .; .. ,� � , � ..:.._-_�:� � '� � � �� ' ' �'��'------=;-�..,_. - � � �� ; , .. &• ��i °�, �_:- � -.: . �.� Y�� . .. � i�'� �� f.. —' ^. . � 1 / 1 FLOW SPLITTER ��f ` ' i `, -� ' --;�`-�} E ' � = � ;'�—��----i � i; , ; a ; :, a �g , . � , r g �i '��3�k.._� � �-t- , �.�! j 4 . � �.�`�} �� HIGH FLOW BYPASS .�� :` '�� .1.,_ � � �� t. �_-_. �� .� �..rT ; � � F ' � � ; : , � � — : � ' � ;_N ��,..��.�.�"�"��„ o , , , CONNECT t . �� F�� i � � j _�. i,4�', � INTO I �= � �--� �`� � ' � �: EXISTING � �i - � t � j r,_��,�._.��-_ ; � � _ � ---;-. ----t :-�- = ' � BOX � ,.r � � � i 1 ` t � � , CULVERT � � � } �lY �`� _�-._ , � � -�,,_.f. . � ;� ' r , �.__.r-- � �' ��i . ' �'��. � sr C= i � . H ` _�., � . � �. . S � ��.T . In e t ��.+—g'.'�y¢� �" �.��„„ � � { i '� o � �� __�L.�.—�t—.�"""� t � I '� i�; e t "�i' � i � o ,� i F �4��.� i� {r.�6�� ...�,--- -�q��i� � '��`x--' ��{ �. ,�. �}�'� 4 � � i �'� � ��_ ...t_..v. I OJ 1t' y'j� C i'�-.t.�3' V !}.� .=.�.,-��d+,sP�:+"s . .. �._-a a$, ''�+' t i . 1 t' � P F ! 0 0 n n n i � APRON C NORTH BASIN nI m � SCALE: 1 = 60 I v � fi 60 30 0 30 60 120 � < � U � SCALE: 1:60 n � n � PROJECT 13726-01 ; �=�- APRON C NORTH oArE 09 23 2015 � _� ��W L STO RM WATE R MAP d - -�.--�--� R 8420 iSlth Av�nw NE FAC I L I TY � Redmond,lMtsAi�� SUMMARY FIG 2 V CONNECT INTO EXISTING BOX CULVERT VALVE VAULT ` ��-'' : ...,---�"".----�� _ .. DUPLEX SUBMERSIBLE PUMPS ' �� "'"`"""�`"'� STORMFILTER .�' .: . . .. _ : .. . , ____,.�._.,=---�--_= _-- . ��.__ � -_ - h:,"'m"'�'-�,- �� _�....-.------------- -,.�;v - � �-�= � Y'- - «-,�.�.. - "� _�_- , ; �_ � ,:: , . OIL WATER _.: _ �: __: �� ,_ _ ;,___ . -- —=--- SEPARATOR HIGH FLOW BYPASS �� — - !� �.: y ..:� � - --�+-�--y`',- S c:� - —� -� ,`: .'.R,.�.�y�i �'',. �`1 - - �- 'i �, ' � �. FLOW SPLITTER . '� .,�� _M � , _ _ _, � ' ��"' '� FUEL DIVERSION } � � '� , � �..;' VALVES '� � � � '� � SLOT DRAIN '.` -- --_. - _ y� ,� �-="'-`�;�,,� PUMP FOR ��L � � . _ _ ; ; a - UTILITY VAULTS � � . � ;_._ • µ :� =-- �, � ' FUEL CONTAINMENT � = $��` �� ;' � � 10,000 GAL. �; � _� _ ; � ' � ��- .. ; ` - , �� ..�.. ,�. � �-•- �;-� ' ` ,-- _ �- _ _°� - . _. � � SLOT DRAIN , �-� _.�._.,..,,,�...��. _�.,�. ._, ~ � � SLOT DRAIN SLOT ORAIN rv -- , � ,, � 4 - ,, -. _ , �, �' SLOT DRAIN �, i - �, . ' : . , � � � CONTINUES TO � " � � - � �� .� _ Q _ EDGE OF STALL ! !��',-__.ti � ; ; ; �_ r/ - - - \ � -�--: � - � � r :� _ �`�� - EQ =��a d� 1 � � � �� ,i��' . �Y��' '� /� I ` � � �t �_ H '� �� r� � '{ . � , " - . �� i.i51g-; { � __ � � � DRAIN FOR UTILITY �, , � i , ___ _ N �. . .... _.. .. ; ..,._...._^� . � � '.-'� VAULTS (TYP.) ,_ �` -� ' .`°`"° ' � �,,L_. __ _ _ ~ �T � �" ' DIVERSION STRUCTURE � , : ; - �� i,� , _..� , , �' _. � r__ _ FOR SKYDROL ri N r n i � APRON C SOUTH BASIN � SCALE: 1 = 60 z � 60 30 0 30 60 120 s � � SCALE: 1:60 n � n ~ APRON C SOUTH PRO,�CT �3�2s-o� � � DATE 09 23 2015 � �` ��W L STO R M WATE R MAP . _.__ �__.-e-_ a .. . .__.._ ,�_.._.. �' 8@015�M AvMue NE FAC I L I TY % R�°�°"°'�"`':��-� SUMMARY FIG. 3 � _ __-- .._.. _. _...-- - --- ___.— _ _—— _.- —__— _ _-__-- __ _. . _ — — — . - _— _. _. _ � � E p S q L 9 , i q t �i • . t Jr amw�....r..�.�......r... � • s ar. t t ;W Y Sit j. r u 500 1 o3noll�n I Uowppfw Moz ura lf'lW SEO'tl tl3NM0�301SN1 S00'W ICxx S t 7 tlu SOQ"� yf„h ft/OL/OZ f31 wiewna �..M�.s.w�.w�:. .avnoM SEO'•S00 5390��OR1f1�071M3N8 iC'Os%%' bLL SQO'1 tl11 S00'II , M1NaA01�rlfifOq M►v�WO �i0olri 1/00r� �^n�sreeaevl+`_ �� O711qMt�lYNpN109f11eM19�khtlll0 iR�frl'IC�ON�l1 Y A�nbY'rlrxt� svot�ow�rtsawa� v ' ��a,.cna .w.�„�N Sd�un�j�ovpy� , m�+wa .� W� i c---.. J I �1 'i II \ r1 � �^� J � , Q �� ' �� Q � Q��--�� : _ � , ,, . � , . , ., , � g _ ' __ ._ . _ ._.. � �� y�--- A . 'r�r �1 a; �� --� ...�-�. . . -�, �, � _.__�� 1 � �. ' r� r-.. _-. `,`� sa_.�.,�, i � V / f ~� � � � _ ...�... �! (; I ' ,' , 'r^ i ` Ti � i � . f' _...'- w- . \) ^ I.� � J _" ti -�� • i . �,_ 1� I _�+~— �� 4� � � ' �� / � .. J `x V 1 �� C� � ,� �:: \ � b � � �� :� � �, ► �., � ;,�� ;. , � �� t� �.� ..�«. .� ..�....�.. �' � .-� �.,� �«�.�..,�...,�,.......,�w»�..�.,........�,�. ,; ;�, � .,b��.y.A�.q.,MJW Y..q..,....M.w�..,.1 N�W�MMY�N�Adf�la/� � _.... 1 '. �ry�.v«wu[ I wwl•vaers3 dn I•1 .._.....i. ... �r _.... .._ .. �I►�I 1 w+r N�I'I +Orrr�a 1'1 ,l .... . I 7s�7LL � � •�i� ,� ��7�� •�n. .a1r111Mf1t �....n....+«�wa �71�MN 1Y13O1lflf � I ; E > S 9 L � 8 i__.... .... .._. ... ___..... .._� �........... .... - .._ .. i I g 7 6 S 4 3 2 1 ITEM DESCRIVTION ITEM DESCRIVTION RfM DRStR1PTTON I �6b iMvEILER cL4NGE 104 5 carri�g 533 Fastenerut9D�taSGS p 4�0 USING t�OltlTE 106 Bearir r 534 Faitrrh►rs�t90Tto50{ d I tMVEUER EBK-LL 1]2 V.bodruff ko S36 OII u & et iMPELLER EBK•�S 121 M 4iroonbctbeaN 53T FttunersetS61tn5W � iMVELLfR EB�c•►D 126 &ari locknut 533 Putenenet504to557 �, 1MVELLER EBK•S:S: 12T Bexin leckw�r 542 GreaFr atai�er dISC �I � SUCt10N COVER,WLS 157 SpacerRl 545 Sn tin fa536f+a1 SUCTION CAVER,Np SS 165 Imqetlerfl�n 546 Snaprin (or515tta1 I IQS COV'ER,N4NDHOLfEBK 166 Im etterpan ewt i 54T O-rt fot566 � �06 D-RING.5.0 X 275mm 167 Im ellerflsn wastwr S50 Satttrtwfor560 �9 0•W�/1G.7,0% 137mm 20B 6rin forvoluta 552 M� lorflushirt;mr�ncction �t10 71N,OOWELL 6 X 9mm SOD &pbk�sse SSa S ater ri 411 SHIM SET 5414 mat0�towr 555 Oit xsl tl4 SVACfR RfN6 S@ �Aota siator SiT Sbtw Aouti C SVwCER MNG 503 RMtorshaft/rotnr S58 CoGdi adctt C� t15 sOIT IM►fLtt4 504 dt chamb�r oq SS9 rl� rl fd SSt u�A STUD, TAD END M32 X AO 505 tavcrb�xl 560 OII impellc� STUO. TAI'E7JD M12 % �0 Sp6 �etaini rl 561 Oil {O�sheec µ� NVi, kDf M37 X 1.75 507 lackmw� 565 O-rin tw596 NUi MDc M12 X L7S 97B rrl� s� ai u,�x�m� � ux WA5+1ER �K M12 . 509 FxtQnttsetSODto5G3 568 ieStenersct5?5COSO4 i WASHE0. l0G(M12 570 Orin S69 Fastenerut57)to504 � 4� STlX1, TAa ENO M32 X 35 Sll Bxkron! 57'0 �0-Hn for575 STU�, TAa END Mi2 X 35 512 Lowerbal9b�aei� S72 YQmperatureprobe � NUT, MEJf M12 X 1.�5 513 UDOer6.illbeari S7Z �F7oaiswitd� ' NN�_MDt M12 lf 1.75 53A Doudrrowlowerbearl 57� rl Ior574 �I ��WASNER, LOCK M12 Si5 VumPslde towrr sesl S7d Cowrditc WA511ER. IOCK M12 516 Nbtar side t stal STS irobt able � i a� STIA,T11P END M16 X IO SafS Cypu�+d terrr�i,vd lu 577 Flox switdt brstktt 8 STlJO TAD END M16 X 4D 'S20 Q-rl forSQ7 578 Nblsturlprobre � NUT, MEX AR16 X 2.0 SZ3 0-n tor500 SE3 Greaxdiscsst NUf, HOC Ml6 7( LO SZ6 0-r1 lor 458 to Si0 r rin � WASHfp. PU�N SI8 526 kr�l rrtslntn wlte S!S S r r{ WASHER. 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L SuSc+'n f!1 �w. . �4JiCW/ %Mri SEC'i!y3Mm,.�:��i .Y,C��rt S* 7 !I[i0p'T wcirou m�•�w t7H@ IL'. nt 1 bIi SD?ii '«.;:'.:.;.:".:.a:�} � sak�N�k�rnasN3w�arn mw�n: v � ,�mnw::r.��r_.,�.w OiN1�i1S?SIMtl7N1QS4TN�f3�IWYI1611Nt�8rWG'�iY0NYt5 1J14�LSY�lY3LtU3A 7'19R113 W H8'�SJ31 @!SY 7 W YI t �, d 7187 7 k53'AY) � ro011Yt1vjSNl �,i�.� ..rXi d i +1si3 .ts�m,.vrtasa , ta�'14.»y �sdr�n�/jr�sovpy�. _�,�,� .�� J`ly�.� .•r�w _w�sl ) tr.n v+s��srara i ..�� ..�.{�'� 4 � S $ �u ja xs wJua�s�ara ai Q 1100V►Ori!1KNIifMt1Y MqC�A39&tW10]Y MAQT3 3iYt O . � ' � - � -, , fli0Nl0 A� 'S�eW11 CLi!8Y'TJ Nl1M YYIf�'NY{1 39tl�lOSG OYP WIl7Ri 'G � ' 9 • ' � •~ .• ; '�.w�'• 8L10/1q1UM1�X► 7'Ir1fMIA�lON fl R"A'�PO LiM1H 10YJ�7N�OS�lOi�lfDO'D 'f �. - �. � .� ,` �..y : �.►�. . , �'• � Slw�7WK t1�Wt90YD � , . r� : ,�p . . . . 'i' � . '. . •. M►1�l�/03i�1EIM IO�IkW TIRIs W11 130011 7Wr OMI/ T . ►0 � � O• �•• � '7JYN39 SlIOMLL/O�YQ!Gi19siC TI1�Lmpt�1�011'iM4 2 +.. '� � O� �. .• .,.w.. 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Carp�'ny: HD Fowttr•Matt Storm Name 8oefng Apron C �(��'Q;�J�(�mp,�'7M D�te 111u201G PlAifp: SOafC�1 Cf�Af�R; Size: E8K-SS Flow 1500 US�m tiBad: 18�t Type: FUD�20STAL � 1138 rpm +FlUid: 9yrtth SPeed: A�ustaClo Odea 10.875 irt Curve: CUR-EBK-SS ImQeUer, E8K-SS WaFer Temperature:60°F Oensity. 62.37 IbJft' Vapor Presaure: 0.2683 psl a specjnc s�eeds: Ns: -- YEs000ilr• i.tos cP Atm F�ressure: u.7 psl a Ns�: — (�SFIa: -- Olmer�sio[�s: S�xiia►: B t� Dtschargo: 8 in AAolOC . ��; _ __ : Slandard- -.. .Y Endosure: -� Speed: �._ Terriperature: ... Pow�: ••• Fr•me: -- PI'essure: -•- €ye Area: -- �in9 G�ia: ►Aax Pawwer on Ossign Cune Sphere S¢e: 4 in •` . i _�,�- : � � � Fla+r 1541USgpm 8Q';1800rym : __ . 60� , ��` ;_ _. ___ ___�._ __._____�._._ Head: t B ft ' gs �` ( � Et(: 7T°!o \ ' 70 i .' i ': i _- ----- _�____ . _ PaNet: 8.8 hp 70' i 72 � :�� . t�'SI-Ir: 112 fl 7y �� . � �. t _...(�M�Qfl CtIf1d0_.__ f,p ; . ;, 78 ; . `� ° ___ _ Slw4di tfead: 43.9 ft , � Slutdf� 19 pei � ' � , ` ; . , � . i nnm�r. sss us yPm i - - ` y8�i . ! __ _ so � � j I BER. 78.2%Q 1269 ltS gpm ' } �� ' , � ! . , i NOL Pauver, ` 75`. � 8.82 hp�1467 US gpm � ;� . �. � .� .� : —M�t Curve-- ;1136 rptt - 72 40� trf�aot f'Ower: 38I ; . • `_ ' 35.5 hp�2345 US yprn , � ,� �78.2 � �` _ 3b � � � � - � � 25►�P �850 rPm' . � �►�P ' �65 ` - � -- _ + - . .. _ - 1&hP � I 7Ut2 7 , -. -- � � - � - I` � , ---3_ _ 10; �� ,;. t �p� . � _--l� "T5 -- - _ - 7.$hp ; ` 72--�,_ - 5hP � \ - 3 hp ' ' ; i 0� ' ` � 500 750 i400 1250 4500 1750 2000 2250 2500 2750 3000 � 30 _ , __ _. ___. . : � I ; � , � 20 __. � - E _-� � i , � N 10; -- . a Z 0' 250 500 750 1000 1250 1500 1750 200Q 2250 2500 2750 3000 US gpm :��: - � Flow 3peed He�d EfflctenCy Pawar NP3tk lJS{�tn rpm f l 96 hp ft 1800 1138 12.4 69 8.02 1 Z.8 1500 1138 18 77 8.8 11.2 1200 1138 21.8 78 8.41 10.1 900 1138 252 74 7_72 9.94 800 1138 3�.5 81 7 54 9.94 Selecled from calalog F#�oatai US.60 Vas:1.1 APPENDIX A MAINTENANCE REQL�IItII�fENTS FOR FLOW CONIROL,CONVEYANCE,AND WQ FACII..ITIES NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condidon When Maintenance�Needed Results Expected When Componerrt Maintenance is Pertormed SUuchre Trash and debris Trash or debris of rrare ihan h c�ic foot which No Trash or debris blocking or is located immediatey in ftont of the structure potentially blocfdng ent�ance to openng or is Wock�g capaciiy of the structure by structure_ more th�►10%. Trash or debris�the stnxture that exceeds'/, No trash or debris s�ttie struchue. the deplh from the bottom of basin to inveR the bwest pipe�to or out of ihe basin_ Deposits of garbage exaeed�►g 1 cubic foot in No condition present which would valune. attrad or support Ihe bree�ng of insects or roder�. Se�ment Sediment ezceeds 6096 of the depth from the Sump of strudure con�ms no bottom of tt�e strudure to the invert of the IoNrest sedar�nt p�e irrto or out of the structure or tt►e bottom of ttie FROP-T section or is wiih�6 ir�cfies of the invert of the Irnwest pipe�to or out of the struchue or the bottorn of tt►e FROP-T section. Damage to fra� Comer af frame extends rrrore th�%inch past Frame is even with curb_ and/or top slab curb face ir►to the street(If applicable)_ Top siab t�s holes larger Ih�2 square inches or Top sl�is free of hdes and aacks. aacks wider than'/.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of rr�e tl�an'/.inch of the fr�ne from the top slab. 'i Cracks in walls or Cradcs wider ttian'/:inch and longer than 3 feet, Structure is sealed�d structuraly � bottom arry evidence of soil particles entering struct�e sound. � th�ough cracks,ar man�r�ence person lud9es ihat struchite is tmound_ Cracks wider than 34�ch and I�ger than 1 foot Na cradcs more than'!4 irxh wide at at Uie joint of arry�IeUoutlet pipe or any evidence the joint af NeUot�iet pqe_ of sal particles entering shuchre through aacics. SettlernenU Strixiure has setUed more than 1 inch a has Basin replaoed or repaired to design rtasaligrment rotated more than 2 ind�es out af�egronent standards_ Damaged pipe joints Cracks wider than%ch at the joint of the No�acks more than'/.anch wide at nleUoutlet pipes or any evidence of sal errtering the joid of inleUoutlet pipes_ the structure at the joint of U�e inleUoutlet pipes. Cwtam�ants and My eviderxe of contaminants or polu6on such Materials removed and disposed of poAuki�on as oi,gasofne,conaete skirties or p�nt. according to�pticable regulations. Source contrd BMPs implemented if appropriate. No con�ninants present other Uian a swface al film. Ladder rungs rrussing Ladder is unsafe due to missirx�rungs, Ladder meets desi�standards and a unsafe misalignrnent,nst,cracks,ar sharp edges_ albws maintenance person safe acoess. FROP-T Section Damage T section is not securely attadied to structure T section securely attached to waN wall and outl�pipe sguchire sho�d support at and outlet pipe. least 1,000 Ibs of up or dam ptessut�e. Structure is not in uprigM position(abw up to Structure�►oorred posi6on. 10%ftom pd�mb}_ Comections to outlet pipe are not watertight or Connections to outlet pipe are water show sigis d deteriorated gad. tigM;struch�e repased or replaced and worics as desgned_ Any hde�-0ther than designed hoies--in ttie Structure h�no holes oth�than struchue. designed holes. Cleanout Gate Damaged or m�ssng Cleanout gate is m�s�g. RepFace deanait gate_ �009 Surface Water Dcsign Manual—Appendix A 1;9�009 A-7 APPENDIX A MAL�TT'E�IANCE REQUIREMENTS FLOW COiiT'ftOL.CONVEYA�\CE.AND WQ FACILTTIES ,I �i NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR �, Maintenance Defect or Problem Condfion When Mair�tenance is Needed Results Expecbed When I Component Mainbenance is Pertormed Cleanout gate is not watertight Gate is watertigM and worlcs as desgned_ Gate camot be moved�and dowr�by�e Gate moves up and doMm e�asily�d maintenance person_ is wate,�tight. ChaiNrod leadng to gate is rt�ng or d�naged. ChaR►�s in place and works as designed. (3rifice Plate Damaged or missi�g Control device is not working propery d�to PIaUe is n place and worics as missing,out of place,or bent orifice plate. designed. Obstructions My trash,debris,sedinent,or vegetation PIa6e is free of all obstructions and bbcking the plate_ worlcs as desi�ed- Oveiflow Pipe Obstructions Any trash or debris Wocking(w having the Pipe is free oT ad obstructions�d potential of bbdce►g)the overtlow pipe. worics as designed_ Defamed or damaged Lip of overflow pipe is bent or deformed_ Overflow pipe does not aiow ip overflow at an elevation bwer than design Inlet/Outlet Pipe Sedimer� Sediment fi�ng 20%or more of the pipe. InleUoutlet pipes clear of sediment accumulation Trash and d�xis Trash and debris acctanulated in inleUoutlet No trash or debris in pipes. p�es(e�cludes fbat�les and non-floataWes}. Dartmged Cracks wider than%ch at the jant of the No cJacks more than'/.