Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit MI2000-181 - EXODUS COMMUNICATIONS - SEATTLE 3-FUEL SYSTEM
• • EXODUS H., SEATTLE 3 • FUEL SYSTEM M12000-181 City of Tukwila :`' (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUC i'IoN BEGINS BEFORE APPEAL PEFIC;D EXPIRES, APPLI +:ANT I'.' PROCEEDING AT THEIR OWN RISK. Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: Contractor OCCUPANT OWNER CONTACT CONTRACTOR **4 kk**k•k**'k'k 102304 -- 9069 3355 S 120 PL NSFR MISCPERM 001 North: .0 South: .0 East: .0 West: .0 125 Serer: VAL VUE Slopes: Y Streams: Per'n? i t No: MI2000 -131 Status: ISSUED issued: 09/29/2800 Expires: 03/28/2001 Occupancy: OFFICE UBC: 1997 Fire Protection: License No : SABEYCI033KM EXODUS SEATTLE 3 -FUEL SYSTEM 3355 S 120 PL, TUKWILA, WA 98168 SABEY CORPORATION 101 ELLIOTT AV W, #330, SEATTLE WA 98119 STEVE BLACK • SABEY ARCH, 12201 T.I.8., TUKWILA, WA 981 SABEY CONSTRUCTION INC. 101 ELLIOTT AV W SUITE 330, SEATTLE WA 90 Akk* k* kk** k* k *kkkb•k*k *kkkkkkt * *AAtkk *kk4* ** Permit Description: INSTALL (6) 40,000 GALLON UST AND ASSOCIATED PUEL PIPING TO GENERATOR LOCATIONS. STRUCTURE FOR SHORING OF FUEL TANK PIT. ELEVATED EQUIPMENT PAD UNDER SEPARATE PERMIT APPLICATION. k #kk ** * *kk**kkkk *•k 'k *-kkkI ' * *k *k'k **kk * * * * *4kk*kk-kkkk'4kA* Construction Valuation $ 2,000,000.00 PUBLIC wpus PERMITS: k(Water Meter Permits Listed Separate) Erg, Appr: MPC Curb Cu tIAcc: a sf'S i dews l it /CS S : N Fire Lotop Hydrant: Y No: Flood Control Zone: N Hauling: Y Start Time: End Time: Land Altering: Y Cut: Landscape Irrigation: N Moving Oversized zed Load : N Sanitary Side Sewer: N Sewer Mein Extension: N Storm Drainage: Y Street Use: N Water Main Extension: N * kk- A k* Ak kk *kkkkk*4kkk** °k*kkk'k'kk*kkk 68 Phone: Phone: 206 -281 -8700 Phone: 206 -277 -5221 Phone: 206-281-4200 119 k **kk4*kkkkkk*k *4kk44k*k44'kkk A k* *kk•k *-kkf* *k4******k **k*kt Size(in): 8.00 Start Time: No: Private: Private: k *kkkkkkkkkk*** 34kkArk Y 4333 Fill: 2625 End Time: Public: Public: 4k *04 k'kA4'kk'*kkkkA'kk'kkAk *k TOTAL DEVELOPMENT PERMIT FEES: $ 13,232.4E *kk4 *kkkk*k*kAAkkkkk**** kkAkkk *k0kkkkkkA 44Ak4AAk4A AA4 kk4014AkA*Akk444k4kkk4AAAk4444 Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. A l l provisions of law and ordinances governing this work will be complied with, whether specified herein or nut. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the •'e'fc'rance of work. I am authorised to sign for and obtain this d eve 1 oprn Signature: Print Name: Date :�' This permit shall become null and void if the wort: is not commenced within 130 days from the trite of issuance, or if the wort; is :suspended or abandoned for a period of 180 days from the last inspection. • 1`: Address: 3355 S 120 PL Suite: "Tenant: j"` tatus: ISSUED Type: MISCPERM Applied: 07/26/2000 Parcel #: 102304-9069 Issued: 09/29/2000. A•A *•k * *•k **k *•AAA * *k *A *Akkk k A0.AAA*A Ak* A*** A- A• kkk* A* AAkk *A **.kkk *k **kA* *kk•k* *Ak'kk Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. When special inspection ; is required either the owner, arch i tee: t or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection, Copies of all special inspection. P'eports ":ehall be submitted to the Uui lding division tiri:;a tire�ly Manner. =Reports shall contain address, rid'me,; Oe.rmit; number and type of inspection .being. CITY OF TUKWILA Permit No MI2000 -181 performed . The speed a l inspector shall •subini t a final s i c,ned `rep°r stat jh* wifettier the work .requiringspecial inspection :woes, °' to t.fiej .'be of the inspector's knowledge, in co farrnonce with, 4proved plans and specifications and the applicable wor fcinbn$hipprovis1ons of the Uf3G. • requirements to ; be dono i n conformance with a pproved . p 1 enS and Of the Un i,forrn Building Codu> (1.997 Ed.l tsi ran) as amended, Uniform Mecharn iea l Code (1997 Edition) and Jashington Stzrte Energy, Code A1,99/ (1997 Edi tL ion) . S. `No`t+'yisff'y tho °Cf ty+ of Tukwila :Oui td;ir►g, .Division prior to concreba. ;This pracecure i � n addition b ior tt ar} t y req.u.irements `for fspcoia1 inspection. 6. Ve ljd i ty 'uf Pe`rmi t . ' Tha i ssu€ince of a purmi t or approua l ' o plans, spe•c,if1,ciatinns, and compunctions she l l not bra coti•• strued to be a ;`leant t for, or an 'approval of, any v i•.o•le'tian of any o•f tl►e provisions of the: bu {i l d i ng ,cudr or f any othe►� - ¢rdinance Of the jurisdiction. No perm.lt• prusuming 1 o .give au`.thority to 'violate or cancel` t.ha, provisions of tills coda sliiii "1.1 be 'V, l.i d .' All per•r`i,t s, i n ,pect ion ?-records, and appr'uved plans sh l:'= be avoi ldblo at the .job site 'prior ,tci the 'start of any c;q04». str,uc;tiari. - Those documents: arc► to be, me;lnta inuci and. coati i Able until ffrl ►t, inspection epprovel...:15 granted. 0. All structure 1 `concrete sho'l 1 •tie spec: a i i rnsp,ected Jt3(a -• Sec, 306(01). 4• •9, All structural welding.'st►,all: be done .by W :`A.BAll. certified welders and special inspect ct {UBC - :oe. :30G(a)5) . 10• All high- strength bolting shall be special inspected (Uf3C -- Sec. 306(x)6). 11. Dolts installed in. concrete shall be special inspected (UBC Sec. 1701.5.2), 12, A copy of the Certificate of Insurance Coverage (miniumu $I400,O00) naming the City of Tukwila as insured. 13,; A $2,000 bond made out to the City ofr possible property damages caused by-,activities. . 14,. A map which shows the haul route. of Insurance coverage (minimum ;000 00 bond made Out to the City of Tt kwi l a for possible property damages caused by activities. emporary erosion control measures shall be implemented as -:the first order of business to prevent sedimentation off- site. or into existing storm drainage facilities . The s tte shall have permanent erosion control measures in .. ,place as soon as possible after final grading has been 'completed and prior to the Final Inspection. Contractor shall notify Public Works Utility Inspector at 206- 433.0179 of commencement and completion of work at least 24 hours.ai;idvancze 'CLEAN AND R M O VE, fDEUR r F O HAULING ROUTES . � 0 QUATE TEMPORARY Acc ss AS NOT yTO 'tiN ERPEJi : ICL .MO eHENT` OR CAUSTRUCKS TOIRAVtI bVtR C• it £ J? .' a.. a :L , Ic ES' MUST 0MAKE. c0MPi,E'TE STOP PRIOR 1O 'ENTER R f4G+ lE R t OF' -"4 AY. • .. a,, �, 0 0 qtr M 0 CITY OF TO, .VILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project NamelTenant DQ �j�Tt.1 a" -- SIC-144 City State/Zi • : _ �:. w .. ' . 1, Value of Constr tion: tJ1:L� Tax Parcel Numbei • # • - ' D r/ Site Address : a I.4 ' L. ra Property Owner: A ' 471 MIL- �.0 ..: 6A5 Phone: (7404,) 1$1 _ g -700 Street Address: •j.w, q City State/Zip: • ?�t •'L A. ! Fax #: ( i' �,12.2, 0 _.. i i t t.,/ , Contractor: t?� CEO NJ S—rR0 c_-r 1 o NJ Iv &'6 Phone: (ZD&) 1-2 1- $ 7 O O Street Address: i -72.0 t • C, • - A/ 7/0 NJ City State/Zip: ,: . / ' 4. w/ . 4 I Fax #: (too) 1 -092.0 Architect: i! /49g e A t itCrU R6 Phone: (V(0) zit'. — 8-766 Street Address: j z : w I -r .S1_A /N7hewrtt at City State/Zip: ..- PJ'Vr2 20 ati Fax #: (26(o ) Z 1_b 2a Engineer: � I " NG. Phone: . • �/^ es, - 9Zjr �-- 5-40 ..A. . w: ' 5 h.' . 4 Street • ddress: i .4 ' iI / it 'V , .;; City State/Zip: awlijtI `: ' . Fax #: ( ) Contact Person: TIV,s/ 'i ..II � Ii•1� �. 7C� _ A Phone: (z ,, )777- s z2, i Street Address: City State/Zip: 6 0_0 / 7114A/11411 /RtlralYNAt.. #L V l2 GF 2: s ji ,�.. Fax #: ( ) ° zei- Oq 7.G MISCELLANEOUS PERMIT REVIEW AND APPROVAL RE • U STED: (TO BE FILLED OUT RV APPLICANT) Description of work to be done (please be specific): i,vy t.. 4 k Cho) 41 atit, &f t- v $-r it NW 1440 (X/ p fuel- pl pit G. 7a 00416- ie 10titTC4NS$ . SITAXruR6 f4)R- - 10(t-t fJ cro or fi.- -N 14, Pt . EtewrrEa 0 - /. . 1 .,. a. ...) , 5 ..1tf%a , I t )Wta°T`r1( Will there be storage of flammable/combustible hazardous material in the building? K es ❑ no Attach list of materials and store e location on pnrnte 8 1/2 X 11 ' n per lndicntin s r uantltles : Material Sn(et Data Sheets • Above Ground Tanks Ll Antennas /Satellite Dishes U Bulkhead/Docks • Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Housin •Replacement only ❑ ParkingLots ❑ Retaining Walls ❑ Fa Temporary cilities Troo CuttlnK APPLICANT REQUEST FOK MISCELLANEOUS PUBLIC WORKS PERMITS Chnnnellantlon/StripIng ■ Curb cut/Accoss/Sldowalk • Fire Loop/Hydrant (main to vault)#: Size(s): ❑ Flood Control Zone Land Altering: Cut cubic yards FIII cubic yards 0 sq, fl.grading/cloarIng ❑ Landscape Irrigation Sanitary Side Sewer #: • "' Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Motor /Exempt #�,_ Sizo(s): 0 Deduct 0 Water Only ❑ Water Motor /Permanent # Size(s): 13 Water Meter Temp # �_ SIzo(s): Est, quantity: gal Schedule: ❑ Moving Oversized Load/Hauling ❑ Miscellaneous MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City / State/Zip: 0 Water 0 Sewer �. __.. _..