-inch wide at inleUoutlet pipes or arry evidence of soit entering the jaird of tl�e inleUouUet pipe. at the jo�ts of Uie ir�eUoutlet pipes_ Metal Grate.s Unsafe gate apen�g Grate with opening wider than'/,inch. Grate opening meeis design (ff Applic�fe) slandards- Trash and debris Trash and debis thffi is dockng rt►ore than 20% Grate free of trash and debris. af gate surface_ footnote bo guidelines for disposal Damaged or misseig G�ate missing or broken member(s}of lhe grate. Grate is n place a�meets desgn st�dards_ M�hole CavedLid Covedlid not in place CoverRid is missing or only partiatly�place. CoverAid proteds opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechardsm carxiot be opened by�e MechaNsm opens witt�proper tools. Not Work�g maintenance person wilh propef tods.Bdts cannot be seated_ Seif-lodcing cover/tid does not worit. Co�Aid difficuft to One maintenance person cannot remove CowerAid can be removed and Rem�ve covedid after applying SO lbs.of kft reinstalled by or�e mairrtenance Pe►son. 119/2009 2009 Surface�Vater Design Manual—Appe�ix A I A-8 APPENDIX A MAIl�TTIIdANCE REQUIREI��NTS FOR FLOW CO?VTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condidon When Maintenance is Needcd Resutts Expected When Componerrt Maintenance is Pertormed 5tructure Sediment Sediment exceeds 60%of tlie depth from the Sump of cakch basin contains no bottam of the catch basin to Uie invert o#the sedir�nt lowest pQe nto a out of the catch bas�or is within 6 mct�es of the irnert of 1he bwest pipe into or out of the ca�ch basin. Trash and debris Trash a d�ris of more than Y:cubic foot which No Trash or debris blocking or is located inmediatey in iront of the catch basin p�entially Wocking entrance to openin9 or is bbdcng ca�city of the catch bas� catch basin. by more ttian 10%_ Trash or debris in tt�e ca�h besin that exceeds No trash or de#xis in the catch basin. '!,the deptfi f�om the botrom of basin to�vert the towest pipe into ar out of the basin. Dead anrcnals ar vegetation that could g�erate No dead artimals or vegetation odors that oo�d cause complaints or dangerous present witfiin catch basir►_ 9ases(e_g.,methane)- ,I Deposits of garbage exceed�ng 1 cubic foot in No oondition present wfiich would vol�ne. attrad or support the bree�r3g of I insects or rodents_ I Damac�e to frame Comer d frame extends more than'/.inch past Frame is even with cwb. 'I andlor top slab airb face into the sUeet(If applicable). I Top slab has holes larger than 2 square inches or Top sl�is free of holes and aacks. cracks wider than'/.inch. �I 'I Frame rwR sitting flush on top slab,i.e_, Frame is sitting flush on top slab. separation of more tlian'/.inch of the frame from I the top slab. Cracks in walls or Cracks wider than%:inch and Ionger than 3 feet, Catch basn is sealed and bottom any evidence of sal par5cles enter�g catch strudura9y saund. b�s�thtough c.�acks,or maintenance person �dges tt�at cald�bas�is uruoind. Cradcs wider than%:iich and longer than 1 foot No aad6 more than Y.�ch wide at at the joint of arry iNeUoutlet ppe w arry evidence the joirN d irdeVo�let pipe_ of soil partides ente,roig catch basin through ' cracks. � SetdemenU Cabeh basin has sett�d more fian 1 aich or has Basin replaoed or repeired to desi� I� misalignment rotated mae fhan 2�ches out of aligrunent standards. ' Darr�aged pipe joints Cracks wider than%ch at the joint of the No cracks more than'/.-inch wide at I� inlet/outlet p�es or arry evidence of soil enkering the joint af inleUo�let pipes_ ', the catch basin at the joint a�the intet/artlet I PW�- � CoMaminants and Any evidence of contaminants or pollution such Materi�s removed and disposed of polution as oi,gaso6ne,concrete slurries or paint. aocording fo�plic�le regulations. Sarce aontrd BMPs irtiplemented if appropriate_ No c�►tarninants present other tt►an a sudece oil fitrn. InIeVOutlet Pipe Sedimerrt Sediment fi�ing 20%or more of ttie pipe. �let/autlet pipes cl�r of sediment_ accunulation Trash and debris Trash and debns acc�ffied in�IeVoutlet No trash or debris in pipes. P�P�(indudes fbatables and non-floatables). Damaged Cradcs wider than%ch at the joint of the Pb aac16 more than'/�-ir�h wide at �let/outlet pipes or arry evidence of soil e�enng the jant of the olet/oullet pipe. at Uie jo�ts of the inleUoutlet p�es_ 2009 Surface�Vater Dzsign Mamial—Appendix A 1/9/2009 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL.CONVEYANCE,AND WQ FACIC]T1ES �, ' NO. 5-CATCH BASINS AND MANHQLES Mainbenance Defect or Problem Conditlon When Matntenance Is Needed ResuHs Expected When � Component Maintenance is Performed Metai Grates Unsafe grate opening Grate wRh opening wider than'!a inch. G�ate opening meets desgn (Catch Basins) standards. Trash and debris Trash and debrfs that is bbcking more than 2096 Grate free of trash and debris. of grate swfaoe. fuaUwte to guidelines for disposal Damaged or missing Grate missing or brdcen member(s)of the grate. Grate is in place and meets design ; Arry open strudure requ[res urgent standards. mairrtenance. Manhole CwedLid Couedlid not in place Covedid is missing or only partialy in plaae. Cover/lid protects opering to Arry open shucture requtres urgent struc�ure. mairNenance. Locking mechanism Mechanism cannot ba opened by one Mechanism opens with proper tools. Not Working maintenance person wifh praper tods.Bolts cannot be seated. Self-bdcing coverlNd does not work. CoveNlid ditficutt to One maiMenance person cannot remove Cover/lid can be removed and Rertave cover/lid after applying 80 Ibs.d lift reinstalled by one mair�enance ��. II I , �� t/9/2009 2009 Su�face Water Design Manual—Appendix A A-10 � APPENDIX A MAINTENANCE REQUIREMENT'S FOR FLOW CONfROL,CONVEYANCE,AND WQ FACILTIIES I NO. 6-CONVEYANCE PlPES AND DITCHES Maintenance Defect or Prob{em Conditions When MaiMenance is Needed ResuEts Expected When Component Maintenance is Pertormed Pipes Sediment&debris Axumula�d sediment ordebris that exoeeds Wa/erflows freey through pipes. aocumulatan 20°6 of the diameterofthe pipe. Vegetatbn/roots VegetataNroots that reduce free movement of V�ter flaws freey through pipes. waterthrough pQes. CoMamfnants and Any evide�oe of oontaminants or pollution such Materials removed and disposed of polution as od,gasoline,concrebe slurries or paint. aocording to applicable regulations. Source control BMPs implemented if appropriate. No contaminards present other than a surface oil fiM. Damage to proUective Protedive coffiing�damaged;rust or corrosion Pipe repaired or replaced. coating or oorrosan is weakening the strucWral integriry of any part of pipe. Damaged Any dent that decreases the cross sectan area of Pipe repaired or replaced. pipe by more than 20%or is determ�ed to have w�kened stnx:bural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,OOQ Trash and debris deared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 2Q96 of fhe Ditch cleanedJflished af al sediment aoctgnulation design depth. and debris so that it matches design. Nobous weeds Any noxious or nuisance vegetaHon which may Noxiaus and nuisance vegelation constidrte a hazarcl to Couniy personnel or the removed accortf�g to appiicable public. regulations. No danger of naocious vegetation where Co�nty personnel or the public might normally be. Cor�aminants and Any evidence of confaminants or pol�tion such Ma�rials removed and dispoaed of pollution as oil,gasoline,conae�a slurries or parc�t. according to applicable regulations. Souroe oontrol BMPs implemented if appropria�. NacontaminarXs present other than a surface oii fikn. Vegetation Vegebtion that reduces free movement of water V�aterflaws freey through dRches. through d�ches. Erosion damage to Any erosion observed on a dik;h slope. Slopes are not eroding. sbpes Rock lining out of �ne layer or less of rack exists above native sal Replace rocks to deeign standards. place or missing(If ar�5 sq�re teet or moie,ar�y exposed na6ve Applicable) soil. 2009 S�dace Water Desig�Manual-Appendix A IA9/2009 A-il APPEti�LY A hL�LtiTE\:�I`CE REQLTIREAfE\-IS FLOR'CO\TROL.COhZ�Y.�.\CE.A,\D�VQ FACILITIE� N0. 11 -GROUNDS(LANDSCAPING) Maintenance Defect or Problem Conditions When M�nbenance is Needed Resulta 6cpected When Component Malnbenance is Performed � Site Trash or litier My trash and debris which exceed 1 cubic foot Trash and debris cleared irom site. per 1,(m0 square feet(this is about e�al to the I amo�t of trash it w�aid take to fill up one standard size office garbage can)_ In general, ttier�e sho�id be no visual evidence of dumping. Nobous weeds My noxious or nuisance vegetation which may No�aous and n�sance vegetation constitute a hazard to County personnel or the removed accotding to applicable pubic. rec�lations. No danger of noxious vegetation where County persomel or the public might normaly be. Contemn�ts and My evidence of oontsminants or pollu6on such Matenals removed and disposed of poluBon as oi,gasola�e,conaete slurries or paint_ accad�g to�plicable regulations. So�rce control BMPs implemented if appropriate. No con�ninarr� present other than a surface al film- Grass/gra�ndoover Grass a groundcover excceds 18 in�es in Grass or groundcover mowed to a height. heigM no greater U►an 6 inches. Tr�ees and Shrubs Hezard My tree ar f�nnb of a tree identified as hav�g a No hazard trees in facilily_ potential to fall and cause property damage or thr�ten hisr►an Irfe. A hazard tree identiAed by a qualified arborist must be removed as soon �possible. Dam�ged Linbs or parCs of trees or sh�ubs ttiat are split a Trees and sFuubs with less than 5% brnken which affect more than 25%d the total of total fofage with splA or broken fofage of the tree or shrub. Ymbs. Trees or sixubs that have been blown down or No Wown down vegeta6on or la,oaced over. knoaced over vegets6«,. Trees or � strubs free afi n�ry. � Trees or stvubs which are not adequately Tree or shrub n place�d supported or are leerrng over,causng e�osure adequately suppated;dead or of the root�. diseesed trees removed. I � 1�'9i2009 2009 Surface Water Design A4anual-Appeudix A A-16 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CON'IROL,CONVEYANCE,AND WQ FACILI'IIES NO.21 -STORMFILTER(CARTRIDGE TYPE) Maintenance Defect or Probiem Condfion When Maintenance is Needed Resutts Expected VYhen Canponent Maintenance is Periortned Site Trash and debris Arry trash or debris which impairs the function of Trash and debris removed from the faality_ faa6ty. Cordam�ants and My evidence of contarr�nants or polh�tion such Materi�s rerrwved and disposed of poRution as als,g�d"ne,wncrete slunies or paint. accading to�plicable regulations_ Soirce control BMPs implemented if appropriate_ No confaminants present oU�er than a surface al film_ Life cycle System has not been inspected fa three years. Facility is re-inspected and arry needed mairrten�ce pertormed. Vat�t Treatrnent Sediment on vautt Greeter tlian 2 inches of sediment_ Vauft is free of sed�nent Area fl�oor Sedment on top of Greater than'h irxh of sediment Vautt is free of sediment. cartridges Multiple swm lines Thick or multiple saim ines above top of Cause of piugging corrected, above top d cartridges_ Probably due bo plugged cerrsters or canisters replaced if necessary. cartridges underdrain marrfdd. Vault SUucture Darr�e to wa�, Cracks wider than i�inch�d any evidence of Vaift replaced or repaired to design Frame,Bottom,and/or soil partides errtering the stnicture ttuough the specificetions. Top Slab cracks,or qualified inspection personnel determa►es the vault is not shucturapy sound. 8aflles damaged Baffles caroding,crackin9 a+arpin9.and/or Repair or replace baftles to showing signs of faitme as determmed by speofication. m�Menancelnspedion pe�son. FRer Me�a Stande�g water in 9 nches or greater of static water in the v�lt for No standng waier in vault 24 hours vautt more Uian 24 hours foUowing a ran everrt andlor a�ter a rain event. overibw occus frequently. Probaby due to P�99�fiter media,inderdrain ar outlet ppe. Short c�cuiting Fbws do not properly e�ter fil�r car6idges. Flaws go through frter rr�a_ Under�ai�and SedirtienUdebas Underdrains ar dean-0uts PartiaqY plugged or Ur�derdrai�and clean-outs free af Clean-Outs fiBed wiGi sed�nent andlor debns. sedime�t and debris. InIeVOullet Pipe Sedmerd Sediment fi�ng 20%or more of the pipe. k�leUoutlet pipes clear of sedment accumulation Trash and debris Trash and debns acc�xn�ated n inleUoutlet No trash or debris in pipes. pipes(includes 8oatables and non-floatables). Damaged Cracks widei than%ch at the joint of the No cracks more then'/rinch wide ffi inleUouflet pipes or arry evidence of soil entering �e jaM of the�let/outlet pipe. ffi the jo�ts of the iMeUoutlet pipes- Access M�hole Covedlid rot in place CoverAid is missing or anly partialN in place. Manhole aaess cwered. Anyopen manhole requires immediate maintenance. Locldng mechanism Mechanism caruat be opened by ane Mechanism opens with prope�tools. not worfcig maintenance person wdh proper tools_Bolts canrat be seated. Self-bcking cwedNd do�not waric. CoverAid�cuft to One mairrte�ance persan cannot remove Coved6d can be rremoved and remove covedlid�ter a�ppyng SO Ibs of IiR reiutaRed by one rt►airdenance Pe�son- Ladder rurgs unsafe Missin9 nmgs.misaligm�ent,n�st,or aadcs. Ladder meets design standards. abws rna:,cenance pers«,safe access. Large access Oamaged or dficult L�ge access doors or plates cannot be Replace or repair acoess door so it doors/plate to open openedhemo�red using nortnal equpment can opened as desi�ed. 1�9�'2009 2009 Surface Watu Dcsign Manual—Appcndix A A-30 r1PPENDIX A MAINTE�IANCE REQUIRF1�iE\'I'S FOR fZOW CONTROL,CO�N'EYANCE,A:v'D R'Q FACILTTIES NO.21 -STORMFILTER(CARTRIDGE TYPE) Maintenance Defect or Problem Condition When MaiMenancc is Needed Resufts Expected When Component Maintensnce is Performed Gaps,doesnt cover Large access doors no�flat andlor access Doors cbse flat and cover auess com�etely operang not cornpletely covered. opening completely. Liftmg Rings missing, Lrfting rirgs rat capable of lifting weight ot door Lifting nngs suficient 60 lift or ru�ed or plate. remove door or plate. I � I 2009 Surface Water Dcsign Manual—Appendia A 1;9 Z 009 A-31 �- APPENDIX A MAINTE�tANCE REQUIREMENTS FOR FLOW CONTROL.CO;v 4'EYAIQCE,AI��WQ FACII.ITIES NO.23-COALESCING PLATE OIL/WATER SEPARATOR Maintenance Defect Condition When Malntenance is Needed Results Expec6ed When Component Maintenance is Pertortned Site Trash and debris Ar►y trash or debris wFuch impairs the(unction of Trash and debns removed from the facility- faaNiy- CoMami►�ts and Floating al in excess of 1 inch�first chamber, No corrtaminants present other than po8ution arry al in ott�er ch�nbers or oUier contaminarrts a wrface od fikn. of arry iype in any chamber. Vautt Treatrnent Sediment Sedimerrt acwmulation of 6 inches or greater in No sedment in ttie forebay. Area accumulation�the ttie forebay. forebay Dischaige water not Inspection of discharge w�er shouvs abvious Repair function of plates so effh�ent dear signs of poor water quality-effluent discharge is clear. from vautt shows fhick visible sheen. Trash or debris Trash and debris aaumulation in vautt Trash and debris removed from accumulation (floatabtes and non-floetades). vau1L Oil accumulati� O�acaunulation thffi exceeds 1 inch at the water No viside al depth on water�d surface in the in the coalescing�a�chamber. coelescing plates clear of al. Coalesdng Plates Damaged Plate rnedia broke�►,defom�d,cracked and/or Replace that portion of ine�a pack showing signs of failure. or e�tire plate pack depe�ding on severity of tailure. Se�mer� My sedanerrt acc�xnulation which interteres with No sediment aaumulation accumulatan the operation of the coalesdng plates. interfer�g with the coalescing P��- Vauft Structure Dartiage to Wa1, Cradcs wider than%:inch artd�y evidence af Vauft replaced or repaired to design Frame,Bottan,andlor sal partides entering the struciure ttrough the specifications_ Top Sfab cracks,or rt�intenance inspec6on personnel determnes 1h�the vault is not strucbura�y sound. Baftles damaged Baffles oaroding,cracking,warping andlor Repair or replace baftles to showing sig�of fadise as detertnined by speafica�ons. maintenan�nspection pe�son. Verrtila6on Pipes Plugged My obstnu6o�to ihe vermladon p�es. Ventia5on qpes are clear. Shutoff Valve Darnaged ar Sh�off valve cannot be opened or closed. Shu[df valve operates nomially. inoperable InIeUOutlet Pipe Sedimerrt Se�ment fi�g 20%or more of ths pipe. InleUoutlet pipes clear of sediment accumulatan Trash and debris Trash and deb�accumulffied in nleUoutlet No trash or debris in qpes. pipes(mcludes floatables and non-float�les)- Dart�ed Cracks wider tt�an'/�ch at the jant of the No cracks more than%.anch wide at nleUoutlet pipes or any evidence of soil e�enrg the jaM of Uie inleUoutlet pipe. at the joirts of the inlet/outlet pipes. Access Manhole Covedlid not in place Covedlid is missing or ony partially in place. Manhole aaess covered. Arry open manhole requires immediate maintenance. Locldng mech�ism Mechar�sm camot be opened by�e Mecharrsm opens with proper bools. not woricing maintenance person with proper tools.Bolts cannot be seated_ SefF-locking crnerlkd does not work_ CoverAid 6ffia#to One mairrtenance perso�c�not remave Covedid can be removed�d remove covedid�ter applymg 80 bs of Irft renstaled by one mairdenance P��- Ladder rungs wisafe Missing rungs,misalignment,nist,or aadcs. Ladder meets design standards. Allows maerte�ance person safe access. 2009 Surface Water Dcsigu Manual—Append'u A L'9i'2009 A-33 I APPENDLY A Mr1L�TENAI�ICE REQUIREh4ENTS FLOW CO�iTROL,CONVEYAi�TCE.AND WQ FACILITIES NO.23-COALESCING PLATE OIIJWATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Resutts Eupected When Componeat Maintenance is Perfortned L�ge access Damaged or difficult Large access doors a�plates cannot be Reptace or repair access door so it doorsJplate to open opened/removed using normal equpment can opened as designed. Gaps,doesnY cover Large acoess doars not flat andlor access Doas cbse flat and cover access completelY operun9 not corr�letety covered_ operrng aompletely- Lifting Rings missing, Lifting rings not capable of lilting weight of door �iftirg rings wtficient to lift or rusted or plate_ remove door or plate. 1 9.'2009 '009 Siuface R%ater Desieu Tianual—AppendiY A I A-3-i i �I APPENDIX A MA�ITENANCE REQUIREivfE��IS FOR FLO�V CO:VTROL,CO:r'VEYANCE,A,'`�WQ FACII.TTEES � i NO. 24-CATCH BASlN INSERT I � Maintenance Oefect or Problem Conditions When Maintenance is Needed Resuits Ex#�ected When Component Maintenance is Pertormed j Media lnsert Ysible Oil �lisible oil sheen passing through media Me�a inset replaced_ IInsert does not fit Flow gets into catch basin withou[going Urough All flow goes through media. Icatch bas�t ProPerl7f inedia. � Flter me�a plugged Fitter media plugged_ Flow through fiiter meda is nortnal. Oi absorbent media Media al saturated Oi absorbent media replaced_ I saUurated �� Water saturated Catch basin insert is saturated wilfi water,which Insert replaced. I no longer has the capaaty to�sab. 'I Service 1�exceeded Regular intenral replacement due to typica[ Media replaced at m�ufacluters I average Irfe of inec�a insert product,typicaliy one reoommended"nterval_ � month. Seasonal When storrr�occur and�r�g the wet seffion. Remove,clean and replace or irutall im�ntenance new insert aft�major stortr►s, i monthly during the wet season or at manufacf�xer's r�ended ' interval. i'I ' i � ', �_ � 1 2009 Surface Watu Design Manual—Appeadix A 1 9:2009 A-35 312 2120 1 2 4f��astle Precast� ww�nt.oldcasijgorecastcom/wilsonvilla i I OIUINATER SEPARATOR(CPS-COALESCING PLATE STYLE)—CLEAN OUT AND MAINTENANCE Gravitv Coalescinq Plate Stvle OiVWater Seaarators (CPS's) are high performance pretreatment units that segregate and remove POL (petroleum, oils, fubricants), and other fbating constituents and some sett(eable � 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 oi(y water flows fhrough 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 effec6ve in removing sman oil droplets. OiVWater Separators must be inspected and cleaned regularly in order ta 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 certif'ied by Authority having Jurisdiction. In addition to removing the accumulated oilsllubricants and solids, the concrete tank should be inspected and noted for any �normalities, i.e., loose piping components, aggregates exposed due to co�rosive environment, or any other noticeable defects. After cleaningrnspection,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 outfet fray. For best performance, it is recommended the entire tank be filled to flow line with clean water prior to startup to prevent any oiUiubricant 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 folbwing fist provides a guidel�e 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 frained and qualified. b. Inspect manhole frames and covers tor 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 documeni depth or volume of oils/lubricants at the surface. It should be removed before it reaches a depth of finro inches. d. Studge buildup: Use a long pole to determine sludge build-up on the bottom, judged by resistance feft when you attempt ta 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 grit-chambers upstream of the separator. 1 e. All debris and floatable materials need to be removed. Excessive debris and floatables can aff�, the distribution of flow through ihe separator and may increase turbulence. f. Before pump-out, observe the liquid level; a low le�ef could indicate a leaky tank, a high level could indicate a plugged�itting or line. It is highly recommended that the tank be prope�ly vented in both inlet and ouElet chamber to minimize gas buildup and help prevent corrosion of the concrete. g. Remove al! accumulated oils/lubricants, wastewater, and sludge from the unit and piping/fittings. Use a high pressure cleaning device to clean the interior walls, bottom, top, and internal components of the unit. Settled solids should be thoroughly vacuumed to prevent biological breakdown and unwanted release of gases. Another mefhod 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 aRer removal from the tank. i. Cleaning in tank: using water hose, direct spray(10-15 psi) into plate spacing and through , '/." diameter holes on fop of the plates. Then, using a vacuum suction hose, remove all sedimen#and oily contaminants that are flushed out and properly dispose af per regulated procedures. ii. Cleaning after removal from tank: ca�e shoutd be taken in handling plastic media plates, as they can be fragife. Place media plates on impervious surface lined wifh 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 j sludge ftom between plates,then properly dispose of per regulated procedures. iii. ReinstalE 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 baffle/weir walls meet side walls and floor, and repaidreplace as necessary. j. Document Ehe structural and operational condition of the unit and associated equipment. k. After cleaning/inspection, the concrete #ank shauld be filled with clean water to the bottom of the outlet pipe by filling fhrough the outfet bay side. Clean water introduced in this manner will assist in ' providing protection from contaminafe by-pass from inlet bay to outlet bay. For best performanc�, it ' is recvmmended the entire tank be�Iled to flow line witi� clean water prior to startup to prevenf any [ oil/lubricant effluent from transferring to the outlet bay and eventually out to a waterway ar 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 fhe base of grit chambers should be well below the Eevel of the invert pipe leaving the catch basin. Make sure paved areas draining into the catch basins are free of iarge 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 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 a1low corrosive agents to drain into the separator. 2 �'i`,i� � � � 3" - 6" E-Series Submersible Chopper Pumps Materials of Construction: lmpetler/Upper Cutter! Cutter Nut/Cutter Bar: ............Cast steel, heat treated to minimum Rockwell C 60. Casing/Back Puil-Out Plate/ Gulde Bracket/Elbow: .............DuctilQ cast iron. Mechanical Seal: .....................Silicon carbide or tungsten carbide. Flange: .....................................125 Ib.ANSI rated. q��.UN�rs N�E INCHEs Paint:.........................................Epoxy. 'YI"MOTOR FlANCE '�MY REQUIRE SPACER PIATE CONTACT VAUGFVM!TO YERJFY DIM. �, DFtAWIMGS AND DIA�NSIONS SUBJECT TO CH/WGE WfTHCUT NOTICE. DO NOT USE FOR CONSTRUCTIQN PURPOSES. CONTACT VAUGHAN FOR CERTIFIED CONSTRUCTION PRINTS. MODEL A B C D E F G H' J K P SE3F/SE3G s ye 6 aia 4 7re 7'/a 7'/e 9'h� 4 B/u 11 erle 8 s�e 22 5ra 3 �P e�� ! SE3LlSE9M B�,�a 6are Stre 7�/e7�h �JVro 4%c 10ue 9sre 237�e 3 � �caT s�ircrFs pF Ree�.) SESP 7��ne 7�v�a 5 a��a 7 7/e 7'h s T/�e 4'/�a 11 ve 11�ro 28 3 SE3V/SE3�N 7 ttn6 7 ttne 5'/s 7'/a 7'h �'/u 4'/u 11 sne 9'/. 