__ � 0 Metro 0 Standby WATER METER :DEPOSIT /REFUND BILLING: Name: Address: City /State/Zip: Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review • Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date aelcatlEaGpted. 9/9/99 :uiscpnit.doc Date application expires: , Applicn by: (initials) _ .� i TED WITH THE TOLIOWING: S'' ALL DRAWINGS SHALL dE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED • ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT D STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit k issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration ". 'Bu idI j bwni r' /Authorized lgenf If the applicant is:otherrthiin'the owner, registered architect/engineer, or contractor c ns r d, th'o State ot.Washington, n notarized lettor•rrom:the, proporty owner authorizing the agent to submit this 3 erml h. •II atfon',and.obtain tho .omit will be re liked as •art of this submittal, 1 HERESY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CSUILDI 1 �., d% tire n * * ** *:* ** * * *44* *A *4 * #l/ + *4. *** 4* ****4 *4*4 4* *4Ah** * * * ** TPANSMIT TVA TUKWILA? WA *** 404 .4 *k* * ** *k4 * * *4* ** *4 *****4 ** A4*4* * * *A * *4 *A * ** ** 4 *Ar* *A *f I�AHtNXT;.Nlumbers P9000366 Amounts 7,71.4.27 09/29/00 1607 1 �rsent ;Methods CHECK Notations 13AUEY COEPORA'fTO Inyr.: BLH 4_ * .. i s :.. i i M •I .N M w a ,i• w I i N 1Y w t I s t i ti Ii 11 Iw Iw I• i i iw r la * k I: Ya M I Y W Ii I s r s Ira $t IY a e x r s r F �� a .. M 3 as i. a. >t+ Si w +F• Permit Not Parcel Not f ti rAddri.r' Th 4 I fayamnt.. A j j. J. j. ***kit** . Y Marna i b Code 000/ *022./00 `000 /345.0030 000/306.904 ' 000/342.400 401/242.400 4.12/_342.400 000/222.100 000/.345.11.30 N12000-101 Typos 14t3CPEHM 14ISCIIwLIANIs13UE PERMIT 102104 -9009 3355 E 120 Pt, fotni t'ut?it 74'14.27 Total ALL Notes 00411c*, * * **4 *+4 * * ***4 #*** ***A* 4h *mw *A 4 r**6*A* *0#A #*4** 13, 232x.46 13,232.46 .00 Description EWTI: L) NC . REE PLAN CHECK a- UTILITY STATE BUILDING 81iRCil$►PaE INEP FEE x UTILITY )N$P €"EE - f 1rN /LI /MIME: INOP FEE - STORM DRAIN LAND ALTERING i'4:RMI1' 17LE. LANI? ALTERING 1'1.AN C1t1<CK rR I t# W tit • er t M ∎i t! M I+ q r b Yp M •, ., ., I$ wf w r . Amount 617,39.52 30.00 4.50 15.00 1L.a0 15.00 296.00 49.25: ...a nn 1Y o rw wY V• UI M. /0/02 9710 TOTAL 7 14.27` a . . • ;t£4+ 4 4 **4 ,hAAk1►A*i+ “41,4, k+ 4f•'4# f. (0'4P 4,4k.Akk+,4*4d41•04,AP f"k +41.k*A#k4*#b #.dk1. yp a b �tk +kk'� .!•A# A*4#4,A4A444*t41111A'� 0014.0 t` 10000 0 t oust : .971. K rtt 14010) t s ,t`HEI.i( He ttt t. i irr x : i PEJEV/ CORP 1 r1 1 T( -t1 a. Y •.: .0 .41 M .. t. •t •M t• N ..,M:..... II/ t/ 44 i. ai M .M .. rM ...M .i as sl {t 1 . • *• 1r* ♦ a w • t .► if i .w OM • •d • ..:w •t '1 i st rl l .r c t ;Plo N/P000•1RJ• Type* Mtr°CNLI P' MIBCLL.C.NNCtlIJ t new I 1 .' (1ti3..107JQ4 .9069 ,, dry so 33.:V :#3: 1 :0 I'l. Total r019$ tl,nt “.21 y m r. tt 972.” toll AIL Posts; G.018.19 na1ttI1Cox 6.794.02 i. 4k,“*444# ## A, h* k iAA 4*+* *1ti+► pfk114 •kk+kir*1.4#*40t* A4 #4d.�'14101, A*14k44, al ;a :t+ttnt '(:odd pceb`Ir 1 pt i i i• Amount 4OOf 2ZA 100 01.11.1 D HU - REV '.172,7,1 1l4 ±114 ti Ix,Ik;1l ��t4' ;',�YIMtk. atlk /toeMli 11 14It /1+f Aa1 ! /aR •l to x. <�.t!• ►1.jtN Htl +•tsMAO t. a.It Mtw al•tM %A Het t. tw tl a /t1 'A 4kkkk*',4Ah.**,t•Alh%4 * *Ak 0*r4244,4hhh444.4*A*Ahat ***k *:1 :*4 R !* .'kii A414 C is a ,` i'fiKS rL . l�dA.: J .� 1 1 C+F tdtfi11 tth *L�4 `ilfc�F�f'kAhhA�+4 ;44 4A:444kA*8A�Ch *1 t0,4tit i4 h AE:: k ak �k k �l �A A .4 k it li'Ht;MI1• Nt4 bt 2r. s P9C10033() Amount:: StOitti.46 Q7 2C, 00 12:54' ytm nt, Iit*tht tlt t:lo:`ci{ i1titit, iont E3A11s;? CORP /nit: '11.9 = j(i . R{ i. ".. M . i �Y R{ .. R V ” - .. .Yf H M R .. - - — RI. .f Rt . l t W 1 .. Ri N Rf 4f .. M M R♦ . i. i .ta wr - W - R. • e ' 1 - +l - R:. M Permit Nil': 141" 0 05 °.t8i '1'yprt M1fiCt'E)ttt :i41°i ".ELLAtiiit3Of3 i'1:ii141'f { llY Piiit t+i. Nal J02304-069 Y "r #31 Q Addy oils : 3,153 9 1:1' I'i. l4 tal rt#ugit 12412.21 is { v: P. at'merit . %.O446 1' c t +d ALL r is t ti t 5 0) 4 :r ,4 4 6 90 itnrrbx ''?M,. i;; IL. A#. 1k*** A#A Xkkvt *IVAli* * *k *.irAAA04 *k #4,t. %kA *k. *Ah* 4,44*L *b*pA4A* cc*Q Inb t;f.kdhE »nsr.r 1p,t ion %u }aunt 0/30000 PLAN CHECK RCt t 104a.4( p.f.b.MYli' . • . 1 . , . . , . + i R N A . . N . I k . . : . A . t Y R + R . f t . . ' . 6 + • . t . • it: . R . > • = a . r . R l4. .,. <1.Y•IR 00. 71,. OS ti *10 tY 1R 1. f•.+M.4. YR IR.0 If ; I INSPECTION RECORD - Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 it, • „ (206)931-3670 Approved per applicable codes. COMMENTS2 OnniraPPIMPIPIIMIt■-, .&'.._ —..z_%.-.— .A._li ... IllirAA. drill=1 IIIIIIrr-11111 NOW 111 gia°°11.11111111111111 .1 -1-1"1111111 ailarilliellinibL•'44111111111111111111111111111111 ."‘ •s,s • - so" • $4 at 4 (INSPECTION SEE REQ IRED. Prior to insp tion, fee must be paid Call to schedule mint ectIon. 0 Southcenter Blvd Suite i Receipt No: 410.4,44,40e:, - 417/4 r, city of7iikwlla Fire Department TUKWILA FIR! IMPARTMENT FINAL APPROVAL FORK John W. Rants, Mayor Thomas P. KeeJte, Fire Chtef SO' Permit NO. SYVIZOOC=Liii Project Name _,, "'"K ©u "'S Address �S'3. Z) s Z- (31*L _,, Retain current inspection schedule Needs shift inspection 111111111111111•11111111111111. '116 41111•11111111111111111•11111111111•P 4111111•1111=111111111•116 Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halons Monitor: Pre -Fire: Permits: Suite #, Authorized Signature FINALAPP,FRM T.F.A. Form. F.P. 85 Headquarters Station: 444 Andover Par* East • Tukwila, Washington 98188 • Phone; (206) 5754404 • Fax (206 ) 575.4439 INSPECTION RECORD-' Retain a ropy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION, 6300 Southcenter Blvd, #100, Tukwila, WA 98188 � (206)431 -3670 M I r -1g1 Project: Type of Inspection; Address:_ 3555 S. 00 Pi Date called: i -ite -a Special instructions: `CA) D. to wanted: I-18- OA. m, Reques er:C , Phone) °7 36 gC'7S Approved per applicable codes. Corrections required prior to approval. Inspector; Date: $47.00 REINSPECTIO rUE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter 9ivd. Suite 100. Call to schedule reins ecction, Receipt No; Date: INSPECTION NO. q,1 1SPECTION RECOI Retain a ‘capy with permit 4. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 M I ; , ,''' Er�i(4It NO. ;,: , (206)431 -3670 Proje (( a-- t: 4A T ►e of Inspection: Addr : " it Date called: Special.instructions: ,. Date wanted: a.m. Reg star: 1 mpg I 50 Phone: I Approved per applicable codes.. r COMMENTS: Corrections required prior to approval, Inspector: Q() 0 $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Olvd. Suite 100. Call to schedule reins ►ection. Receipt No: Date: INSPECTION RECOR Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA' 98188 INSPECTION NO. Mrog000- PtRMIT NO. (206)431-3670 Prc _Oct: Aeodu.S Sett it/e. 5-X4e/ Strs. Type of Inspection: PI-0 g*'nec-e Address: c,a,36.% go" Pi Date called: 11810) Special instructions: Ff./ da 4't 4 ien • >, Date wanted. /PI /0AQ Mi■.' Requests : Phone' OG ' ...., Y9 2't Approved per Oplicable codes. COMMENTS: 01, 0 Corrections required prior to approval. etc fzi-0,04 eS 64.40 geol., 11 $47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd. Suite 100. Call to schedule relnspectlon. Receipt No: f Date; ... • ;' ;. • tfr • • 9 INSPECII6N NO. . CITY OF TUKWILA BUILDING DIVISION t'300 Southcenter Blvd, #100, Tukwila, WA 98188 1 INSPECTION RROR Retain a ropy with permit IYI.r02a0o- /a PERMIT NO. (206)431 -3670 Project: /a Type oflnspect n: Address: ;- 3 . ' : . t 01,,,,,r/ Date called: 1 • Special instructions: -. Date wan e, f 0 ; Requester: 1111 ( t: C t'12ee..•ee z • one: required ptlor to approval. COMMENTS: (- INIMMIWAIPIZIMPOIMMINIMMI .'..w&A a mot L. I... ..' �M IIMENWINFAMMIIMINIM In;pe • Data: 1 rp 847.01 RElNSPECTION FEE REQUIRED. `Prior to inspe'ct'ion, fee must be paid at 63O0'5duthcenter Blvd. Suite 100: _Cali to scheduloreins ction. Receipt No: , t., " 4, ; Data' INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sauthcente'r Bivd, #100, Tukwila, WA 98188 IY1:r,Pvciu - 411 /1 PERMIT NO (206)431 -3670 Project: 0 . Type of Inspection: Address: 1.04 Date called: a 3 t 01 �. Special instructions: Date wanted: 0 a. m. ., ■ Requester: fr : Phone: ;oG 7�-/Y .,3 © Approved per applicable codes, COMMENTS: Corrections required prior to approval. Inspector: Date: b EJ :47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reins Action. Receipt No: Data: • INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ;Doo•/Fl PERMIT NO. (206)431 -3670 Project: „,_.. X d � u of Inspection: „ AS l.:” • Address: av'� r "'i . Dale called y' ,6 0 Special instructions: i GE G 4 0 if f i l /0/ et, rn Date want p' iS ::: ter: A5 33 Y VV34 Approved per applicable codes. El Corrections required prior to approval. 0 S47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Bivd, Suite 100. Call to schedule reins ' ection. Receipt No: • Date; INSPECTION RECO° Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd, #100, Tukwila, WA 98188 M1200043/ PERMIT NO. (206)431-3670 Project: ,- EXOda 5 of inspection: 1 i r/ aranr Address:335- s 120#17 P Date called: q. 6.ol Special instructions: ' - Date wanted:4...1..0i ..m. Requester: La rice. Phone: 425..334- qqat, Approved per applicable codes, Corrections required prior to approval, Inspector: El $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd Suite 100. Call to schedule reins action. Receipt No: Date: - . ltaiagalwat isottiviuer!mfho-irw-N • 'Y, INSPECTION NO. , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECOR Retain a ropy with permit x' M12000 --I $1 PERMIT NO. (206)431-3670 Project: �xO� U � Type of Inspection: ��orm Address: 3355 math 9 Date called: .1 f O, Special instructions:, Date wantpd:3_ 1 54.0 ! a.m. Requester: ri , '. a ► r I C.G. Phone: 42 5.. 3 _ L.,q % gpproved per applicable codas. J Corrections required prior to approval, Gam1� COMMENTS: IIIII , J . 11r1 ',MM. 1, JAWCINIIIIMMIEMer, < I , 1 • II, f A If L I1 _ .. /.I' . ..... ; 0 547.00 REINSPECTION FLEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd. Suite 100. Call to schedule reins ection. tr INSPECTION RECOR Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 pry a(S 3 Type of Inspection: Ad • • s�„� V r 2-0 / bate called: Special instructions: Date wanted: d a.m. ..m. Requester: , Phone: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: $47,100 REINSPECTION FIE REQUIRED, Prior to inspection, fee must be paid + ?:. at 6300 Southcenter Blvd, Suite 100. Call to schedule reins.ectlon. Receipt No: Date: °§ INSPECTION NO. INSPECTION RECOO Retain a capy with permit • -s CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 vIV,J)7 PERMIT NO. (206)431 -3670 El Approved per applicable codas. Corrections required prior to approval. 411112NtiffillMIIMIf..IMMAAM11111111111111111 ATI= AIWA" . /L 1J : A ,Y Inspector: Date: a 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Snuthcenter 6ivd., Suite 100, Call to schedule reins . ection. Receipt No: Data: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 111'2000 -181 PERMIT NO. (206)431 -3670 Project: EXoci Typealf ninspection:. i Address: 355 1 10th p1 Date called: S'14'-01 Special instructions: Date wanted:�'� ��) a.m. Requester: ear, iCt2 Phone: 1425 ....,3314.. qt./ 36 Approved per applicable codes. COMMENTS: ElCorrections required prior to approval. Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee rnust be paid at 6300 Southcenter Blvd. Suite 100. Cali to schedule reins . ection. Receipt No: Date: - INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd, #100, Tukwila, WA 9818$ f(4, it •LA )S0 INSPECTION RECORD Retain a copy with permit 1412,50tp- PERhArt NO (206)431-36/0 Project: PC oefLis 3 Type of Inspection: - I ue. Address: --Lae Date called: Special instructions: Loi I 1 e ek n c hoori- 1 tueltty bug at *ow" 0,„. begl(flh, Date wanted: a .m. 1 . , —retr) "on . elan Reques r: _ i.) Ale,&. Cibe (PhoneO : PO ;VI 4A2 tr 01(2o0570. Approved per applicable codes. Corrections required prior to approval. COMMENTS: ■•■■••■•■111. t ARM NINNINOMMi %MO NM, Inspector: Date: El $47.00 NEINSPECTION FRE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins action, Receipt No • • " • • , . „ Date: } ;0 ' FROM : TIM HYDEN a AMEC BE FAX NO. : 425-B20-6430 (- '"Feb. 20 2002 04: 06AM P2 February 20, 2002 0-01M-13625-0 Sabey Construction, Inc. 12201 Tukwila international Blvd., Fourth Floor Seattle, Washington 98188-5121 Attention: Mr. Mark Velasquez ame6IVED FEB 212002 DEVELOPMENT Phone: 206 - 277.5204 Fax: 208. 281.0920 Site Fax: 206.835 -9571 Subject: Summary of Spacial Inspections and Materials Testing Building Permit MI2000 —181, Revision No, 1 Exodus Building — Fuel Utilidor Tukwila, Washington Dear Mr. Velasquez; AMEC Earth & Environmental, Ina. (AMEC) respectfully submits this letter as our summary of special inspections for the above-referenced project, AGRA performed inspections for the Exodus Protect as requested And scheduled by representatives of Sabey Construction, Detail* of these Inspections ere contained In our Deily Pied Reports and corresponding laboratory test reports, These reports, copies of which have been previously distributed, form the basis for this final summary of our Inspections, In accordance with the Uniform Building Code and project requirements, AMEC performed inspections for the following: 1. Concrete Reinforcement; 2, Concrete Placement; 3. Epoxy Anchors; 4, Anchor Bolts; and 6. Reinforcement and Concrete for Piling AMEC Earth & Environmental, Inc. 11335 N.E.12241Way, Suite 100 Kirkland, Waahlnptan USA 98034 Tel 425) 820.4669 Fax (424) 821.3914 wmi,amea,com awno.doe C.vertparoyi adui.utiida M811tviypn 1 kr FROM _1 TIM HYDEN 'at AMEC E &E 1 FAX NO. : 425 - 8206430 (eb. 20 2002 04:06AM P3 amee Exodus 8uildIng - Fuel Utiirdor, Revision No. 1 8.91M•13325.0 February 20, 2002 Page 2 In our opinion, the work Inspected as referenced In our daily field reports was performed In general conformance with the approved plans and changes approved by the architect and structural engineer. If you have questions or desire additional information, please call at your convenience. Sincerely, AMEC Earth & E .vlronmental, Inc. Timothy R Senlor Associate TRH Distribution: Mark Valasquez, Sabey Construction AMEO Earth 8 Environmental, Inc, 11335 Kg, 12210 Way, Suits 100 Kirkland, Washington USA 98034 Tel (425) 820.4689 Fax (423) 821.3914 www.amcc,com ••a.V. rww CAismotartsullux4Jurior rrw.io„sion + to Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101. ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: CONCRETE ASTM439 Report Date: May 10, 2001 Project 0: 0-91M•13025•0 Project Name: EXODUS THREE Project Address: 3355 S. 120TH PLACE Building Permit: D2000-149- Project Mgr: TIMOTHY R. HYDEN Architect: STEVE BLACK Engineer: ENGINEERS N.W. PO Number: N/A AP 1%x * 1 s �ti o ' ES1 Mix and Field Data Cast Date: 3/9/01 Placement: 3,0.0 EAST SIDE. Strength (t'c): Required : 4000 psi ® 28 Days Mix ID: Supplier: Load 0: Truck 0: Ticket 0: Plant 0: Batch Size: Water: Admixture: Time Batch Time: Sample Time: Finish Time: 340141 CADMAN • 212 201999 • 10 YDS • • 0 :09 10 :06 10 :16 Contractor: Inspector: DAVE BERNIER Slump (Inches) ASTM C•143: 4,5 Air Content ( %) ASTM C•231: Unit Weight (pct) ASTM C•138: Concrete Tomp. ('P): 85 Ambient Tomp. ('F): 51 Weather: N/A Remarks: REFERENCE REPORT 0426, SET 235. Teat Result Spec Date Age ID 0 ID Date Recd Tested (days) 10074 A 3/10101 3/18/01 7 8 3/10/01 4/8/01 28 C 3/10/01 4/8101 28 D 3/10/01 Nominal Specimen Size 4x8x0 4x8x0 4x8x0 Actual Area Compressive (sq In) (Ibs) 12,58 12,56 12,66 66940 74680 75880 Break Types •• (Cn) Cone, (C8p) Cone .Split, (C8h) Cone Shear, (Sh) Shear, (Co) Columnar • Reviewed By Dis fribytio 1 flt 4!1 N/A N/A 50.90 N/A Strength Brk. Type/ 1 of (pal) Cure Req'd 4690 C8P 117% 5950 CSH 149% 8040 CSP 151% HOLD Client: Yes File: Yes Producer: Yes Others: one May 7, 2001 0 -91 M- 13625 -0 Sabey Construction, Inc. 12201 Tukwila International Blvd., Fourth Floor Seattle, Washington 98168-5121 Attention: Phone: 206- 277 -5204 Fax: 206 - 281 -0920 Site Fax: 206-835-9571 Subject: Summary of Special Inspections and Materials Testing Building Permit MI2000 —181 Exodus Building — Fuel Utilidor Tukwila, Washington Dear Mr, Velasquez: AMEC Earth & Environmental, Inc. (AMEC) respectfully submits this letter as our summary of special Inspections for