24'/. 3 (2) 2' SCFf 44 cuiDE PiPE SE4K f SE4L 71 t�te 7 tt/f8 4�td 7�/s��A J��I16 4�f1i 11 stts 10 sre 24 7�9 4 Ff CNNN SE4S/SE4T 9 vta 9 s�t6 4 t2 7�/a 7�b 9�*hc 4°/u 11 ne 12 aro 28 7H 4 SE6U 8%i 9 ua 6 9 l/s 7�/� 11 4%c 1414 12�re 28 9n5 6 SE6W/SE6X 10 tro 71 Ine 8 9�/s 7'/e 11 4°/u 14 i4 14 ue 30 tne 8 sn}reveR ow�c��Er 15 MINtJTE IN-AIR FRAME SIZES ONLY EVERY 10 VE3TICA.L FEET H SPEE F�M M � H SPEE F E M M W P D SI2E P � SIZE 6 11T0 2b 1170 5 7Tb0 �80TY 17 12 25 t750 b1760 �H ��° 25 9b10 'p' ^,cSCI'nRcE PiPE I ys NINWUY 6 1170 30 1760 250N }l8 �� SUBMERCENCE 10 1170 30 3510 'Y' izsg pscx<Kc[ ruvct 10 1760 Z�On, �� 15 Y 40 1750 16 1760 7!8 40 3S1U 15 3510 30 1170 20 1760 60 1750 320TY 25 18 20 3610 60 1760 1/2 % — i6 1170 25 TS 7760 20 1170 ZSOTY �� 17 . . . FRA6AH FITS PUMP MODELS 180TY AL�3'-8'PUMPS ^g' 210TY ALL3'-6'PUMPS "�"' '�'— 260TY ALL 3'-e'PUMPS k" �A' 320TY �P13V/3Wl4W4U4P/4W6U/6Wl6X Vaughan Co. lnc. ��T U.S. PATEN7S: Nos. �,�ssxzi, r 5,460,482; 5,460,483; 5,456,58a 5,256,032; 364 Monte Etma Road s,o76,T57:4,eao,3aa;a,ea2,ais. - - • � Montesano, WA 98563 Phone:360-249-4042,FAX: 360-249-6155 CURRENT FOREIGAt PATENTS: Nos. 2 371 834;2188138;1,29(1.981;276Y14;0 774 045. e-mail:info@chopperpumps.com OTHER PATEMS PENDING. SPECIFICATIONS 3"-6"SUBMERSIBLE E-SERIES CHOPPER PUMPS The submersible chopper pump shall be specifically designed to pump waste solids at heavy consistencies withouf plugging or dewatering of the solids. Materials shall be chopped/macerated and conditioned by the pump as an integral part of the pumping action. The pump must have demonstrated the ability to chop through and pump high concentrations of solids such as plastics, heavy rags, grease and hair bails, wood, paper products and stringy materials without plugging, bofh in tests and field applications. Pump shalt be manufactured by Vaughan Co., inc. DETAILS OF CONSTRUCTION A. Casing and Back Pull-Out Plate: Tho pump casing shall be of vo(ute design, spiraling outward to the 125 Ib. flanged centerline discharge. Back puil-out design shall incorporate jacking bolts for accurate adjustment of impeller-to-cutter bar clearance. Casing & bacl�late shall be ductile cast iron with all water passages to be smooth, and free of blowholes and imperfections for good flow characteristics.A pressure tap shall be included on or near the discharge flange. Backplate shall include�a replaceable Rockwell C 60 stee!cutEer adjustable for 0.005-0.015"clearance to cut against the rotating impeller purnpout vanes for removing fiber and debris. B. Impeller: Shall be semi-open iype with pump out vanes to reduce seal area pressure. Chopping/maceration of materials shall be accompGshed by the action of the cupped and sharpened leading edges of the impe!!er blades moving across the cutter bar at the intake openings,with a maximum set clearance between fhe impeller and cutter bar of 0.01�0.025° cold. Impeller shall be cast a(loy steel heat treated to minimum Rockwell C 60 and dynamically balar�ed.The impeller shall be keyed to the shaft and shall have no axial a�justments and no set screws. C. Cutter Bar Plafe:Shall be recessed into the pump bowl and shall contain at least 2 shear bars extending diametrically across the intake opening to wiihin 0.010-0.020"of the rofating cutter nut tooth, for the purpose of preventing intake opening bbckage and wrapping of debris at fhe shaft area. Chopper pumps utilizing individually mounted shear bars shall not be acceptable.Cutter bar shall be alby steel heat-treated to minimum Rockwell C 60. D. Cutter Nut: The impeller shall be secured to the shaft using a cutter nut, designed to cut stringy materials and prevent binding using a raised,rotating cutter tooth.The cutter nut shall be cast steel heat treated to minimum Rockwell C 60. E. Upper Cutter: Shall be threaded info the badc pull-out adapter plate behind the impeller, designed to cut against the pump-out vanes an41 tf�impeller hub, reducing and removing stringy mater'rals from the rrtechanical seal area. Upper cutter shall be cast steel heat t�ted to minimum Rockwell C 60. The upper cutter teeth are positioned as cbsely as possibfe to the center of shaft rotation to minimize cufting torque and nuisance motor tripping.The ratio of upper cutter cutting diameter to shaft diameter in the upper cutter area of the pump shall be 3.0 or less. F. Shafting: Pump shafting shall be heat-treated alloy steel.The pump shaft shall directly couple to the motor shaft, with a bolt and keyway. � G. Submersible Etectric Motor. Shall be U/L LISTED EXPLOSION PROOF for Class 1, Group C & D, Division 1 hazardous locations, rated at NP, RPM, _Volts, _Hertz and 3 phase, with a 1.15 service factor and Class F insulatlon. Motor shafl be equipped with tandem independenfly mounted mechanical seafs in oit bath and with dual moisture sensing probes. The inner and outer seals shall be separated by an oil-filled chamber. The oil chamber shall act as a barrier to trap moisture and p�ovide sufficient time fa'a planned shutdown. The oil shall also provide lubrication to fhe intemal seaf. The inner seal shall be a standard UL listed John Crane Type 21 or equal, with carbon rotating faces and ceramic stationary faces. The outer seal construction shal! be designed far easy replacement. Outer mechanical seal shall bc 316 stainless steel metal bellows type with silicon carbide or tungsten carbide faces. Seal shall be positively driven by set screws. Elastomers shall be of Viton�. Motor shall include two normally closed automatic resetting thermosEats connected in series and imbedded in adJoining phases. Motor frame shall be cast iron,and all hardware and shaft shalt be stainless steel. H. Stainless Steel Nameplates: Shall be attached to the pump and drive motor giving the manufacturer's model and serial number, rated capacity,head,speed and all pert(nent data. I. Guide Rail System: Provide a guide rail system consisGng of two(galvanized or sfainless steef)guide rails, cast ductiie iron pump guide bradcet and discharge elbow with mounting feet and '!25 Ib. flanges, an upper guide rail mounting bracket and intermediate guide brackets every 10 feet. J. Spark Pro�Guide RaN Systern:Provide a non-sparking guide rail system consisting of two(galvanized or stainless steel) guide rals,cast aG,rninum bronze pump guide bracket, cast duclile iron discharge ebow with mounfing feet and 125 Ib. flanges, upper�ide rail mour�ing bradcet, and intermediate guide bradcets every 10 feet. System design shall prevent spark ignition of explosive gases during pump installafion and removal. K, Surface Preparation:Degreased and coated with 5-8 MDFT epoxy. L. OPTIONAL ADDER Swiace Preparation:SSPC-SP5 commercial sandblast(exoept motor),primed with 5-8 MDFT epoxy primer and finish coated with 5-8 MDFT epoxy. FORAA V387-REV2-ECN2982 I ' � �.5.y�,.�...�...�,__ �.�,.�.��...�,..�.3..�,,,,.�.��,,.��.�,�.g,�.�,�-_�.<.�.._,_��..� ..Y.,�.. w��,.,.,�,,..�. . . Appendix E City of Renton Sensitive Areas Mapping _ _ , _ � � 1 . . . , , ; -- . .._ I , „ ; .._____.�� , i__,� .. ._._.� .,,, . : _ . �,�_� . � - C �t of Renton : _ .___ __ ..� . �, � y ., _�: . � . �� , <:,a�, . . - �� s� Se n s�t�ve Areas � � _ �.�� ,. � � :� � i _ � • �. r+ I w ,��r � ��.� � - ! <� j , 1 ' �� ; `1 J `�'1�� _ ' � .� ._ , �. � �.>��+�. /" �,� , , � ; .... .:�:,.,.� ,..a��, .�.,, � � _ : � , '`,,...., , ____.,. I � a� _ . : ; i � 1 ; � i " ,��,., �. 1 �`'�, ��. ,�_ ,.-L�"��w� � �`� � - : z •, '-�.. ��1'�+•r r rn ..�5 '-�f"`r'--` .. \ r. _.._ ti�� 1 .� � �i�`�., - :.� ;� �f .� \ _. .�\ . �y � . .�._...__ ;� , ' : � � I .. '��1 \ ,L1 Y � � ` � .�'��.�, r .. ��Y.n � � � . � ., � �\� i • ( • ` t -�,. : • � � ;'r'_� ; \\ 1 -I"t M.J�, , . '� � L�. � I . ti��• . + . i � ' I 1 t. .. � , . 1 . w, 4.�„y a ,�y` APPROXIMATE ,,; � �.,�...�.-.. . %��, � � , � ; , , ,. -..� • . , . r'f�' ✓� �..�� PROJECT LOCATION P� �� J. I,, ,, �,�� o a, -�'. `� _ , �� .._.. �� , . 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" � � , . ..--' � � _. . . � . h , � r �; ; , ' S 1 3' . seM >� � Q _ y - �� '1 . ��.,ti �; - - z ° � : ` ; .� � I 1 �� _ " . � � ' +,' ..•.�._ . �� _. ._ ; , �, , , W -A � ,, . . . , � � r � -,s , � _ : ! . � � � i . � � _ , , � ,._.. � � , ... �_._ - ,� "' , .. m _ I I � � �` watst ' 4°R '""_ 1 _ : . � _ �._. ,.., �. . 1 � � ..��"� l i ' . . . � � . T .. 4 ' ---� � , ___. W � �� ! <�� , �___�_�,, . . ; , � _. '. _ dfBOf f S6Ya3r7St . / � / . �� ._ , � � . . _ . , ' �3�„d Sy � .. . ; ,_. � • � � S��`�� ti wI � -' , � ,; . , � • I . .._.. �_ � I / , , , - � • --.. . . . I - �I' . I �+. SE 1�ai�, ' , . _. . �,�• � ....�..---�.. � � _ , � � . , _ �. . . � , . � j __ , ; � i.._.�_._, , � ' �... i � / . ... , .. � � � ..�.,� r � � _......, .._ , , ., r .a � � , _ � �l, . ,,_ { ' ' � �r _ � _� � � � ' ; ; • ` ' � �` i ' 1�. � , ., .� � _....�„�'�_. �. .. . .... i.. .�......r......�..s..:.�s.l .. :'�. , . . . . I . . . � . � ...... _._.___�_. , • ' -k .._.._ � ' , . i { ' �` ' '!/,/�e` � . ?47��j��t , � r � / r , t ... .._. __._... ' ; ... r j, ; . , ._... - � . y. F I� :.,�+/i al ; � _. � �� f� , . ,;, .. . � .:.:::<:: `� r , i � '. � � / � ,'; .. � �(�"``,, . -" �• . � _ _ ._. 5��r�•.� � . �+��'. "1 . . �', .I l ,'. _ _ _.... � �•, , a; , ,'r". ''�, �+ 0 0.�5 0.5 � , . � � . . r�, r� � A�/'��t �'� 1 � � . .;p` � -� j �� `�� . :. . �� "�'t� „ � i .; �'r��'' s' ;1 . _ � S�v-' Mile , . . S --a�1--- . , , . ,�" �--- - -�-�---------1- - --- _ ___. Information Technology-GIS mapsupport@rentonwa.gov Aq u if e r P rote cti o n Y Printed on: 11N2/2014 �� Renton City Limits Zone 1 Data Sources: City of Renton, King County � Education This document is a graphic representation, not guaranteed � Fire Station ��/�� Zone 1 Modified to survey accuracy,and is based on the best information Q Valley Medical Center available as of the date shown. This map is intended for Zone 2 City display purposes only. .�--�...._,_,_ _ Coadlnate System:NAD 1983 HARN 57atePlane Washington North FIPS 4601 Feet � Cit�of ProJecUon:Lambert Con/ormal Conk ,�,.�3 ) � `y��. Datum:North Amerlcan 1983 HARN ,�.—�� ' !^� � � � f � � � +� �� . ... ...A .�. �. .v � �,: � ___ ; -- . —__ ---- -� . � � i ;:,'r - , ��„r� 11 r,,r,�r`y��rr(r. � .. . - . �/� . . �' j�. f �4�,��`r� , ..� , � { ��,i,RJt(�� . . , i � ...__ _.�� M� ■ . I � �—, , �� i --- - �� Cit of Renton . , �� y � ; ' , ._� � .,. .:��, . . � `�� Sensitive Areas � ., -�.� ! � .. . . �• ,` '; � ; . � % � ..w �� i --�.i i t�: , �.�. ;� � �, • � r� '� � ! � �� '�J j � i � �� ` �� . � �� ' � � , . , ri, ;� �'Y _ ,'� � ,.. ' � �e.,,, . ' , j f _ ' ' , , . . • /� � � _ _ � � ` ' � � , .. _. ._., �yi�_� � •` �`�t � ,✓ ��U � ``1�^�� ': a ; �_ •ti r..�..'r�n �� '.."�.f'",,-�- ., -�-----� ,..., 1 �t( `, ��\ ,� , :.� . ..� ,� _... .... ' � ....� . ��Y' .� : \ � 1 \ . _ • ... � � : • ' ... . " ', . . . __ `. � I.... . � � ' ' �. .. _ � '�� ._ ...__ �.1 � ..... • I � �L.-t ��.r.-: � � �:' �� , . . � .�.!✓.... . ' ''•\\ \ � � . .. .,-�� ' ` ■ � � } r�� \� . .�...�.r .t...A ` .. ,� . � L�. . . � . ' M�� . . i I f ! ;-'` . . ; �. . ' �i�. .4 � ... . _ . w . •'� ^ ....,k �` ,l#+�Vpfi�, •� � �. 1 �y ;. A } �; � :. APPROXIMATE g'�` ' � �v�� . � -; . PROJECT LOCATION �'/ ; � � , ' r•• 1_..,_� � � � �.. t --� � � , ._ , . • , ,,F.. - _+ � 3...�.� � , � ; i � . _ � :., � ��+ r, � ::� � � rt .,� w; U��. !�` f " . ....., .. . , �i ' . � ��i � � ,...,, i � _. �6 �� . � � _.� i � ; . . < �� , � �' 1�.. �.2 � � ' � � .� r t . $..� �__., ��..� 'u� ��. �. ' . . • � ,�� - ... . . o i .. � �i y z �j� � � �� •�+ II _ . . , m ,., � � � ' :: � , _ ... •_. 'i _. •c, . � £ ' � � � ,. � � ` ' ____ s;zrm � � +b __ � �, w' ' .. . 1 � . �..�.r�� ,.. �' . . ... 2,. :... : .-i " . �i 1 , � �� L g_ � . 1 _ . � � \ � i� ' # � G, .. 51�� ,_...:.. , r \ ��,., "�J� � _. 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CoadJnate System:NAD 1983 HARN StatePlane WashMgton NoRh FIPS 4801 Fest ,�M�,� Pro/ection:LambeR Conforma!Conlc � t /��' :�,, Datum:NorthAmerfcan 1983 HARN _ r � � � � � �, � � f• a ` •' _. .. ...e'........ ..� -�.... .... ``._'� Appendix F Geotechnical Report, Apron C Upgrade S�EE PRELIMINARY GEOTECHMCAL REPORT PROPOSED APRON"C"UPGRADE RENTON AIRPORT S&EE JOB NO. 1505 SEPTEMBER 22,2015 Job Na 1505 S�E �� SOIL&E'�iVIRON!�4ENTAL E\GINEERS,[tiC. 16625 Rtdmond Way.Suitt M l2�3.Redmond.�Vash_ingtot�98052=l+�t ti� ti,��lt :rs�;c3�in�rnC:el.rom�425)86&S$b8 Sep�tmbcr 22.2oiS I�tr. Brad Hibbard The Eioeing Campany Project Construction 1l�Eanugement CC: Mr.Michael Sulii��an.PE M�.Darrtn Murata,PE Preliminary Geot+cchnical Repan Propnsed Apron"C"Upgrade Renton Air�ort Drar Brad: �Ve ate ple�setl to present hereu ith our Preliminary Geotechnical Report for the referrnced pruject. \�'e understand that at the time of this report soim af the design dctails havc uot been finalized. As such, we may preparz a Goal report at a later date ta incocporate addition geoterhnical recommendations. Our scrviers x-ere autharued via Sceing'g wcnk Order tiumbc� Z2112U1#ISUt}79, We appreci�te the o�spartuniN to provide our Seni�es. Should you ha�-e any questions rtgarding the contents of this nrpon or (Ca�U1CC adJitional inf��rn�atian,please let n�e kno�� anytime. �- �G �'ery tn►ly your�, �� SOIL&�NVIRONMEN?.