the above - referenced protect, AGRA performed Inspections for the Exodus Project as requested and scheduled by representatives of Sabey Construction. Details of these inspections are contained in our Dally Field Reports and corresponding laboratory test reports. These reports, copies of which have been previously distributed, form the basis for this final summary of our Inspections. In accordance with the Uniform Building Code and protect requirements, AMEC performed inspections for the following: 1, Concrete Reinforcement; 2. Concrete Placement; 3, Epoxy Anchors; and 4. Anchor Bolts, RECEIVD MAY 1 0 2001 Sabey Corp. AMEC Earth & Environmental, Inc, 11335 RE, 122 Way, Suite 100 Kirkland, Washington USA 98034 Tel (425) 820.4669 Fax (425) 821.3914 www.amec.com H:1Final Surmiary\exodus uUlidor 5.9- 01.doc Exodus Building — Fuel Utllldor 0-91M-13625-0 May 9, 2001 Page 2 In our opinion, the work inspected as referenced in our daily field reports was performed in general conformance with the approved plans and changes approved by the architect and structural engineer. If you have questions or desire additional information, please call at your convenience, Sincerely, AMEC Earth fis Enviro ► entail Inc. Timothy F Hy Senior Associate 0414 w n S. Sahli P.E. rinclpie TRH /KSS /tls Distribution: Mark Velasquez, Sabey Construction Eric Strand, Sabey Construction Richard Janke, Engineers Northwest Building Department, City of Tukwila AMEC Earth & Environmental, Inc. 11335 N.E.122n0 Way, Suite 100 Kirkland, Washington USA 08034 Tel (425) 8204669 Fax (425) 821-3914 www amar r11111 r. twwNnflW VtFMPta rv+„a, dauw .+ne ame 11335 N.E. 1274 Way, Suite 100 Kirkland, Washington 98034 -8918 Tel (425) 820 -4669 Fax To: FIELD DOCUMENT TRANSMITTAL Sabey Construction 12201 Tukwila Intl. Blvd., 4th Floor Tukwila, Washington 98168 Attn: Eric Strand Date: April 13, 2001 Project No.: 0-91M-13625-0 Project Name: Exodus 3 Seattle Project Manager: Tim Hyden Permit No.: 99A -'i.. mtAcl o : Enclosed for your review and records are our most recent Dally Field Reports and associated field correspondence pertaining to the above - referenced protect, SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Transmittal Date Laboratory Reports Sets 236 -237 03/09/01 04/13/01 cc: City of Tukwila Engineers Northwest 8:\WORPPROC\Fiet4 Document Transmdta1013000013625-0.wpd attn: Building Department attn: Richard Janke An AMEC Company Report of Compression Test Rest; lis Client: SABEY CONSTRUCTION, INC. 101. ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: CONCRETE ASTM.C39 Mix and Field Data Cast Date: 319/01 Placement: WEST SIDE 8.0.0. Strength (To): Required: Mix ID: 340141 Supplier: CADMAN Load 0: • Truck 0: 144 Ticket #: 201950 Plant 0: • Batch Size: 9YD8 Water: • Admixture: • Time Batch Time: Sample Time: Finish Thne: Test Result Spec 100 ID —10073 A a 0 8:20 8:55 0:15 amee Report Date: April 6, 2001 Project 0: 0.91M.13625.0 Project Name: EXODUS THREE Project Address: 3355 S. 120TH PLACE Berthliowilaztaitt:ANG0-444 Project Mgr: TIMOTHY R. HYDEN Architect: STEVE BLACK Engineer: ENGINEERS N.W. PO Number: N/A Petk14%1' 44-Kz.2.01210-,% Contractor: 4000 psi fp 28 Days inspector: DAVE BERNIER Actual Slump (inches) ASTM C•143: 5 Air Content (%) AVM C•231: Unit Weight (pat) ASTM C•138: Concrete Temp, ('F): 84 Ambient Temp, ('F): Weather: N/A 80 Remarks: REFERENCE REPORT 0 428, SET 236. lam 4±1 N/A N/A 50.90 N/A Date Age Date Rec'd Tested (days) 3/10/01 3/15/01 7 3/10/01 4/6/01 28 3/10/01 4/6/01 28 3/10/01 Nominal Specimen Size 4x8x0 4x8x0 4x8x0 Actual Area (sq In) 12.56 12.56 12.55 Compressive (Ibs) 57930 70180 77320 Break Types — (Cn) Cone, (C8p) Cone *Split, (CSh) Cone Shear, (8h) Shear, (Co) Columnar Reviewed By Strength Brk. Type/ % of Cure Req'd 4610 CSH 115% 6300 CSH 158% 6160 SH 154% HOLD /2/§fribati9ii Client: Yes File: Yes Producer: Yes Others: b • Report of Compression Test Results Client: SABEY CONSTRUCTION, INC. 101. ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: CONCRETE Mix and Field Data Cast Date: 319/01 Placement: CENTER SLAB ON GRADE. Strength (rc): Required : 4000 psi 6 28 Days ASTM•C39 ameco Report Date: April 6, 2001 Project #: 041M•13825.0 Project Name: EXODUS THREE Project Address: 3355 5, 120TH PLACE Project Mgr: TIMOTHY R. HYDEN Architect: STEVE BLACK Engineer: ENGINEERS N,W. PO Number: N/A Mix ID: 340141 Supplier: CADMAN Load 0: • Truck 0: 206 Ticket M: 201895 Plant 0: • Batch Size: 10YDS Water: • Admixture: • Time Batch Time: Sample Time: Finish Timo: 7 :40 8 :00 8 :15 Contractor: Inspector: DAVE BERNIER Actual Slump (Inches) ASTM C•143: 5 Alr Content ( %) ASTM C•231: Unit Weight (pcf) ASTM C•138: Concrete Temp, ('F): 64 Ambient Temp, ('F): Weather: N/A 50 Remarks: REFERENCE REPORT 0 426, SET 237, 401 N/A N/A 50.00 N/A AIM Teat Result 10 0 10072 Spec ID A B c 0 Dale Age Date Reo'd Tested (days) 3/10/01 3/16/01 7 3/10/01 4/6/01 28 3/10/01 4/6/01 28 3 /10 /01 Nominal Specimen Size 4x8x0 4x8x0 4x8x0 Actual Area (sq in) 12.56 12.56 12.56 Compressive (Ibs) 50210 83130 81350 Break Types •• (Cn) Cone, (CSp) Cone ,Spilt, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar Reviewed By Strength (pci 4710 6620 6480 Brk. Type/ • % of Cure Req'd CSP CSH SH 118% 165% 162% la 6 DiItriIutlon Client: Yes File: Yes Producer: Yes Others: DAILY FIELD REPORT AMEC Earth & Environmental, Inc. 11335 NEE. 122nd Way, Suite 100 Tel (425) 8204669 Kirkland, Washington 98034 Fax (425) 8214914 err PRO NAM Jr Cj ri PROJECT NO. 091 . /,, 2.5---0 REPORT NO. a ADDRESS 3 r "*fr ♦. ..rf.� 4, I , COMMENTS GATE r tirki t2c/ PAGE (Includes Test Reports 1 _..OK PER .Or ----- M 2 0 0 0 1 1 WEEATHEER./� S_ 2 0 v CLIENT 514ei 1/t G/ V N L r AMEC PRt1ECT MANAGE - • • NE NO. // ,t• , 6 STRUCTURAL ENGINEER Gr`n - e,r IVi/t) ARCHITECT '`- 6 / A C P 1. • • EPRE - NTATIVEIPAGE NO. CONTRACTOR t ,�/ C /`T- roe OP I TION af1EW INSPECTION (..- ❑ RE•INSPECTION I To tho best of our knowledge, all items inspected as noted above were in general • Yes conformance with the approved plans and specifications, AMEC FIELD REPRESENTATIVE No Preliminary Observations 0 Deficiency Corrected - Report No. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE P ' ' REVIEW BY OUR PROJECT MANAGER Thia report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of AMEC, Inc. AMEC Earth b Environmental, Inc. (Rev. 11100) . ..+� ". ►�'. r >: ..; -. "*fr ♦. ..rf.� .: COMMENTS .,. ,.:_ }.. ,. >dy«,N .tL,.. i*.... _. ..x .,.�;.... r.:.. , . Ai di ii L pH At 0 --fettik----611(11 4 . A . / 11: A /i. --.,. L `� A 0 ; A # 25" L1. / r, , L i 4A, I I. y�_4 / 1 : — ' " "/, / d/ 1 AL1 I • he .�..L I To tho best of our knowledge, all items inspected as noted above were in general • Yes conformance with the approved plans and specifications, AMEC FIELD REPRESENTATIVE No Preliminary Observations 0 Deficiency Corrected - Report No. THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE P ' ' REVIEW BY OUR PROJECT MANAGER Thia report is provided solely for the information of our client. This report is not intended to be transmitted to a third party by any means, except In full, without written permission of AMEC, Inc. AMEC Earth b Environmental, Inc. (Rev. 11100) DAILY FIELD REPORT AMEC Earth 8 Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Tel (425) 820 -4669 Kirkland, Washington 98034 Fax (425) 821-3914 kst )2 amec° PROJECT NAME rxcr1Q� PROJECT NO. 0-(11M-V /2t4) REPORT NO. 42E AD SS P ER DATE _ _ -• R.. No CLIENT — THER PAGE (includes Test Reports) 1 OF On, . STRUCTURAL ER AMEC PROJECT MANA a ER/PHONE NO. ARCHITECT AMEC FIELD REP; • NrATIVE/PAGE NO. CONTRACtO • TYPE OE INSPECTION �Ew INSPECTION © RE•INSP €CTION 4.,,„,,,,,, y: , .. ,...., ,.. :, COMMENTS , f _ _ -• R.. No dl,& .0 tai R �. ' R A I► II sr .t II% • li v, *- * �,. = �_ akoP "' 1 "a.G. _ * A. W. >■• r . , ..i... N • • - It e1 11.181 `J a Il■ • : k — IP' • a,, E A , r.. 11., • P ea R -Nva . A. a, . . .. t try MC tl• Q.1. >.` ■ .►40.x• -r... — n r-_. ta_pld IC>p c __ _. __ .. I1.._. rte' . -* 1 e- �Ir. ,. 1 tis■•• el. ►Q WO " ► ►l .. O 1 ri. • • . 1• . lo O. 7'N,S`.t,yr!'t UMMA To the best of our knowledge, all items Inspected as noted above were In general conformance with the approved plans and specifications. Yes E) No itr 0 reliminary Observations Deficiency Corrected -- Report No. EC FIELD REPRESE, L. THIS REPORT I REVIEWED BY IDERED PR LIMINARY A D SUBJECT TO CHANGE ' = NDI REVIEW BY OUR PROJECT MANAGER (lent. Did report is not intended to be trans ed to a third party by any means, except in full, without This report is provided solely for the information o written permission of AMEC, Inc. AMEC Earth & Environmental. Inc. SRev. 11 /00) et F i; AGRA 'ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 8204669 Kirkland, Washington 98034 Fax (425) 821.3914 TEST REPORT CONCRETE ASTM C -39 GROUT STM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21-17 SHOTCRETE ACI 508 R OTHER ASTM C -780 ASTM C -140 REPORT NO. �2 & P `��� {c� �' �'9mi-� PROJECT NO. f 3625-0. PAGE (includes Tat popods) i i DATE FIELD DATA BATCH DATA SUPPLIER iii , TYPE OF CEMENT IIIIIIIBSIIIIIIIIIIIIIIIMIIIIIII DESIGN MIX NUMBER Li PO WEIGHTS PERYARD TICKET NUMBER r , 9 '420 TRUCK NUMBER 2/96 GEEMEM 1 3 S' 1 3$ BATCH SIZE, YD3 lO COARSE AGO. (LBS,) ( 125 2. /0 Sr, TOTAL PLACED „I5OF3O0tYDS' COARSE AGO. (LBS,) cl a 7 WATER ADDED, GALS. ALLOWABLE WATER, GALS.J4. DRUM REVOLUTIONS �.... COARSE AGO, (LBS.) FINE AGO. (LBS.) WATER (LBS.) BATCH TIME I 7 d AIR ENTRAINMENT Mil SAMPLE TIME 0 �� ADMIXTURE NO. 1 G t{ 'ti FINISH TIME v ADMIXTURE NO. 2 SAMPLE AND TEST DATA . SAMPLE SET • 1 OF 3 LABORATORY SET 0 I.D. w l4A SAMPLE LOCATION: (e Ter sl orb d vt. "De DESIGN STRENGTH PSI 0 tat DAYS `TEST DMA SPECIFIED ACTUAL TEST AGE (DAYS) illgreoMMIIIII SLUMP (ASTM C.143) -.._ Lj ' l -- -- SPECIMEN (NO/SIZE/TYPE) DATE SAMPLED rar r AIR CONT, (ASTM C•173/C•231) AMBIENT TEMP. °F . 5?) O PMi IZINE DATE RECEIVED 3-/0 SAMPLE TEMP. (ASTM C•1064) e CURING CONDITIONS \ ` 'T` UNIT WEIGHT (ASTM C- 138) "' HIGH/LOW TEMPERATURES YIELD (ASTM C•138) -!' "'-•' 'Noio .wroprlsSs MN wino* M MNMrnt *om those Indlootod SAMPLE STORAGE LOCATION AND COMMENTS AGRA Fl - E EVIEWED BY THIS REPORT I8 CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE 1 EVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report Is not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19378 (Rev. 8/99) 612 OR AGRA `ENGINEERING GLOBAL SOLUTIONS 11335 N.E. 122nd Way, Suite 100 Tel (425) 8204689 Kirkland, Washington 98034 Fax (425) 821.3914 TEST REPORT CONCRETE STM C -3 GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 508 R OTHER ASTM C -780 ASTM C -140 PROD E 1 k., vs v' PROJECT NO. £ VV -i3(, 2.5--0 REPORTNO 926 PAGE ('includes Tom Ricotta) A/ OP ( /,{r DATE FIELD DATA _ BATCH DATA SUPPLIER TYPE OF CEMENT ' _ ... MIX NUMBER '3r4 0 l W EIGHTS PERYARO DESIGN ACTUAL TICKET NUMBER /2() I ep5" CEMENT (LBS.) L{ £ J TRUCK NUMBER 4.4 FLY ASH . 3, BATCH SIZE, YD3 °I COARSE AGG. (LBS.) ((2 1 0 g TOTAL PLACED L V OF YDS3 COARSE AGO. (LBS.) COARSE AGG. (LBS,) _a -7 $ gm WATER ADDED, GALS. 0- ALLOWABLE WATER, GALS. let- FINE AGG. (LBS.) !Liz! PC f . 3 DRUM REVOLUTIONS / ' WATER (LBS,) 224 Q S5'13 $- BATCH TIME 4820 AIR ENTRAINMENT SAMPLE TIME 5 5' ADMIXTURE NO, 1 33 a ,e2 33•07.... .______a35-5. _____`Q - FINISH TIME 0 ci ADMIXTURE NO 2 SAMPLE AND TEST DATA SAMPLE SET_ OF LABORATORY SET N 2512__ 1,0. ILIf _2._ SAMPLE LOCATION: W T i DESIGN STRENGTH L. PSI 0 Z,, DAYS °TEST DATA SPECIFIED ACTUAL. TEST AGE (DAYS) t _ e e .of SLUMP (ASTM C -143) t 5^ '11 SPECIMEN (NO,/SIZE/TYPE) i ifs, -4; k AIR CONT; (ASTM CG173fC•231) ""'.. """ DATE SAMPLED pa 0,1412_ AMBIENT TEMP °F Cam'() DATE RECEIVED g • SAMPLE TEMP (ASTM C•1084) 577-?Col:' ' CURING CONDITIONS Nigt, UNIT WEIGHT (ASTM C -138) ,______ .� HIGH/LOW TEMPERATURES YIELD (ASTM C -138) — 'Nob o/poplob WI mesa If *I ISM from thos. IMbMM SAMPLE STORAGE LOCATION AND COMMENTS AGRA FIELD REPRESENTATIVE REVIEWED BY VIEW BY OUR PROJECT MANAGER to a third party by any means, except in lull, THIS REPORT 18 CONSIDERED PRELIMINARY AND SUBJECT TO CHANG This report is provided solely for the Information of our client. This report is not intended to be tra without written permission of AGRA Earth and Environmental, Inc. AG1937e (Rwt.6r99) AGRA . NGINEERING GLOBAL SOLUTIONS 11335 N.E. 122"' Way, Suite 100 Tel (425) 820.4869 Kirkland, Washington 98034 Fax (425) 821.3914 TEST REPORT CONCRETE ASTM C -39 �I GROUT ASTM C -1019 MORTAR (TYPE, ) CMU (TYPE ) PRISM UBC 21.17 SHOTCRETE ACI 506 R OTHER ASTM C -760 ASTM C-140 • . E€:: J ^ � - PAOJEECtNO. Crei I - I:2.5"-t REPORT •. r PAGE (M+dudss toll Repots) 4 OF DATE ,�,/� # Qw1�T7` FIELD DATA BATCH DATA SUPPLIER �,1� " TYPE OF CEMENT 2,.. MIX MIX NUMBER WEIGHTS PERYARD DESIGN ACTUAL TICKET NUMBER VD l 9 1 CEMENT (LBS,) L{ 2Z, IIIII ,,� TRUCK NUMBER 1 V BATCH SIZE, VD, 1 COARSE AGG. (LBS,) /0 5-2. / OS-2. T O T A L PLACED OF 3 IYDS3 COARSE AGO. (LBS.) ' , ' 7, WATER ADDED, GALS. „12-- COARSE AGG. (LBS,) ALLOWABLE WATER, GALS Iri4 FINE AGG, (LBS,) ILI 21 / 11/5-- DRUM REVOLUTIONS WATER (LBS.) 2.4 d 2 6 BATCH TIME O % AIR ENTRAINMENT SAMPLE TIME i 7 ADMIXTURE NO, 1 3 A i 3• FINISH TIME J / ADMIXTURE NO, 2 SAMPLE ANO TUT DATA SAMPLE SET OF LABORATORY SET M _-, .3 SAMPLE LOCATION: .s5 / • , ' . w_ % ' C„ DESIGN STRENGTH (13SI • 2 Cej DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) . ,- -Z, ; '41j SLUMP (ASTM C•143) .-. Li /Z, SPECIMEN (NO/SIZE/TYPE) • $. f/ AIR CONt (AVM C•1730231) ---- --- -- DATE SAMPLED r ^ AMBIENT TEMP •F .• .57 CI DATE RECEIVED . SAMPLE TEMP. (ASTM C -1064) sr -10 ---- 0 CURING CONDITIONS I? ; .,, UNIT WEIGHT (ASTM C•138) HIGH/LOW TEMPERATURES YIELD (ASTM C•138) �' "-•" 'We appeplats MN lisimmis N Moroni OMNI IMM MIMMMd SAMPLE STORAGE LOCATION AND COMMENTS FIELD REPRESENTATIVE THIS REPORT 18 CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE This report is provided solely for the information of our client. This report is not intended to without written permission of AGRA Earth and Environmental, Inc. N319373 Mom 6+99) REVIEWED BY EVIEW BY OUR PROJECT MANAGER be tran-" fitted to a third party by any means, except in full, 1 11:335 N.E. 122" Way, Suite 100 Kirkland, WaShIngton 98034 -6918 Tel (425) 820-4669 Fax (425) 8214914 2)L-- FIELD DOCUMENT TRANSMITTAL To: Sabey Construction 12201 Tukwila intl. Blvd., 4th Floor Tukwila, Washington 98168 Attn: Eric Strand Enclosed for your review .and records are our most recent correspondence pertaining to the above - referenced protect. Date: February 16, 2001 Project No,: 0-91M-13625-0 Project Name: Exodus 3 Seattle Project Managet:_-Tim -Hyden ,Permit No,: b2999= t 9 MT.' tiff y ttNi Daily Field Reports nd associated field SUMMARY OF FIELD DOCUMENT TRANSMITTALS Document Type Document No. Document Date Transmittal Date Laboratory Reports Sets 231 -232 01/30-01/31/01 02/16/01 cc: City of Tukwila Engineers Northwest attn: Building Department attn: Richard Janke RECEIVED An AMEC Company 5 :IWQRDPROCWietd Document Transmitta101300061136254.wpd Report of Compression Test Results Client: SABEY CONSTRUCTION, INC, 101- ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: CONCRETE ASTM439 ame Report Date: February 8, 2001 Project 0: 0-91M-13825-0 Protect Name: EXODUS THREE Project Addresa:_3355.. - 4-2OTH -PEACE dine Permits29t?C.- ----'1 Project Mgr: TIMOTHY R. HYDEN Architect: STEVE BLACK Engineer: ENGINEERS N.W. PO Number: N/A cekuT *. m124)00-1 Mix and Field Data Cast Date: 1131/01 Placement: COLUMNS OVER FUEL. TANK. Strength (f'o): Required : 4000 pal ® 28 Days Mix ID: 340141 Supplier: CADMAN Load 0: • Truck 0: 212 Ticket 11: 193481 Plant 8: • Batch Size: 2.5 YDS Water: 5 GALS Admixture: • Time Batch Time: 12:01 Sample Time: 12:40 Finish Time: 12:50 Contractor: Inspector: ABE HERNANDEZ Aatua! Slump (inches) ASTM 0•143: 4 Air Content ( %) ABTM C•231: Unit Weight (poi) AVM 0•138: Concrete Temp, (•F): 35 Ambient Temp. (•F): 48 Weather: N/A Remarks: REFERENCE REPORT 0417, SET 232, 8Jilci. 