�L ENGIVEERS,ltiC. C.�,�'7 � �� _�...� ' �r �� _ ,�-- ��:�� L�� fltAL C.J, Shin.Ph,D..P.E. �'`� Prtsickat �� ,14,r 0 V. 2�� r.J �c��r,�t .�.l.i.!�: TABLE OF CONTENTS Section Pa e 1.0 QITRODUG'I'ION .»...» »...»._......................»....�........»._.....»».».»..�».»..»»1 2AS(�OPE OF WORK.»»...»»».»».»»».»».r»..�....».....»........».....»......................_......»....................._..................1 3.0 S1TE CONDITION3.».............�.»........»...».»».».»....�...».»» .»».».»..........»........................»...2 3.1 SI'I'E HISTORY&GEOLOGY..........................................................................................................................2 3ZSURFACE CONDI'fIONS...................................................................................................................................3 33 SUBSUR.FACECONDI'['IONS...........................................................................................................................5 3.4 GROUNDWATER CONDITIONS....................................................................................................................5 4.0 ENGINEERING EVALUATION3 AND RECOMMENDATIONS..»».....».«...»...» »...........«...............6 4.1 GENERAL..........................................................................................................................................................6 4.2.1 51n�+und Foonbag design.................................................................................................................................7 4.Z.1 Footing uorurtnrulon....................................................................................................................................7 4.3 SLAB-ON-GRADE OR LOAD-SUPPORTING MATS....................................................................................8 4.4 tJNDERGROUND U'CILI'I'1'CONSTRUC'I'ION..............................................................................................8 �.�.I Excavafitovti Te�npormy Slope a�rd Slioring..................................................................................................8 �1.4.1 S�rbgradsPr+epm�atio�.................................................................................................................................9 4.4.3 De►►�ei�i�g......................................................•--.......................................................................................10 4.4.4 Back�11.......................................................................................................................................................10 4.4.5 Corrart►�epotentialofeub.toiJ.............................................•-•-..................................................................11 4.5 LA"TERAL EARTH PRESSURES ON UNDERGROUND WAI.I,S...............................................................11 4.6 PAVEMENT RECOMMENDATIONS............................................................................................................12 4.7 SEISMIC CONSIDERATION AND HAZARD...............................................................................................13 4.8 ADDI'I'IONAL SERVICES..............................................................................................................................14 S.0 CI.OBIIRE�...�»...»�.»�...�........»....._..»......»�........».........................»...........»....».............._......»....................iS FIGURE 1:SITE LOCATION MAP FIGURE 2:SITE&EXPLORATION PLAN FIGURE 3:FORMER LAKE WASHINGTON SHORELINE FIGURE 4:GENERALIZED SOIL PROFILE—SECTION A-A FIGURE 5:GENERALIZED SOIL PROFILE—SECTION B-B FIGURE 6:GENERALIZED SOIL PROFILE—SECTION C-C ' PLATE 1: 1936 AERIAL PHOTO APPENDIX A:FIELD EXPLORATION,BORING LOGS AND KEY TO LOG isos�c S&EE PRELIIVIIlVARY REPORT OF GEOTECffi�1ICAL IIWESTIGATION ROP03ED APPRON"C"UPGRADE RENTON AIRPORT For The Boeing Company 1.0 INTRODIIGTION We present in this report the results of our geotechnical investigation for the proposed Apron"C"Upgrade project at Renton Airport. The project site is located in the northwestem portion of Renton Airport. A Site Location Map is shown in Figure 1 and a Site& Exploration Plan is shown in Figure 2,both are included at the end this report. The Boeing Company has leased the real estate from Renton Airport. The proposed upgrade will prepaze the area for airplane parking and post-manufacture processing. The upgrade will include the installation of new underground utility lines and vaults. The preliminary design plan indicates that the depth of the utility lines will be about 4 feet and the depths of the vaults may range from 6 to 15 feet. The upgrade also includes a few light-weigh structures such as office traiters, crew shelters and storage sheds. A portion of the existing pavement will be removed and new pavement be constructed. We also understand that the current upgrade is to provide a 2-yeaz service period. However, Bceing may extend the lease after 2 years. At that time, additional elements such as blast fences may be constructed and some pavement rehabilitativn may be conducted. 2.0 SCOPE OF WORK The purpose of our invesrigation 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 7 soit test borings and 3 concrete cores. I 2. Exploration of the groundwater conditions by the installation of 3 groundwater monitoring wells. I 3. Engineering evaluations and recommendation regarding the following: - Foundation support; - Lateral earth pressures and resistance to lateral load; - Pavement design; - Underground utility construction; �sos�c S&EE - De-watering; - Subgrade preparation for pavements,foundation and underground utilities; - Seismic considerations; - Earthworks. 4. Meetings and communications; 5. Preparation of this geotechnical report. 3.0 STTE CONDTTIONS 3.1 SITE HISTORY &GEOLOGY Renton airport is located at the south end of Lake Washington. Figure 3 shows that the northem portion of the airport was once under the lake surface; and Ptate 1 shows that the site was once occupied by a sawmill. Both Figure 3 and Plate 1 are included at the end of this report. Historic record(referenae: Suzanne Larson,H�story of the Lake Waslr�gto�Sh p Canal,King Cora�ty drb Co�en�tlon, 1973, bntroducNon 23.) indicates that Black River used to run out of the lake, flowed south through the site vicinity and then veered west In 1911,Cedar River Aooded Renton. In the following year the town dug a 2000-foot-long, 80-foot-wide canal to rer�ute the course of the Cedar to the north so that it flowed directly into Lake Washingta►, 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 8.8 feet. In the process, the Black River dried up, and the outfall from Lake Washington became the ship canal. During ��'W II,the area was leveled by up to 5 to 8 feet thick of fill. The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. Tl�ese soils are typically soft and unconsolidated in the upper 50 feet and become compact thereafter. Published geologic information((3eoJogiic Map of The Raiton Quadrangle,King Coia�iy, Washington by D.R Mullineaea, 196.�indicates that the alluvial soils are underlain by Arkosic sandstone. We performe� a few soil test borings in 2012—2013 at North Bridge site at the north end of Cedar River(see Figure 3� These borings found glacially deposited and consotidate�soil(hard silt)at depths of about 150 to 170 fee- Boring data from our previous projects at the south side of Renton Aiiport show that the hard silt i underlain by sandstone. Seismic Hazards The proje�t site is under the threat of two types of earthquake—one from crustal events and the other from subduction wne events. The former will result from the movement of Seattle Fault which is a coltective tenn for a series of four or more east-west-trending, south-dipping fault strands �sos�c 2 S&EE 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 Ptateau on d�e 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 1,100 years ago,and the earthquake it produced was on the order of a magnitude 7.0. The Cascadia subduction zone(also referred to as the Cascadia fault) is a convergent plate boundary that stretches from northern Vancouver Island to northern California. [t 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 greater. Our previous studies at Bceing Renton Plant have shown that due to its long duration, subduction zone earthquakes would cause more severe tiquefaction hazard than earthquakes generated by the nearby Seattle fault. A liquefaction map (Preliminary Liquefaction Suscepfi3ility Map of the Renton Quadrangle, Washingto�, by Stephen Palmer)indicates that the project area has high liquefaction susceptibility. 3.2 SURFACE CO;�DITIONS Apron"C"consists of a southern two-parcel lot that is about 550 feet in the north-south direction and 300 feet in the east-west direction; and a northern single-parcel lot that is about 215 feet aorth-south and 400 east-west The site is bordered by West Perimeter Road to the west and airport runway to the east with some miscellaneous light-weight buildings on the "�•�r.��-�� ^��r?�,�� f rh-� ;;r� T�,:��-� r� . :,,�,�� ,��,. , � , , -"a :,: � �; a , a. , , .__,.._i, r: .�., r � __ ..�<< ... p _ ---� .,. ._,_ ,�_"'- � - � .�.� �, ...� ..... �:,__..._u i..�:. �., ,..., .... _.._ about 80 feet by 100 feet in the northwestern portion of the site;and die rest of the surface is covered wit concrete pavement. The cntshed rock covers the footprint of a previous building that has been demolished. The asphalt and concrete pavements are in fair condition with some small cracks but no obvious signs of distress. We understand that Bceing's jets had parked in the eastem portion of the site in the past. The site surface is fla� Surface grade is level westward to the west side of West Perimeter Road. The grade then ascends westward to the top of a bench with an elevation gain of about 20 to 30 feet. The bench then connects to Rainier Avenue. isos�c 3 S�EE Uii �epteitibcr`1, lU and 1 l, ?Ul�, «c; caplured tiie �ub�uriace �uri�iitiun at thz sit� by ti�C elrillino ur 7 ��il test borings, B-1 to B-7. The tocations of these borings are shown on Figures 2 — Site & Exploration Plan. The logs of these borings are inctuded in Appendix A. In addition to the 7 borings, 3 concrete cores, C-1 to C-3, were also performed to explore the existing pavement section. Table 1 belo«� summarizes the ty�e of pa�ement,thicknesses, and base conditions at the exploration location,. T.1BLE 1 - Existin; Pa�ement Section Boring/Coring Pavement Base Number B-1 3 inches asphalt Stiff silt B-2 3 inches asphalt Very loose fine sand ' _; B-3 3 inches asphalt Medium dense silty sand over stiff silt I B-4 4 inches crushed rock Medium dense sand and silty sand B-5 2layers of 8 inches thick concrete with 8 Medium dense silty sand ', inches thick dense pitrun fill in between ' B-6 2 layers of 8 inches thick concrete with 14 Very dense sand ' inches thick dense pitrun fill in between i B-7 2layers of 8 inches thick concrete with 14 Very dense sand : inches thick dense pitrun fill in between C-1 2 layers of 7 to 9 inches thick concrete with Medium dense to dense sand with grave I 6 inches thick dense pitrun fill in between C-2 2layers of 7 to 9 inches thick concrete with Medium dense to dense sand with gravei 24 inches thick dense pitrun fill in between C-3 2layers of 7 to 9 inches thick concrete with Medium dense to dense silty sand 18 inches thick dense pitrun fill in between tws�c 4 S&EE � - �I 3.3 SL'BSL'RFACE CONDITIOtiS In general,the site is underlain by a layer of existing filL The layer ranges from 5.5 feet (at B-3 and B-4) to 8.5 feet (at B-6) in thicknesses. The fill materials include silt, silty sand and sand. Our boring data I, show that the majority of this fill is compact and appears to be controlled structural fill. On the other �� hand, the fill in the southwestern portion of the site (at Borings B-1 and B-2) is primary loose sand and appears to be randomly placed. Boring B-2 encountered abundant wood chips in the fill,cotresponding to the presence of the previous oasite sawmill. Figures 4 to 6 show the generalized soil profiles across the site. The fill is underlain by lake deposits that include soft to very soft silt and loose to very loose sand and silty sand with pockets of inedium dense sand and medium stiff sil� These deposits extend to a depth of 38.8 feet below ground surface (bgs) at Boring B-3 where hard silt was encountered. Based on its appearance and stiffness, we betieve that this silt was glacially deposited and consolidated. Lenses of peat and organics are common in the native soils. Boring B-3 encountered a 4foot thick peat layer at 16 to 20 feet bgs. Our previous experience at Bceing 5-50 Building (located at the southeast side of the airport) indicates that a similar peat layer had caused about one to two inches of long-term ground settlement. 