4 N/A N/A 50.00 N/A Test Result Actual Spec Dale As Nominal Area Compressive ID M ID Date Rec'd Tested (da 1) Specimen Sin (sq In) (Ibs) 9808 A C 0 2/1/01 2/1101 2/1/01 2/1101 2/7/01 7 28 28 4x8x0 12,58 51080 Break Types •• (Cn) Cone, (CSp) Cone .8pllt, (CSh) Cone Shear, (8h) Shear, (Co) Columnar Strength (Aa4 4140 Brk. Type/ % of Cure Req'd 8H 103% HOLD PLIC_dktio' Client: Yes File: Yes Producer: Yes Others: 'Ar Report of Compression Test Results Client: SABEY CONSTRUCTION, INC, 101. ELLIOT AVENUE WEST SUITE 400 SEATTLE, WA 98119 Attn: ERIC STRAND Specimen Type: CONCRETE ASTM439 ame Report Date: February 8, 2001 Project 0: 0-91M-136254 Project Name: EXODUS THREE ProjectAddrafir3155-5;120THpLACE Building Permit: ettarr41) (.::-Project. Mgm---11MOTRY" R",-VDEN Architect: STEVE BLACK Engineer: ENGINEERS N,W. PO Number: N/A .?t4 uca' Mix and Field Data Cast Date: Placement: Strength (fc): Mix ID: Supplier: Load 0: Truck IA Ticket 0: Plant 11: Batch Sim: Water: Admixture: Time Batch Time: Sample Time: Finish Time: 1/30/01 SLAB FOR UTILITY VAULT. Required: 4000 psi 41) 28 Days 340141 CADMAN • 280 103085 • 9,51D8 10 GALS • 0:40 10:15 10:30 Contractor: Inspector: ABE HERNANDEZ Slump (inches) ASTM C•143: Air Content (%) ASTM C•231: Unit Weight (pat) ASTM C•138: Concrete Temp, ('F): Mkt 11111211 4,75 5 N/A N/A 68 50.90 Ambient Temp, (8R): 42 N/A Weather: NIA Remarks: REFERENCE REPORT 0418, SET 231. Tut Result ID 0 9783 Spec ID A B D Date Age Nominal Date Recd Tested (di 1) Specimen Size 1/31/01 2/8/01 7 4x8x0 1/31/01 28 1/31/01 28 1/31/01 Actual Area (sq in) 12,50 Compressive (Ms) 62200 Break Typos •• (Cn) Cone, (CSp) Cone ,8pilt, (C8h) Cone Shear, (8h) Shear, (Co) Columnar Reviewed By Distribution Client: Yes File: Yes Producer: Yes Others: Strength (ing 4060 Brk, Type/ % of Cure Req'd 8H HOLD 124% 'AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122n° Way, Suite 100 Tel (425) 820 -4889 Kirkland, Washington 98034 Fax (425) 821.3914 DAILY FIELD REPORT PROJECT NAME Et!, e4Cy.Zr. 'rti3'. l"i}t i.:..4a.ti.4J,. t- `4:'- ' .i..,: .! .a.tmr. .;aa.+t.sN r• air L... - • A . - .•� r . • _ o» PROJECT NO. 0 9k4/- 1.36z,i: -d REPORT NO. S73 ADDRESS 3355 ✓ /2041e1 �` . , BATE 7 a ?- / ad PAGE (hdude *Test pests) /oF,� U0.vee, 2S 7li• y35 ,c�!?" -�000 • �'� — -- CLIENT / S9 / C �i? 0 >� /Ord t�Fs� A ed 1#1....... R .- .- --^- /r ri"� AGRA PROJECT MANAGEWPHONE NO, lit PRESENTATIVE/PAGER " V..ZS- AGRA FIELD R NO. • ,. STRUCTURAL ENOf p T • s .� ARCHITECT CONTRACTOR , ,4-; :2;' A •OAC.•tS dap,4C. , TYPE OF INSPECTION .NEW INSPECTION © PE•INSPECTION ... ".' :.t :".;i.Y '''' M,i ' 1' Y''s''*.tidv 7 i AGRA ENGINEERING GLOBAL SOLUTIONS 11335 N.E.122W Way, Suite 100 Tel (425) 820.4669 Kirkland, Washington 98034 Fax (425) 821-3914 TEST REPORT ASTM ASTM C- GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE ) PRISM UBC 21 -17 SHOTCRETE ACI 500 R OTHER ASTM C -780 ASTM C -140 NAME PROJECT NO, REPORT NO. 373 c0/ , 4-- 36-zr -0 _•355 5 , • , l ` w,. ..y PAGE (nduda Test Mows) OFe;2 DATE /d7 -'7 0d FIELD DATA BATCH DATA 132:11.11111111 = ... P TYPE OF CEMENT 0 WEIGHTS PERYARD DESIGN TICKET NUMBER CEMENT (LBS.) TRUCK NUMBER FLY ASH (LBS.) BATCH SIZE, YD3 M IllIlIlli COARSE AGG, (LBS,) TOTAL PLACED _LOF,-_2 YDS3 COARSE AGG. (LBS.) WATER ADDED, GALS. COARSE AGG. (LBS,) ALLOWABLE WATER, GALS _—.— FINE AGO. (LBS.) -►., DRUM REVOLUTIONS ...... ---- WATER (LBS.) BATCH TIME AIR ENTRAINMENT SAMPLE TIME ; . 0 ADMIXTURE NO, 1 FINISH TIME ADMIXTURE NO. 2 SAMPLE AND TEST DATA SAMPLE SET /_OF / LABORATORY SET # _ 2 . ( I.D. It 'V 7 7 SAMPLE LOCATION: as DESIGN STRENGTH 0l• . SI •, • DAYS 'TEST DATA SPECIFIED ACTUAL TEST AGE (DAYS) 7 4 . • • _ SLUMP (ASTM C -143) y TY SPECIMEN (NOJSIZE/TYPE) DATE SAMPLED 1,42 tr ocy l AIR CONT. (ASTM C- 1731C.231) .� zZ.' y AMBIENT TEMP, °F 5'3 DATE RECEIVED /2. g-' SAMPLE TEMP (ASTM C -1064) 0 -q0 a CURING CONDITIONS UNIT WEIGHT (ASTM C•138) HIGH/LOW TEMPERATURES YIELD (ASTM C•138) •Nois oppioptias NO math./. N lane* kw than Mw1o.Nr SAMPLE STORAGE LOCATION AND COMMENTS AGRA FIELD REPRESENTATIVE `- ` REVIEWED BY THIS REPORT IS CONSIDERED PRELIMINARY AND SUBJECT TO CHA t • NDING REVIEW BY OUR PROJECT MANAGER This report is provided solely for the Information of our client. This report is not Intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG19376 (R.v.8N6) tiN hwi ARCHITECTURE ARCHITECT'S FIELD ORDER PROJECT: T.I. for Exodus Seattle 3, IG East, Bldg 5 3355 South 120th Place Seattle WA 98168 A.F.O. #: EX069 DATE: 20 November, 2000 S•Arch PROJECT #: 00-10-08 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabey Architecture immediately and then submit your itemized Change Order Proposal to the Architect within the time frame required in the Contract, and before proceeding with this Work, If your proposal is found to be satisfacto and in ' ro r order the Construction Chan ; e Directive will be si ned and a . roved b the Architect and Owner. Description of the Work: A ml20Catus It driv ti5 h Avenue_S._ &_South �24'"_Str_eE�laCitt:c ott.tht:.nert aid _ aLthc Exndua llI wil bC tarovldr fe trio al anent qty- snts ailagtataxti t tla Olc atamignipazary _acsculdxraaticatattpam uslplaaud arcos tpx sondltlg after._wotk_ asOm 1. _ fe t tyrt►win� Sht:ct A2,11 • Ramova fenro and reckory _,. — -- Hatg1LcalStbll gtASi 'Amu 1 • jilglpl1Qll_ is a er i nt el e, a rf c w th i cr altrcl r jc t►t� I c asx fl t�+ 1� 1�i� is rencrete, (W Tt WII A 0 2000 o§ Reason for this Field Order: Temporary Drive Required Please respond by: Attachments: Per Above RFI Reference: By: Fred A//ie SABEY ARCHITECTURE • 12201Tukwila International Blvd, Fourth Floor • Seattle, WA 9868 -5121 • (206) 281 -8700 • FAX (206) 281.0920 Trees to be saved at Exodus 111 fire lane b i----P(UG) -P(UG) P(UG CD 2 (UG) G(UG) G(UG GAS PIPE ;ABANDONED ?) MATCH EXISTING GRADE PROTECT EXISTING CATCH BASIN R 1 PROJECT EXODUS SEATTLE III hared tea ot Tukwila, WA SABEY ARCHITECTURE 12201 Tukwila Inlernali -- -G(UG) p(UG These Plane have been �c' 11'1R1E C T U R E Works Department for with c'Irrcnt City standards. Accc to • o crrr�r` :end • + it1^i'0f :4 — P(UC) ;uc) sRADE MATCH EXISTING GRADE AT 35th AVENUE S, DO NOT CUT INTO EXISTING PAVEMENT INSTALL FILL TO MATCH GRADES, TAPER FILL AT SIDE, SURFACE WITH 6' CRUSHED ROCK AND CLASSES ASPHALTIC CONCRETE DRIVING SURFACE TO OE 20' WIDE, MINIMUM NOTE* AFTER INSTALLATION OF UNDERGROUND TANKS IS COMPLETE, REMOVE TEMPORARY ACCESS DRIVE AND RESTORE PAVED AND PLANTED AREAS TO PRIOR CONDITION CATCH 15ASIN PROJECT EXODUS SEATTLE III Infer ale.Eaat Tukwila, WA DRAWING TITLE PARTIAL SITE PLAN ahowln TEMPORARY FIRE TRUCK ACCESS ISSUED w/ AFO'EX069 DATE DRAWING 20 NOV 00 AR -O38 SCALE 1' ' 30' FILE AR- 038.dwg SABEY ARCHITECTURE 12201 Tukwila International Blvd Fourth Floor Seattle, WA 98168-5121 Ph: 206-281-8700 Fax: 206 - 281 -0920 4. CBE ARCHITECTURE 12201 Tukwila International Blvd, Fourth Floor Seattle, Washington 98188.5121 206/ 281.8700 main line 206/ 281.0920 fax line www,sabey.com Transmittal DA1E/tlME 2/5/01 TO: FIRM: SUBJECT: CC: Mark Velasquez Sabey Construction AFO #: EX- 107- FUEL OIL UTILIDOR MANHOLE COVERS. File X w/ attachments FROM: DIRECT LINE: PROJECT NAME: PROJECT #: Fred Allis (Sabey Architecture) 206/241.8240 Exodus — Seattle 3 00.10.08 O w/ attachments X w/ ettachmonts VIA: O MAIL O OVERNIGHT OCOURIBR X HAND DELIVERY O UNDER SEPARATE COVER 1 REMARKS ENCLOSURES: O PRINTS O LETTERS O ORIGINALS O SUBMITTALS O SAMPLES X DOCUMENTS FOR YOUR: X INFORMATION ORBVIBW AND COMMENT X AS REQUESTED ACTION REQUIRED: O AS INDICATED O NO ACTION REQUIRED 0 APPROVAL 0 SIGNATURE AND RETURN AFO #: EX -107 — (2/6/01) DRAWING: AR -077 (2/2/01) — UTILIDOR MANHOLE COVERS 1 HOUR FIRE RATING IF YOUR ENCLOSURES ARE NOT AS NOTED PLEASE CALL US AT ONCE AT 200/ 2614700 2/611 SABEY ARCHITECTURE ARCHITECT'S FIELD ORDER PROJECT: T.I. for Exodus Seattle 3, IG East, Bldg 5 3355 South 120th Place Seattle WA 98168 A.F.U. #: EX107 DATE: 5 February, 2001 S•Arch PROJECT #: 00 -10.08 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabcy Architecture immediately and then submit your itemized Change Order Proposal to the Architect within the time frame required in the Contract, and before proceeding with this Work. If your proposal is found to be satisfacto and in . to r order the Construction Chan c Directive will be si ned and a , roved b the Architect and Owner. Description of the Work: The Fuel Oil Utilidor manhole covers in the first floor Office Area 121, and Shipping Receiving area 122 are required to have a 1 hour fire rating. To provide the required fire rating, the existing composite manhole covers shall be replaced with a steel cover, and coated on the underside & sides with fireproofing prior to installation, The following work is added to the project workscope & issued as part of AFO #EX -107, 1. Drawing: AR-077 X2/5/01) FUEL OIL UT1LiDOR FIRE RATED MANHOLE COVERS, • Provide steel manhole covers of the same diameter us existing covers. Covers must bo type to bo fastened securely to the ring. 2. Apply ALB! Clod 800 intumescent mastic fireproofing to underside and sides of manhole cover, Install the new manhole covers to be firmly secured to the ring. Covers shall be set to allow floor finish to be flush with existing floor. Match to existing floor finish schedule within the room. Reason for this Field Order: Fuel Oil Utilidor Manholes at Office 121 & Shipping Recvg. 