3.4 GROUNDWATER CONDITIONS We installed the following groundwater monitoring welis in the boreholes after the drilling was completed. We later measured the depth(bgs)to groundwater table and the results are tabulated below. Boring Number Well Depth Date Date Groundwater (feet) Installed Measured Depth(feet) B-3 40 Sep 9,2015 Sep 15,2015 4.50 B-4 30 Sep 10,2015 Sep 15,2015 4.65 B-7 25 Sep 11,2015 Sep 15,2015 4.61 Based on our experience with the subsurface conditions in the site vicinity, we believe the depth of groundwater is affected by the lake level and recharge from precipitation. The lake level fluctuates about 2 feet with the lowest level in the wet winter months and highest in the dry summer season. tsos�c 5 S�?rEE 4.A ENGINEERING EVALUATIONS AND RECOMbIENDATION3 I�� 4.1 GENERAL 1. As menrioned previously the site is located near the old shoreline of Lake Washingtoa, and the eastern portion of the site was once under the take. At the time of original site development the ' site grade was raised and leveled by about 5 to 8 feet of fill. Our boring data show that the majority of this fill is compact and appears to be controlled structural fill. On the other hand,the fill in the southwestem portion of the site (at Borings B-1 and B-2) is primary loose sand and appears to be randomly placed. 2. The onsite fill soil is underlain by compressible materials including soft and loose sand, silt and peat from lake deposits. There are also compressible man-made materials like the wood chips encountered by Boring B-2 at depths of 6 to 7.5 feet. As the site was once occupied by a sawmill,pockets of sawdust are likely present in the subsoils. These compressible materials will incur a risk of ground setdement under new surface loads such as building, mats, and airplanes. The settlement potential is very difficult to estimate, as the materials are random in locatioq depth and thiclmess. Mitigation to reduce the settlement potential would include ground improvements measures such as stone column or jet grouting (over-excavation is not feasible as the groundwater depth is about 4.5 feet). However, it is our opinion that the mitigation is not warranted due to the following reasons: a) The proposed structures such as office trailers, crew shelters and storage sheds are light-weight, pre-fabricated struchues. They will impose low ground pressures and will thus incur low settlement potential. Also,these structures are typically supported on concrete piers. Therefore, the structures can be re-leveled if excessive ground settlement occurs in the future; b) Boeing jets had parked at the eastern portion of the site in the past. Current conditions show minimum signs of distress from ground settlement. As such,the likelihood of future ground settlement in this area is low;c)The current upgrade is to provide a 2- year service period. We believe,and the client concurs, that the risk of severe ground setttement in this short period of time is low. Also,if Boeing is to extend the lease af�er 2 years,locat repair will be conducted at the time,if necessary. 3. Boring B-3 encountered a wmpressibte peat layer at the depths of 16 to 20 fee� To minimize the risk of settlement due to disturbance, we recommend that a minimum 3 feet overburden be maintained above the peat layer. Since there will be 1.5 feet of over-excavation for subgr�e stabilization (6 inches crushed rock over one foot of quarry spall), the bottom of any deep vault should be kept shallower than 1 l.5 feet. �sos�a 6 S&EE 4. The existing pavement in the eastern portion of the site has two 7 to 9 inches thick concrete layers. The soil between the two layers consists of 8 to 24 inches thick of dense structural fil( (compacted pit run). The subgrade soil under the bottom layer is medium dense to dense, compacted granular fill. It is our opinion that the existing pavement,base and sub-base have high shear strength and new pavement in this azea is not necessary. 5. Shallow groundwater table (4.5 feet depth or shallower) and soft/loose subgrade should be anticipated for underground utility construction. Over-escavation will likely be necessary for subgrade stabitization. 6. Underground vault design should consider buoyancy force during liquefaction. Extended base can be considered for resistance to buoyancy force. 42 FOUNDATION SUPPORT �.�1 SPREAD FOOTING DESIGN We recommend that spread footings be designed with an allowable bearing load of 1,500 pounds per squire feet (psfl. This value includes a safety factor of at least 3, and can be increased by one-third for wiod and seismic loads(ao increase for blast loads). Lateral Resistance: Lateral resistance can be obtained from the passive earth pressure against the foc� r.�� sides and the friction at the contact of the footing bot#om and bearing soit. The former can be obtained i using an equivalent fluid density of 230 pounds pcf, and the latter using a coefficient of friction of 0.5. �'i These values include a safety factor of 1.5. II ��1 FOOTING CONSTRUCTION I We recommend that footing subgiades be inspected by our site inspector. In the event that soft, wet or organic soils aze 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 corapact the subgrade with a compactor approved by our site inspector. The subgrade soil should have adequate moisture content(within+/-2%from optimum)at the time of compaction. iws�c 7 S&EE A 6-inch thick crushed rock layer should be installed at the bottom of the footing. The crushed roc� should be compacted to a firm and non-yielding condition using a compactor approved by our �ice inspector. Exterior footings should be founded at least 15 inches below the adjacent finished grade to provide protection against frost action In the event thickened-edges to be constructe�, the slope conne�ting the slab and footing should be 3H:1 V or flatter. The flat slope is to prevent subgrade disturbance during rebar installation. 43 SLAB-ON-GRADE OR LOAD-SUPPORTING MATS Slab-on-grade or load-supporting mats can be designed using a subgrade reacrion modutus of 100 pounds per cubic inches(pc�. Similar to footing subgrade preparation, alt slabs and mats should be underlain by ! a 6-inch thick crashed rock layer. The crushed rock should be compacted to a firm and non-yielding condition,or at least 95%compaction based on ASTM D-1557 method. Again, if thickened edges are to be installed,the slope ben;een the slab and thickened edaes should be 3H:1 V or flatter. 4.4 UNDERGROUI�D UTILITY CONSTRUCTION �.4.1 EXCAYATTON, TEMPORARY SLOPE AND SHORWG Temporary slope shallower than 3 feet can be cut at 1 H:1 V and shoring will be required for deeper �, excavations. A variety of shoring methods has been used at Bceing Rentoa Plant, including trench boxes, steel sheets, timber lagging,and steel sheetpile. We recommend the fotlowing soil parameters for any shoring method that requires structural designs. • Soil's total unit weigbt: 130 pcf(pounds per cubic feet) • Soil's buoyant unit weight: 60 pcf • Active soil pressure:45 pcf,equivalent fluid density,above groundwater table • Active soil pressure:20 pcf,equivalent fluid density,below groundwater table • Passive soil pressure:230 pcf,equivalent fluid density,above groundwater table(include 1.5 safety factor) • Passive soil pressure: 80 pcf,equivalent fluid density,below groundwater tab(e(inciude 1.5 safety factor) tsos�c 8 S�EE Please note that imbalanced hydrostatic pressure should be added to the active side. The pressure will I depend on the type of dewatering method. A 2 feet over-excavation at the passive side should be I, considered in the design. I ��a suacx�nBp��r�ox All loose soil cuttings shoutd 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 distu�fiance,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 hcepac,a 12 to ' 18 inches thick layer of spalls would sink into the loose and soft subgade, interlock and eventually form a ' stable subbase. A chocker stone such as 1-1/4" 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 firm and non- yielding condition by a vibratory plate compactor that weighs at least 800 pounds. In the event that soft silty soits above groundwater table are encountered at subgrades, the subgrade should be over-excavated for a minimum of 6 inches. A non-�voves geotextile having a minimum grab teasile strength of 200 pounds should be installed at the bottom of the over-excavation and the over-excavation be backfilled with 1-1/4" minus crushed rock. The material should be compacted to a firm a non-yielding condition by the same vibratory plate compactor. As mentio�ed previously, Boring B-3 encountered a compressible peat layer at the depths of 16 to 20 feet. To minimize the risk of settlement due to disturbance,we recommend that a minimum 3 feet overburden be maintained above the peat layer. Since there will be 1.5 feet of over-excavation for subgrade stabilization(6 inches crushed rock over one foot of quarry spall),the bottom of any deep vault should be , kept shallower than l 1.5 feet. �'� t sos�c 9 .��EE ', ��3 n�w��Rnvc Dewatering will be required for excavarions deeper than the groundwater table,which is expected at a depth of about 4.5 feet below ground surface. Since the depth of groundwater will fluctuate with seasons and precipitation, we recommend that the contractor measure die depth prior to excavation. Groundwater monitoring wells are available at Borings B-3, B-4 and B-7 (see Figure 2 for location). Based on our experience with the similaz subsoils,we believe that for excavation shallower than 5 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 shou(d be at least 2 feet below the excavation subgrade. ALso,the granular back811 azound the sump should make hydraulic connection with the crushed rock and quarry spalis placed for subgrade stabilization. For excavation deeper than 5 feet,our experience at Boeing Renton Plant has shown that well-points at 5 to 8 feet spacing have provided adequate dewatering. We suggest that the contractor retain a dewatering specialist for a detailed dewatering design. 4.��1 BdC%FILL All excavations should be backfilled with sttuctural fill. Structural fill materials should meet both the material and compaction requirements presented below. 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. T6e onsite granular soils above groundwater table aze suitable on a select basis. The native soils are not suitabte. Suitable imported sfiuctural fill materials include silty sand, sand, mixhue of sand and gravel(pitrun),recyc(ed concrete,and cnished rock. All structural fill materials should be approved by a site inspector from our office prior to use. Placement and Compaction Requirements: Structural fill should be placed in loose horizontat 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 condi6on or at least 95% of the maximum dry density as determined using the ASTM D-1557 test procedures. i sos� 10 S&EE �.�5 CORROSli'B POTENTIAL OF SUBSOIL Most of the native soils(lake deposits) contains trace amount of organic matters. 1"he fill soils above the native soils contain pockets of organics like wood chips. Since the site was once occupied by a sawmill, sawdust is likely present in pockets of the fill soil. Base�on these,we believe diat the subsoils have a high potential of corrosivity. 4.5 LATERAL EARTH PRESSURES ON UIvDERGROUND WALLS Lateral earth pressures on pemianent retaining walls, underground vauits or utility trenches/pits, and resistance to lateral loads may be estimated using the recommended soil parameters presented in the following table. C�effident Eqaivalent Flaid Udt Weight(PCl� of Frfction st Bsee Aciive Awreet P�sive Structural fill and 45 60 200 0.4 native soils Note: Hydrostatic pressures are not included in the above lateral earth pressures. The at-rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained�om lateral deflection such as base�nt walts,utility trenches or pits. The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.002H to 0.004H,where H is the height of the wall. The passive earth pressure and coefficient of friction include a safety factor of 1.5. SURCHARGE INDUCED LATERAL LOADS Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for parking that are located immediately adjacent to the watls. 1'he surcharge-induced lateral earth pressures i are uniform over the depth of the wall. Surcharge-induced lateral pressures for the "active"case may be ��os�, 1 1 calculated by multiplying the applied vertical pressure (in ps� by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.36.The surcharge-induced lateral pressures for the"at-rest"case are similarly calculated using an at-rest earth pressure coe�cient(Ko)of 0.5. 4.6 PAVEMENT RECOMMENDATIONS We recommend that all pavement subgrades be proof-rolled to identify areas of soft, wet, organic, or unstable soits. Proof-rolling should be accomplished with a heavy (12-ton) vibratory roller, front-end- loader, or loaded dump truck (or equivalent) making systematic passes over the subgrade while being observed by a site inspector from our office. In areas where unstabte and/or unsuitable subgrade soils are observed, these soils shoutd be over-excavated a minimum 12 inches. Additional over-excavation depth may be required to remove buried debris,organic or very soft soil. Woven geotextile having a minimum 200 to 400 pounds grab tensite strength may be necessary for additional subgrade stabilization. The geotextile should be placed with 12-inch overlaps with all wrinkles removed. The over-excavation should be monitored by an inspector from our office. Our inspector will provide recommendations regarding the final depth of over-excavation and the preparation of the over-excavated subgrade. The over-excavation should then be backfilled with 1-1/4"minus crushed rock. The material should have adequate moisture content, and be compacted to a firm and noa-yielding condition by a compactor approved by our site inspector. After proof-rolling,the top 12 inches of the entire subgrade should be thoroughly compacted to a fum and non-yielding condition or at least 95 percent of the maJcimum dry density, as determined by the modified Proctor compaction test (ASTM D 1557). The subgrade soil should have adequate moisture content (within+/-2%from optimum)at the time of compaction. Asphatt pavements constructed over proof-rolled and compacted subgrades, as specified above, can be designed with a CBR(Califomia Bearing Ratio) value of 10; concrete pavement can be designed with a subgrade reaction modulus of 100 pci(pounds per cubic inches). 'I'he pavements should also be designed for frost protection consisting of at least 15 iaches of pavement, base course, and/or granular subbase between the subgrade soils and the top of the pavement. The base course and granular subbase should be non-frost-susceptible and contain no more than S percent fines (material finer than a No. 200 U.S. standard sieve). Crushed rock materials with less than 10 percent non-plastic fines are also regarded as non-frost-susceptible. Subbase fips should meet the gradation requirements of WSDOT Standard Specification 9-03.14(1), Gravel Borrow(WSDOT, 2010b). Subbase should be compacted to at least 95 percent of the maximum dry density, as determi�ed by the modified Proctor compaction test(ASTM D �sos� 12 S&EE �' i=_ ;�j. iSa�C ��iill>� iii:uC[ tia�clli.11i> >iiUilicl �vi:>t�l vi `.icii-�i.iucu �ili>I:cu iu�n, �:cit �;ai:.�l 1C�j�..i:. concrete; or a blend of commercial rock products conforming to WSDOT specifications for Crushe�. Surfacing, Specification 9-03.9(3). The base course layer should be compacted to at least 98 percent o the maximum dry density,as determined by the modified Proctor compaction test(ASTM D 1 SS'n. 4.7 SEISMIC CONSIDERATION AND HAZARD The geotechnical-related parameters W 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 accelerations for the"Risk-Targeted Maximum Coasidered Earthquake"(MCER)were obtained from the USGS website using a latitude of 47.493 degrees and a longitude of 122.216 degees. The values for Site Ctass B(rock)are: SS= 1.455 g (short period,or 02 second spectral response) S i=0.545 g (long period,or 1.0 s�ond spectral response) The Site Class is selected using the definitions in Chapter 20 of ASCE 7-10 considering the average properties of soils in the upper l Od feet of the soil profite at the site. Using the boring data obtained from current and previous projects, we estimate that the average standard penetration resistance (N) in the upper 100 feet is'l. This value corresponds to 3tte Cla�E("Soft Clay Soil")in Table 203-1 (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 acceleration values to get the adjusted spectral response acceleratian values for the site. The recommended Site Ccefficient valnes for Site Class E are: F,= 0.9 (short period,or 0.2 second spectral response) F„= 2.4 (1.0 second spectral response) The most recent USGS Earthquake Hazards Map (U.S. Geologic Survey web site, 2008 data) has indicated that a horizontal peak acceleration(PGA)of 0.61 g is appropriate for a 4275-year retwn 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 40 feet are liquefaction prone during the subduction zone earthquakes. Also, liquefaction can resuits in ground setttement on the order of 5 to 10 inches. i sos�e 13 S&EE 4.8 ADDITIONAL SERVICES 1�'e recommend the follo«�ing our additional services during the construction of the project. 1. Monitor underground utility construction. We will observe excavation and recommend re-use of onsite soil for backfill; observe excavation subgrade and provide recommendarions regarding subgrade stabilizatian; observe dewatering and pmvide 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 footinj and mat subgrade; provide recommendations regarding subgrade stabilization,if necessary. 3. Monitor pavement conshuction. 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 RFI's. 5. Attendance of constr�tion progress meetings. 6. Preparation and distribution of field reports. ?. nther �eotechnic;�l is�t�e; deemed neces��r�. � � i ' I I ' iws� 14 S�EE i ?.[F �.. �.i;.4"i��4�k. � il � �,. ��. _��.0 �.�.ii�i�, i'i�:��i:��u u� [�:., "'Y'vi� .�.� f � ��.0 �_. �.�� c t' .ii �_t_ .�.:u ...� J:._:u _�. � . il conditions disclosed by the available geotechnical boring data. Subsurface information presented herei� I dces not constitute a direct or implied warranty that the soil conditions between explaration locations can b� �I direcdy interpolated or extrapolated or that subsurface conditions and soil variations different from thosc � disclosed by the explorations will not be revealed. The recommendations outlined in this report are basc�. on the assumption that the development plan is consistent with the description provided in this report. If th�. development plan is changed or subsurface conditions different &om those disclosed by the exploration ar. observed during constiuction,we should be advised at once so that we can review these conditions, and i necessary,reconsider our design recommendations. i sos�t 15 S'&EE � . 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'� ._ : , _ _ _ __� =�...._�- . _-- _ - ' -- 'S,D -- .._..: .._...__..._...�_. � �� POP-UP. � _._ POP-UP- --- — — — — -- P4P�l�P__ — — — � _.. ....._...�» _ _..,_�. -• � - ___.. _ _1 _ -- - - -- - . _ _. _- - -- - -- - - � r .— ;�-- ____..._. _ 50 CY _--------- 90 CY ------- ---,-._---___-------------50 CY -----______�-_ ___ _ i � --- -- I __ _._ _ 144 SF 144 SF 144 SF 9'DEPTH 9'DEPTH 9'DEPTH I I Taxiway A !� I I � I " , EXPLANATION ��,,, -,,-� � ,�ryn il�la��v�� ,� ��i ° � S `=�`� 4� ��, ! `�. �'� :• ~`� '� `�_:�,� Cument , �` ' ',�''' ' '•' —■— Fac�litysoundary _, ' t � . �'�,1�,�:.. �•��.�:=-�.;��. � Cedar River �--�-�-�- --- - ' ".k,'� r `, __ �— Forn�er Lake Wast�ngton Shoreine -�. •� _�....<` �.� �;�f, ,.,` -�� Waterway . -_ �_ "' ' �i �.�` r�:�. �%:��'j� `� . c� r ., �'� Rerrton A ,�. ;r y --�.t' � �_�',. � Ancestra�Bladc River ' `f � -- -, � i ,� „f��_ � i - ---=1 '�_�.� _ .• � FBCI�Ih/ _ ��^*- - - - -�� -� • •` ••�I + .� �� ; � �;�;' '�;}� � Boundary t�; �•�` `,� i--'� �� '�`_> - � Anoestra�cedar wver ..... �. , �>--� � ' ` � � ' '`Y••', ,-�` •• 'r �� 'iIJR'9flt{i'6d8!'�V6f WBtAfW8�/ n.. • � ' � L , • >� (�•(:'L ,i►•. -.r, ,� � .� �', ;�`� North Bridge �: .\ �' , ,� ,� ;� , �=i•�,�- — ,, \\ � .; F��_ . �:'r"�' . ��,_ � �: ,*,:� � wenand . 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', . , . � �� . • �� - - -+—��{�- . �j � ► : � .' �: ' �f��'...+•� v�� •ae' � �� `. �t �i� � � �� " Z■ J�• ,�r.. _ . •• � . , � � � ' .r _- � �; : ,_ � ��• �'.�'� •` �� .• �� '.��. � �. �1 - � _ . 1� ,1 . _ . � . - - _-____ . . ,i :y �'1;4 • _ � 1 �- , - '� , • • ; �j t - ��' :.t. ,� ! � � ._.'`r '., . . , -- � �� . _� � i _._ *t . �.•� .i� g#��'� � � ; � r _ �� , - � ' � _ �� . • .A•`' � ` •.� j� �.� •t�`� � ■�� t i \C'.- ,� -. ,�' t �� L� ` _ �'�t_t 1#j , .� � L 1 ji � �, �..�� , i ,�. .) t, r �fili � . • �� ; � . < <,� , ,� :/ * `' ` � ' . `},� • f � — — _'�.� . �, t . . -- � �� _ -. .. y :� S� * ' �'� ''� � •� '�' `, _ ,.,,� _ T, -S_+�,w � _ �. : '-: ..� _-_- J 1 f � �ii r1 -' f?•~ l �! ~ /111V�� !' `� � ''. -. ` - �`' : ..�� i � � .': . . �t. ' . ' C6der . , � � .f� , , . - ti.-�� - ' "` z`�_ ;'`, ► • �= ; ` }`� ': Q , :'� .r• '-� Q -1 River o sao �000 � * N" �j � ' � � 1: .��` � , J . . 4 �� 3cals h Fest � . , , - ' • � � +r �j - -- .• �., � - ` , . , . � _ • I .,`�� . f ` � T :.' � ` ��,� '�. _ - - . '" . �. '�� .t ,� ., �j'�, Boein Renton Plant =. _ _--, -: / .r 9 � .: �� •• '• 5 � '� Former Lake Washington � • _ �~��--' . {�-_ s• �� + •�+ f t�-�,� � fe� �� •I, -.} • •� r.'+�` . •�. �_-�-=�'"r,jc�` • ; ` �,_� .� � � � • • �:,� ,� � � - �_:= ' � : - � � '� = � Shoreline, Black and :;, _ .� ,. ti . �. � Y ', � ,,. ' � - �. :i1• �'L'�_ �� • �f ��i • " � •� • r f - ■ � �. � � - • � � � � w � • � • � �-� Cedar R�ver Channels , r �. . =:�,�_. • _ . � . . � , _ , . ��. ._ , , , ,. , ;i .. ;� l.; . _ �� ,. . .. ��,: _ � � , , .• . _ . �- -_ • � � �- �.. . __ � •+� � • �'♦ •. �* • f�f • � � � � � �y�`��l�!"� r —�";� .f" � . •• . . • . -�_l . . . . '.v `` ��,• • ;- ,-- � :�. .'�`�� " � •. �:.� �< �� - ��- . � : : A ;.:' Fi g u re 3 ' -• ,. ,' •i• _- =- � _,r, •_ • � ; P r-' . ,;., f1 � IMw� �lw� . - . . . �4r . �r.. .♦ � .)1'♦� - ' 'v� � .!� V •� _ �• . (. .•�`:'. 0�'��.N B-7 Asphalt Gray silt(stii� B-1 0 0 Brown sand and vel dense Pit run 511 rxx+ebe Gray sand 8 flrevel (loo�s�o very loose) ---Gray_sand 8 graye��aense to ye�dense�----------------- ------------------------------- ----- - ---- -- -- ------5----------� 5 — 3 Gray very saR sandy s�t and very locse fi�looae silty sand 10 —10 Pockets of inedium dense — 15 to loose sand �5 � �j Gray and brovm silt � � (medlum stiif to very soR) � —20 20 � N � d � 25 -.-- -'�--•- •._-- --., 25 ----.� -., �'' -- 30 -------------------------- .30 —� � 4I3 � , S$EE 1505 Secc�onA�°►(SeeFigure2lbrSedionLocation) Figure 4 (NoHorl�onCalSt�le} Generalized Soil Profile B.S B-2 B-3 Brown sand and gravel(dense)(Plt run flll) Asphalt (offset 50 feet to the south) q�� 0 0 Gray sand�gravel Medium dense silty sand and stlfr silt S�t�Y$i�Y_s�0�i�.gf331lA1----------- ------------------------�very loose)--------- ------------------ -------------------------- --------�--------• 5 5 (very dense tio dense) — , Wood chips 10 —10 Gray and brown si�,silty sand and sand — 15 (very soft to soft and very Ivose to loose} 15 � W W �BC�C afOWtl(�8t ��.r `'' —2Q (V81'�l 30}t) � _ � W � � G � ,_, 25 � --- __.-- .30 --- .,.._ ._. •? ., —35 35 � t3ray sllt(hard) � 40 �E �� Section B-B(See Figure 2 fiorSer�on Lociiort) Figu re 5 (NoHormor�talScele} Generalized Soil Profile I_ _ _ _ ------_--- B� B� Brown sand and gravel(densexPft run flll) O Crushed Rock O Gray silly sand(medium dense) _____ Gray silty aand(dense bo medium densej ----•-•---------------------------------------------------- ----------------------------------------------------------•------- -----.,.�.-------• 5 — 5 t3ray silty sand Gray and brown stll�to medium stifff silt (loose to very bose) �p 10 ? — 15 15 � � C3ray and br�a+rn very soft to aoft silt W very loose bo loose sifty sand and sand � W v �"'i -� � � � 0 W G 25 25 ? � medium stitf at 30' �� —35 35 40 � i S$EE 1505 Sectlo�7C-C(SeeFlgure2ftxSeGibnl�ot�bon) Figure 6 (NoHort�orrt�IScale) Generalized Soil Profile ; � � ��„ � '�� ,, � �.,,� � � � ��:�,� �� _.� . �, � "�� , ��,. �, . �� , �«''`�.: «� ° � � "" ,�'�r�"�,'�`�'� „� ^� � �'."* $•... rk,�p ,y� `�'M � . �e w� r 1 � . . .0. . 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P�"¢�°�auv.v „,�� u 7 ar.�1+ . . �; � v� � �� , ' �i �'� . �� R�w �`�''� ��+ .W A �f,�� WyK`" e �a�,��, ne +u'��., , 'd�'"+'�. "�M�£5.�,'� �'^.r�` �'�- "'" � ��j' � xr. '�� G ,��F�E. � �y��&� �a �r t '.�mi�� 4w y!� . � � .rW��. � � �`}��." x� 9� ��' :'.�T.,�' '��•'='�i`� ��p � � �� . �� '*^',r s . ee.. "ue..� . �w � '� 'k .P�` `�° MMK�E'�'�-, � ��a� ,w�� ' �1� � ��t' II�� i'wwr� ".��,x'. + � e.IT ,p � ,a r +�� ' Ad y � � � .,.�„8. ,y�"��.. . ,. .n°X '� I t �x +�'F� �tg�� e'a1i�M^�� p,e��,•°�' �� .�w«'m�+e4��, y��Xk„q +�� .,� _. ,. � w. _, , ■ .