122 Attachments: Per Above Please respond: RFI Reference: By: Fred A//,e SABEY ARCHITECTURE • 12201Tukwila International Blvd, Fourth Floor • Seattle, WA 9868-5121 • (206) 281-8700 • FAX (206) 281.0920 ianmur :j% A*CHil lC 1'U 1 ut Of MAUI MONO N WU. FFICE ij OFFICE CUSTOMER STAGING LOADING DOCK 123 ,'i. „glif t • `; 1.1 0 O pant coa��y� on h he mint nd edges. MO Intun Clod mostk lie proofing /!qho1.cow(ashfI bs bolted to�ir� N room ror ea, a a PROJECT DESCRIPTION OPY/ MAIL 121E • AD DATE DRAWING EXODUS SEATTLE 3 T.1. WORK PHASE 1 UTILIDOR MANHOLE COVERS 1 HOUR FIRE RATING 2/2/01 AR -077 OFFICE 121 & S/R 122 SCALE: NTS TUKWILA, WA ISSUED W /AFO# EX -I07 FILE: ARCH /RDWGS /AR- 77DWG. Sabey Architecture 12201 Tukwila International Blvd. Fourth Floor Seottle, WA 98168 Tel. 206- 281 -8700 Fax. 206 - 281-8920 1g ti i; I Di Albi Manufacturing Division of StnnChem Inc. 401 Berlin St., East Berlin, CT 06023 860/828.0571 t=ax: 860/828.3297 http: //www.albi.com ALBI CLAD 800 (Product Data Information) Albi Clad 800 is an intumescent mastic coating applied to structural steel, concrete and other construction materials for the purposes of fire protection. Albi Clad 800 carries a wide range of UL listings for interior and exterior uses under both the E -119 and the UL 1709 High Rise Hydrocarbon test criteria. RECOMMENDED USES: Listed by Underwriter's Laboratories for both interior and exterior application, Albi Clad 800 should be specified wherever long - lasting fireproofing with high abrasion and impact resistance is required. Albi Clad 800 is ideal for use in a wide variety of commercial, institutional and industrial environments where conventional fireproofing is not sufficiently rugged, lightweight or attractive. Albi Clad 800 will withstand weathering and chemical fumes. It is highly recommended for use on offshore drilling platforms, petrochemical plants, power plants and dock facilities: FEATURES: • UL listed for 1 to 3 hours to ASTM E -119 & UL • Application maintains the contours of the substrate. • Asbestos Free. • Highly resistant to ultraviolet exposure, 1 Outstanding wear - resistance: will not dust, flake, • Maintains excellent fire protective properties when exposed to years of extreme abuse and vibration. 1709. • UL tested for both interior & exterior exposures. • Lightweight & hammer -hard. • Factory formulated: eliminates job -site mixing. • Accepted by building codes and insurance carriers. APPLICATION: Albi Clad 800 is spray applied directly Thom the shipping container, utilizing standard, heavy -duty, pneumatic spray equiptuont. Thickness of the application will depend upon the Lire endurance rating specified, Albi Clad 800 must be applied by qualified, factory- trained, applicators. Installation must be In accordance with manufacturer's printed instructions, and in compliance with specific test requirements. PHYSICAL PROPERTIES: PROPERTY Dry Applied Density Lap Shear Cohesive /Adhesive Strength Compressive Strength Modulus of Elasticity Flexural Strength Modulus of Elasticity Tensile Strength Abrasion Resistance Impact Resistance Hardness Thermal Expansion Coefficient WARRANTY TEST METHOD ASTM D1002 ASTM D4541 ASTM D695 ASTM D695 ASTM D790 ASTM D790 ASTM D638 ASTM D10440 ASTM D256 SHORE D ASTM D696 VALUE 68 PCF >371 PS I (cohesive failure) >375 PSI (cohesive failure) 2,100 PSI 94,800 PSI 1,420 PSI 158,000 PSI 756 PSI 0.40 gm. loss 1000 cycles 0.54 ft. lbs.in.of notch 65 - 70 1.44 X 10.5in. /in,/ o F. mimeo WARRANTYNIIITATION OF LWBIUTY: Seaw mewl; NO 44 product$ *4 meet vat tpecdwtone weudl K eels br nam. 6w4r'e reePoneibwty WON N4 waneny w4 W hnutod wl&y to ,l9 Mu proud; +AIWA prove ddegne. provided Owl @VT* Orye Sellw prompt rota n noting d sag dead ono tatI4ctory prod Owed. Product; my be returned to 5$w only /Mw *Nen WOonialon hat been obtenad Gem Sow The begong wvrinty a in NV Oil ahw wwrwWet, wnelnw oral. wrdtan. eaprpb Impw4 w WAAory. 11APUEO WARRANTIES OF NERCHA11TIBILITY Atm FITNESS FOR A PARTICUWt PURPOSE WILL NOT APPLY 'Wow.* or caner advice le tur.ened by ut KWly et en aCcomnodetort anW $hall not InptHte Y+e acepi of our re*pone.by.te% or 44111 $elo /e *1"111y nbegobone 'AO 10 6(0 rennetee nOrau0411 we eo+.y wa aadyehay as 0440 h•I«n: n no *vent w4 Stay w Yaele AAA t t the 40or *n4 QOwr *ew4*44 Goab na;rred in replacing (he product, including. bull roll Wn1a4 b. re fil.K.V.IWKI Spptcelon. el let onw ncdenW or ien{e4uwte0 d*mayq 0§ ;i Albi Clad 800 for fire protection of INTERIOR & EXTERIOR STEEL SUGGESTED SPECIFICATION GENERAL CONDITIONS 1.0 SCOPE This specification covers requirements for materials, equipment and application of intumescent mastic to provide fire protection to steel structures and supports as indicated on the design drawings, and in accordance with applicable requirements of contract documents. Further, this specification shall be supplemented by the applicable requirements of building codes, insurance rating organizations and all other authorities having jurisdiction. 1,1 QUALIFICATION OF SUBCONTRACTORS Application of Albi Clad 800 fireproofing shall be performed by qualified, factory- trained applicators having proper equipment and training to complete the installation in accordance with manufacturer's recommendations, Proof ofsuch qualification shall be submitted with bid documents, 1.2 SURFACE PREP 1.2.1 Albi Clad 800 intumescent mastic shall be directly applied to surfaces that have been properly prepared to receive this fireproof coating. The surfaces must be clean and dry, free from rust, grease, dust or other contaminants that will interfere with proper bonding, 1.2,2 All steel surfaces shall bo primed with compatible metal primer prior to fireproofing application, Phenolic modified alkyd primer shall be Albi 487S or approved equal, For exterior application: steal shall be properly prepared by commercial blast cleaning and primed the same day, I.2.3 Whore existing painted steel is to be fireproofed with Intumescent mastic, existing paint surface must be checked for compatibility with intumescent coating prior to fireproofing application. Follow mastic fireproofing manufacturer's instructions for compatibility check, 1.2.4 lilt is determined that the existing paint surface is sensitive to mastic fireproofing solvents, than existing steel shall be sandblasted and reprlmed as outlined in section 1.2.2. 1.3 COORDINATION WITH OTIIER TRADES Albi Clad 800 shall be Installed aflcr all steel is in place, but before ducts, pipe work, equipment or other obstructions are installed so that fireproofing can be applied to all exposed steel, 1.4 DELIVERY & STORAGE Albi Clad 800 shall be delivered to the Janice In factory sealed containers ready to use. MATERIALS 2.0 FIREPROOFING Fireproofing shall be applied in accordance with drawings or specs- Mentions, and shall conform to fire protective ratings as outlined by ASTM procedure E-119 and classified by Underwriter's Laborato- ries, Inc. or other independent, acceptable, tasting laboratories con- ducting specific test to meet end -use requirements. 2,1 COATING Intumescent mastic fireproof coating for Interior or exterior use shall be Albi Clad 800 as manufactured by Albi Manufacturing, Division of StnnChem, inc. 401 Berlin Street, East Berlin, Connecticut 06023, 2.2 OVERCOATING Overcoming is not required with Albi Clad 800, However, if an overcoat is required for color coding, aesthetics or additional sur- face protection against spills, a suitable topcoat shall be used, For unusually severe environments consult the fireproofing manufac- turer for recommendations of appropriate topcoats. INSTALLATION & FINISH 3.0 INSTALLATION 3,1 The manufacturer recommends that installation be performed with the use of a pneumatic pump designed for application of heavy - duty, viscous materials and a heavy -duty, mastic spray gun. Compressor shall provide at least 80 CFM (2.3 m3 /min.) of air at 100 psi (7 kg/crn2). Material hose must be 3/4" (19.1 mm) I.D. Nylon or other corrosive resistant type suitable for strong solvents. Gun shall have minimum 3/4" (19.1 mm) material inlet and 3/8" (9.Smm) air inlet ports. 3.2 Final wet film thickness application must conform to manufacturer's listed design or to recommendations for specified rating. All surfaces shall be rolled prior to drying of surface film in order to remove unsightly drippings or surface irregularity. 