>... APPENDIX A FIEI,D EXPLORATION AND IACiS OF BORINC3S The subsurface conditi�s at the project sites were explored with the drilling of 7 so�test borings,B-1 to B-7, �d 3 cbncrete cores, C-1 to G3. Tho boring aad coring locationa are shown on Figura 2- Site& Sxplaration P18n. The borings wera advaacod using a truck-mounted drill rig. A reprosentative from S&EE was present throughout the e�plorabion to observe the drilling operations, log subswfaco aoil conditiona, obtain soil sam�lea,and to p�epare descriptive geologic lugs of the axplaration. Soil samples were takaai at 2.5-and 5-foot intarvala in generat accordance with ASTM D- 1586,"Standard Method for P�otratioa Test and Spli�Barral Sampling of Soils" (1.4" I.D. sampler). Tha panetration test iavolvea driving the samplars 18 inches into tha ground at the botbom of tha borahola with a 140 pounds hammer dropping 30 inchea. The numbers of blows needed for the samplers to penetrate each 6 inches are recorded and ara presented on the boring logs. The sum of the number of blows required for the second and t�ird 6 inches of penetraiion ia te�med "standard penetration resistsace" or the "N-value". In cases where SO blows are insufficient to advance it through a 6 incbes interval the penetration ai�er SO blows is record�ed. The blow connt provides aa indication of the denaity of the subsoil, and it is used in many empirical geotechaical eagiaeea�ing formulae. The table below pmvides a general coaelation of blow coimt with density and consistency.A chart ahowing the Unified So�Clagsification Syatem is iacluded at the ead of this a�ppeadilt. DENSITY(GRANULAR SOILS� CONSLSTENCY(FIlVF�-GRAINED SOILS) N-velue <4 very loose N-value <2 very soft 5-10 loaee 3-4 soft 11-30 mo�ium dense 5-8 mod.ium stiff 31-50 dense 9-15 stiff >SU very dense 16-30 very stiff >30 hard All bo ' were backfilled with bentonite c ' s and the und surface was tched with ' -set III �S$ �P Sro Pa 9�� cemeut. A �inch gronndwater monitoring well was installed in Borings B-3, B-4 aud B-7. The well consibes of slotted PVC pipee from depths of 10 to 15 feet,aad solid pipe from 0 to 10 fcet. isos�t Sc��,E � � � �� BORING B-1 � �� : � 0 �� __ y � � � � � � A 4 ind�es lhidc aapheft � � � � ML C�r'8ly 8ilt i ' a ,1a (� i � B �12 � i B � SP �8�/rR16 88f1d(m9d'1i11111 d6�186� � i � SP Brown fine send � � s ��a (bose) � ; a ��o � � 4 � � i � SP �'�8y�16 S8�1d Ylff�l�8C6}�16 91'8V8� 1 � 2 i 18 �yAl�/�ppg9� 1 � 1 �ie � � � i 3 � � � i � i � ' i i ii sM Grey sllly Ane sand ; , ' ; I I I I c�� ' IIII , , � � o ��s � i � o i�s � Graylsh brown slft wlth some sllty sand�d trace organks ' � � (vaiY aafl) � � � � � � � �16 -lens d darlc brown peat at 8 fest � � � � � � � � 10 � ' o ��s i ' t �1a � � � � i � � i � i i � i i � i � i � i � � � � � i ' s i�a r:SW Gray flne b ooarse sand wfth Attle flne gravel � � e � v (bose to medlum dense) � ' � � � � � i ' i ' i � i � i � i � 15 , ' t �18 � � 1 �tT f. � i � � :: � � � ML G1'ay and brown sllt,trace wood chlps ' ��Y�) i � i ' i � i � i � � � i i � 2 �is SP GfB�/Me10 r"6��?�u�°S<��,t: i_`:�g�'j i. � ; z � sM Gray silty sand(very loose) i i � ML GI'8�/SIIt,1f8C9 0198flIC8(801�) i i � i � � � � � 20 �--�--�--� (��9 b9 oontinued on Fisure M7 b) c�ent The soeios Comparry Dr�llnp MeThod: HoYow sbem at�per advenosd by budc mount d�rlg ��0� SPT sernpler dilven 6y 140-b au0�h�nmer Drillnp Datie: Septem6ar 10,2015 Dnlling Contrac� Hoboene Dmling F19U�'@/�-�8 S�EE ,��,.��, Apren C Renton Municipal Airport � � � m � a m a z � LL � c mU � c $ c m � � Z � c � o � � � � � � � � � � � � � � � � � � � -� � � �-� � � � � � � � � � � �. � ' �'�-- � �� ' � � c� �� a � �roa�s s�sn �' � � � g� � ��'o� I ——— ---------------------------------� � �,s � +�eoer�s —_= ---------------------------------= �� a�, ---�----�----�- �------------------------------ , �� wa�� n e� .o eo x� ; .ew�+ae ----------�---------�----------------------------------------------------------; � �N �N •NIl N�01O 1 �N ��a ----------------------------------------------------------------------=----==--i g� W� , ----------------------------------------------------------------------- z � ---- - ��- �� (u1�uw�•� t�� I � � � � I � � � � I I � � � � I �o �o h•e�l�a A � S! � g I "'� "� ` � � � BORING B-2 � � � � �� : 0 �� __ � � � � � � : A s inct,es th• � ; � � sP Gray fine S�d,qttle 8ilt.abund8rlt woOd d1ip8 arld tr806 fin9 gr'6iwBl , � a ��s (v�e�Y loose�o loose) � ' � ��z � � � � � � � � � � ' � � ' z ��s � ' 2 i 4 i � � i i � � i � i i � i � ;z SP Gray medlum to c�o�rse sand wHh Ilqle flne to medlun gravel � ' � (ve�Y loose) s i � � i � � i � i � � � ��s � � i � �� WoOd CHps � ' � � ' � � � o ,�a � � i � � 9 SM GfSy Sllt witl1811ty eand ' ' ' I I I I c"'°'''�� , , � � ��e �� ' � �e � � � � � � � �� 10 i ' 1 i�i III� � � 2 � �III i ' i � � � � � tw.. GraY�d binwn sllt vNt11 trace OrgaNcs � � � ' ��'�Y�) � ' � � � ' o ��s � ; o ��s � � � � � � � � � � � � � � � � � �' , � , � � ' � � 13 � ' o ��s � ' � ��a � ' � � � � � � � � ' � � i ' i ' � � i � � � � � I � � � ��a � � i z ;u sP Grey fine send wffh traCe sit ' � ' � (v�y loose) � ' � � � � � ' � ' � ' 20 �--�--'--� (Bori�9 b9 oontinued on Figure/M2b) ' C�errt lt�e Boeing Comp�ny Drlllrg Me�o� Hollow item suger advanoed by truCk mot�d�lll Ng 3empi�Melhod: SPT sampler dAasn by 140�aub f�rner D�Hlrg DaEa: Sep�embar 9,2095 Dnlinp Cantrac0oc I-iolooens D�png Figure A-2a S��E�E Apron C Renfion Municipal Airport '' .o 'C N m � � � � ? � � � � U � m � � S c m � "� U � � a� � � � � � 3 � � � � $ $ F � � � � � � � � �$ � �� ^ �� + � �0 �� o, � � �'��' *t�ss�sn �' � ---------------------------------� �' � ��;� � � �,� u�oe/�►s ---------------------------------� �� a�, ---�---�----�----�----------------------------------, �� wa�+� � �� ; .aR�+ae --------------------��-------------------------------------------------------; � . NN �O� IV�N �NN 1 ��a -------------------------------------------------------- ---------------------I g� W� , --------------------------------------------------------- W (961��++n� �� g� o�f i I � � � � I � � � � I � � � � I � � � � I �o�� W� h��eo S6 �3 �! � S � � � BORING B-3 � � �� : a� 0 � � � � > A 3 n thkk esphelt � ; � ; sM Brown siliy aand with aorne Me to medium gravel(medium der�se) i � 8 i 7 ML �81K WI�1 ff8C8}��IB S8�1d 8��806}�I19�8V6��8�f0 h81�� D � i � i i � i � i � �20 i 18 � � 14 i 1e � � 10 � i � i � i 10 i z SM GfB�/8�/Sand end 88nd�!Slk ' ' ' ' I I I I (��m�� , 3 , � , � � � ' i �s M� Broum�d gray sllt wlth or+ganlcs and lenaes d pe�t � � � 2 ' (�Y�� so�a� , � � ' � � ' � ��e � ; t � o � � � � ' � � ' � � ' � , � o ,u � ' o �u � � � � � � � � � � ' � 10 � ' o �u � ; o �+e � � � � ' � � ' � � � � � � � � � � ' � � � ' � ' � ' o �u ; ; � 0 '16 I � � � � I � � � � � � � i � i � � � � � i � � i 15 � ' o ��a � ; � ��e � � � � � � i ; pT Gray and darlc browi�peat ', � �� , � � � � � o ��e � ' � ��s i � ' � � -- � � � � i � ' � � � i ' i ' �' 20 �--�--�--� (��A b9 oonfkxied on Fipure A 3b) C� The Boeing Camp�r Drlllnp Me�od: FIWc�v abm augst sdvsn0ed by fildc�rWurn ddll Iip �P��D M�� 3PT aampbr drivsn by 14Wb au�o hammer Drlllnp Daba: Sep�smbar 9,2015 °"�inp°°ntraa°" "°�°oe"°°''��"° Figure A-3a S�EE ,��.�,� Apron C Renton Municipal Airport -. � � �� BORING B-3 � � �� (Continued} � � �� ; ; Z i'° � c��) , , , ; , , , , ; � ; � , � , � , � , � , � o ,�e � � 0 �16 i � p i i � i i � i i � i i � i � i � i � i i � i � o i1e ( i � 0 �17 ! I � 2 1 i � i I � 1 � I � 1 I I � I � I � 1 � I � I � I I � I�a � ' � ��a � ; 2 � i � i i � i i � i i � i � i � i � � � � i � i ' i i e sM Gray SNty fln810 o0ar8e sand wlth YlUe M810 rrledlum�8vel ; ; 2 ; III I c'°°�� ; ; ; , IIII � � � � IIII � � � � � ' s ��a �� ' a ��s � � a � �� , � , �� ' � �� ; � ��Z ' sM Gray slUy tfne s�d(me�um dense b dense) � � a ' I I I I 'pe�t lens at 35.5 feeh � � � � �� ' � ' � �� , � o ,4e ��I� � � 13 i 14 � �� i � i � � � ML G�/eit � �� ' � ' � ' � ' 40 �--�--�--� Baing oompleted st a depth d 40 ieet on Sepbamber 8,2015. A 2 Inch groundwa6er monlborhp vrell wlth a flush�r�ount monument was Installed. Sla�ed pipe irom 10 bo 15 feet C�errt: l'f�e Boeln�Compeny Ddtting Me�od- Hollow s�em auper edveu�oed by trudc�r�oint ddll rlp Sarr�pin9 Mettad: SPT driven by 14Wb aub harrtnt� D�illln�D�a: Septenlber9.2016 o�n��corn�: ��o�� Figure A-3b S�EE Apron C Renton Municipal Air�cxt ��,� � _! � � � BORING B-4 � � � � �� : a,a,ro, 0 � � � � >�oP 4 inches cxushed rock � ; � ; sP Bro�wn med'�um 60 ooar�s s�d wilh lit8e fine to medium grarrel(med'wm dense) i ' to i io SM G�l silly f�e sand(rr�dium den8e} � ' � � �� f � ' �� , � e ,�a ' � s ' � �� ; � 4 i te ML GrBly�It WN,h hBCA 11n9 eand � a ��a � ; � � (medium stit� 5 ' � ' i � i � ; ; z �4 st� Gray sNty flne sand wlth sorr�e flne b�medlum sand 16 � � 2 i I I I� ��0059 tiD VEf�/�009�9� 2018� � � IIII i i ' a i te i � 1 iY IIII � � � i i � i i � i i i � 1 i a � ��18 S�W1(�1 trYiCA��16�1/61 � � ' � �� 10 � ' o �,s i � � ? �14 sM C�sry and bto�wn sllly Ane sand wRh trace 11ne gra�r� ' ' ' IIII �"a''''°°°°� , � , , ; ; ; ; IIII � i � �12 ML Cafay a�1d b1CMR1 Sllt h�i09 01g�11C8 � i � � ��y�� i � � � t i � i � i � i � i � i � 16 i � t iu � ' t i 2 � � � � � � i i � � � � i i � i � � � � � � � � � � � o ��a � ' o ��e � ' � � � ' � � ' � � ' � � i ' i ' � � i � ZO �--�--�--� (��9 b9 continued on Figure A�b) c�bnt 7t�e Boeio9 t�nr DrIRn�Melhod: Hollow abem su8sr sdvsnad by trudc-mour�t drNl rig 3ampdnp IMeU�od: SPT sampbr drMen by 1�8-D suEo hemmer DrMenD Dab�: Seplsrtibar 10,2015 °��"°c°"�' "°a`""°°"■"'a Figure A-4a S�&�E�E Apron C Renton Municipal Airport � � m � � a a Z � � � � � � � � � m U .� � � � � � � � � � � � � U � � � � 4 � � Q �� .� �� g � � �� <� �po J J �N C ��.�.5� � Z' � G'- -----��-------------------�i �� Y �'ti i ,� ---------------------------------- �� Q N��S � w�►�a�� ---�----�---�----�---------------------------------, �� I/�1Q�l�l� O O O O} O N le.- � �� i L � O' ��_OON _�____��e� ��____'�0�7 _____��p ��___________��_____i � - {7V�� __��I , � W� �l�a tia -------------------------------------------------------------------------------� g g g� W� (xJ�� I � � � � I � � � � I � � � � I � � � � I ��o �� c�rl w�o R �t �! � S -. � � � � BORING B-5 � � � �� : �, 0 ; � ; � �- c s k��dc oo�«+�be � ' � ' � i � � sW Brown fine to coerse sand w�h sarie fne gravel(8 inches Pit nm fil) � i � i >: C 8�1Cf16S tF1iCk OOfKTBbB i � i � � ; � ; �sM Gray silky fine bo medium e�d wRh t+aoe fine gravel , � a ,ts I I I I (medium dense) i i 4 i 4 ' I 9 , IIII I � 1 1 1 I � ; �o �'z° sM Gray sllty flne b medfum s�d � '� � I I I I �d�'a°� 3 , � , i � 5 i 13 ML GfB�/88fl�/Sllt YYI�1�C9�ri6�I�V91 � i • ; �� i � i i i � 3 ite i i i s �� ML Bt�OW11811t i � i (8�10�TIS�IJIPI� i � 6 i 1! � ; s ��a � 6 � � � i i � i � i 10 � � z �1s � ; 2 ��o � 4 � i � i � i � � i i i � i � i � i � i � i � i � 1 i 1e ML D81k Q�y SI I�YVllh 1611568 Ot 11119 8811d b111d tr2109 Of$8111CS � i z � �� i � i i � i � i � i � i � i � i � i � 1� i � 7 i 18 i � 1 i12 i � � i i � i i � i i � i � ; � ; � ; Boring oomplebed at a deplh d 15 tee�t on Sep6erriber 10�2015. i � i � i � � � i � i � 1 � I � 1 � 1 � 1 � I � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � 1 � I � 1 � 1 � 1 1 1 m 1__!__I__i 1__! C�er�t: Th9 B091ng Camp�rrY Odllnp M8�1od: Hdlow stem sugsr edvanosd by trudc�nount ddll r1p 3�n�np Method: SPT sampbr drlven by 14Wb auEo hammer Drlllnp Dabs: Septwnbar 10,2015 Drilinp CorNrador: r�ao�anur,� Figure A-5 S$�E�E Apron C Renton Municipal Airport -. � � �� BORING B-6 � �� : �, 0 ; � ; � - c 8 i�wdc ooncreroe � � � � � � ' � ':.` sw Bro�wn fine to coeuse sand with some fine gravel(14 inc�es Pit run f�xderree) � � � � . ; � ; � �` � 8 inchea thidc ccr�crnbe � ' � ' ; '� ;z . .sM Gray ailly fine aend,little ooarae aand and little fine grav�el ' �� ' I I I I (very der►se�der�se) i� � � �� 7 i ts � ; s �+o �� 14 � S � � � i '�e i is sM Daric gray sl4y flne sand with Iltde flne b�medlum gravel ' '� ' I I I I cd�� , , , , , � ; � �e SP Gray flne b medlum sand wRh Itttle sIR and trace fine gravel � ; a � (medium denae) � ' � � ' ° �ii M� Da�ic gray sllt wlth�race flne sand and trace aganlcs � ' � � �� ' � � ' � � � � 16 , ' o ��s � ' 1 �10 � � � � � � � � � � � � � � � � � � � ' � � � ' � � � ' o ��s � � ; a � ° of wood chlps�d peat�13�eet to 13.5�eet � ; � sM Gray slity ihe sand wlt#�traoe aganlcs ; ; ; ; IIII '°°�� ' ' ' ' �� ot sllt at 15 feet ie � � o ��a � ' s ��a �� ' � �� ; � ; �� ' � ' � �� s ��a � ' a ��a (�� 4 � � � i � � i � , � I I I I lens of silt at 19 feet � � � i � � � � � , , � � �-----�--- (Borin9 lop condrwed on Figure A 8b) C��ent The BoeinB Comp�ny D�tlnp Me�od: Ho�o�w sEem augx advenosd by trudc�nourrt ddll dg Sern�np� SPT aampler ctrivan by 140-Ib au6o hamme�r oMnno�: s��1,2o�s or�rr�comr�or i-ioao�a�nn� Figure A-6a S�8`�E�E Apron C Renton Muniapal Airport ; � �m -p Q �� z � � �. 0 0 � Oa V �, � $ � � m � � U � � � � � � � N � � � � � � .� � � � � � � � � � � � � � � �^ � � � �� ro�ts sasn ---------------------------------------------------- �� -� � +�eoe�s -----------------------------------------------------= �� -�- -�---------------------------------------------------- — � wuw►oo.a�� -- - - �� UKI�J a �a e o ' ------------------------------------------------------------------------------ � .�lB �� _� �N ��N�N ��_��_I � ��R'Tf_7. �� , �1�Uea�a ---------------------------------------------------- , � g� W ---------------------------- g ��► W� fxJ�� I � � � � I � � � � I � � � � I � � � � I �� f��a!3 � � � S �� s � BORING B-7 � � � �� : �� 0 ; � ; � �= c 8 t�es thldc c�oncr+e�te i � �i is ::: � Brawn fine Eo ooarae sand wilh aane fine gravel(14 ind�es Pit run fi1) � . ; � ; � �: C 8 inchee tFddc cona+e�te � ' � ' i ' �o �e �:•: � Grey f�e b ooarae aand with aome flne gravel � i� � :ti (very dense to dense) � � � i � s i1b Q � ; �e �a _ - � � � � � � . s i .�. i � .. 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