13 Small patchwork or damaged areas may be hand - troweled or gloved. When hand troweling, tools must be kept wet with Albi Clad solvent in order to avoid sticking. 3.4 THICKNESS OF APPLICATION Albi Clad 800 shall be applied to the thickness required in accor- dance with the acceptable test data, Thickness shall be measured on the basis of wet film thickness taken by frequent random probe measurements during application, Since all test data measurements are taken on wet film thickness, supervision of application must be undertaken while material is being installed, since final, cured, dry film thickness will reflect shrinkage duo to evaporation ofoccluded solvents. 3,5 SAMPLE APPLICATION Before proceeding with the work, the applicator shall apply a see- lion of approximately 100 sq. (l. (9.3 sq. meters) area, This section shall be witnessed by architect's or owner's representative and shall be subject to their approval to be used as guide for texture and thick- ness of the finished work. 3.6 CLEAN UP Work area shall be maintained in an orderly condition with good housekeeping conditions prevailing. Upon completion of lnstalla• Lion, all debris shall be cleared and removed I'om jobsito. 3.7 GUARANTEE 3.7.1 Manufacturer shall warrant material to conform to Its specifi- cation, and be fine of manufacturing defects for a period of six months. 3.7.2 Applicator shall guarantee that the Installation of material conforms to manufacturer's recommendations and project spocill- cations, and shall !briber guarantee tho workmanship connected with the installation for a period of ono year from dato of installation. SABE 12201 Tukwila International Blvd. Fourth Floor ARCHITECTURE Seattle, Washington 98188.5121 208/ 281.8700 main line 208/ 281.0920 fax Ilne www.sabey.com Transmittal DAT&/TIM& 2/5/01 25 1 REMARKS TO: FIRM: SUBJECT: CC: Mark Velasquez Sabey Construction AFO #: EX -107- FUEL OIL UTILIDOR MANHOLE COVERS. FIIe X w/ attachments FROM: DIRECT LINE: PROJECT NAME: PROJECT #: Fred Allis (Sabey Architecture) 206/241 -$240 Exodus -• Seattle 3 00.10.08 VIAL MAIL OVERNIGHT COURIER HAND DELIVERY UNDER SEPARATE COVER O w/ attachments X w/ allachmants ENCLOSURES: 0 PRINTS O LETTERS 0 ORIGINALS O SUBMITTALS O SAMPLES X DOCUMENTS FOR YOUR: X INFORMATION OREVIEW AND COMMENT X AS REQUESTED ACTION REQUIRED: O AS INDICATED 0 NO ACTION REQUIRED 0 APPROVAL O SIGNATURE AND RETURN 1 AFO #: EX -107 — (2/5/01) DRAWING: AR -077 (2/2/01) — UTILIDOR MANHOLE COVERS 1 HOUR FIRE RATING 25 1 REMARKS IF YOUR ENCLOSURES ARE NOT AS NOTED PLEASE CALL US AT ONCE AT 206/ 281.9700 BEY ARCHITECTURE ARCHITECT'S FIELD ORDER PROJECT: T.I. for Exodus Seattle 3, IG East, Bldg 5 3355 South 120th Place Seattle WA 98168 A.F.O. #: EX107 DATE: 5 February, 2001 S,Arch PROJECT #: 00.10.08 To SABEY CONSTRUCTION, INC.: You are hereby directed to promptly execute this Field Order which interprets the Contract Documents or orders minor changes to the Work WITHOUT any change in the Contract Amount or Contract Time. If you consider that a change in the Contract Amount or Contract Time is required, please notify Sabcy Architecture immediately and then submit your itemized Change Order Proposal to the Architect within the time frame required In the Contract, and before proceeding with this Work. It your proposal Is found to be satisfactory and in proper order, the Construction Chan Directive will be si_ned and a. roved b the Architect and Owner. Description of the Work: • The Fuel Oil Utiiidor manhole covers in the first floor Office Area 121, and Shipping Receiving area 122 are required to have a 1 hour fire rating. To provide the required fire rating, the existing composite manhole covers shall be replaced with n steel cover, and coated on the underside & sides with fireproofing prior to installation. The following work Is added to the project .�. __.�...�___...._._.W�.._..0 i_1•_____._. �___._.d__•*__ . _ .. workscope & issued as part of AFO #EX -107. ._..., o •■• .4.1104,..__._.._..4._.••••••....a. 1. Drawing: AR -077 12/S/01) FUEL OIL UTILIDOR FIRE RATED MANHOLE COVERS. • Provide steel mnnhole covers of the snme diameter us existing covers. Covers must be type to be fastened securely to the ring, Apply ALBI Cind 800 intumescent mastic fireproofing to underside and sides of manhole cover. • • Install the new manhole covers to be firmly secured to the ring, Covers shall be set to allow floor finish to be flush with existing floor. Match to existing floor finish schedule within the room. __14.14.._.. 1..1•14...... ......011611110.._..... I.M.I.I1.1.,. _..1414.._ ...,._.._.......,_ ..••••.•,,,.. _..._..........0 ........_. . • Reason for this Field Order: Fuel 011 Utilidor Manholes at Office 121 & Shipping Recvg, 122 Attachments: Per Above Please respond: RFI Reference: By: rred Aloe SABEY ARCHITECTURE • 12201Tukwila International Blvd, Fourth Floor • Seattle, WA 9868.6121. • (206) 28148700 • FAX (206) 281.0920 ''XA, BEY S r ARCHITECTURE HARDENED SECURITY VESTIBULE lKCI MAW MO:'MO wu. 4. 4.. i:_`:_..__._.._..__._: • FFICE CUSTOMER STAGING LOADING DOCK 123 110 Yl•.•■ •M. ».Y1114le••• TOR 121J I ing t20 shall 11 mare:tie cgrs looted In paint coo on he underside and edges ALAI Intum��eM mastic fire proofing �I °hole co shell be bolted to anTi� covers to match room floor ��iss. STOR OFFICE 121L • 0 MAIL 121D PROJECT DESCRIPTION a AD DATE DRAWING EXODUS SEATTLE 3 UTILIDOR MANHOLE COVERS 1 HOUR FIRE RATING 2/2/01 AR -077 T, I, WORK PHASE 1 TUKWILA, WA ISSUED W /AFO# EX -107 Sabey Architecture 122W Tukwila International Blvd. Fourth Floor Seattle, WA 98168 OFFICE 121 81 S/R 122 SCALE: NTS FILE: ARCH /RDWGS /AR- 77DWG. Tel. 206-281-8700 Fax. 206-281 -892+ 1,g o§ et 41 bi Albi Manufacturing Division of StanChem Inc. 401 Berlin St., East Berlin, CT 08023 860/828 -0571 Fax: 860/828.3297 http: //vYww. albicom ALBI CLAD 800 (Product Data Information) Albi Clad 800 is an intumescent mastic coating applied to structural steel, concrete and other construction materials for the purposes of fire protection. Albi Clad 800 carries a wide range of UL listings for interior and exterior uses under both the E -119 and the UL 1709 High Rise Hydrocarbon test criteria, RECOMMENDED USES: Listed by Underwriter's Laboratories for both interior and exterior application, Albi Clad 800 should be specified wherever long - lasting fireproofing with high abrasion and impact resistance is required, A1bi Clad 800 is ideal for use in a wide variety of commercial, institutional and industrial environments where conventional fireproofing is not sufficiently rugged, lightweight or attractive. Albi Clad 800 will withstand weathering and chemical fumes, It is highly recommended for use on offshore drilling platforms, petrochemical plants, power plants and dock facilities: FEATURES: • UL listed for 1 to 3 hours to ASTM E -119 & UL • Application maintains the contours of the substra • Asbestos Free. • Highly resistant to ultraviolet exposure. • Outstanding wear - resistance: will not dust, flake, • Maintains excellent fire protective properties when exposed to years of extreme abuse and vibration. 1709. • UL tested for both interior & exterior exposures. te. • Lightweight & hammer -hard. • Factory formulated: eliminates job -site mixing. • Accepted by building codes and insurance carriers, APPLICATION: Mbi Clad 800 is spray applied directly from the shipping container, utilizing standard, heavy -duty, pneumatic spray equipment. Thickness of the application will depend upon the fire endurance rating specified, Albi Clad 800 must be applied by qualified, factory- trained, applicators, Installation must be in accordance with manufacturer's printed instructions, and in compliance with specific test requirements. PHYSICAL PROPERTIES: PROPERTY Dry Applied Density Lap Shear Cohesive /Adhesive Strength Compressive Strength Modulus of Elasticity Flexural Strength Modulus of Elasticity Tensile Strength Abrasion Resistance Impact Resistance Hardness Thermal Expansion Coefficient TEST METHOD ASTM D1002 ASTM D4541 ASTM D695 ASTM D695 ASTM D790 ASTM D790 ASTM D638 ASTM D10440 ASTM D256 SHORE D ASTM D696 VALUE 68 PCF >371 PS I (cohesive failure) >375 PSI (cohesive failure) 2,100 PSI 94,800 PSI 1,420 PSI 158,000 PSI 756 PSI 0.40 gm. loss 1000 cycles 0.54 ft. lbs.in.of notch 65.70 1.44 X 10.51n, /in./ o F. WARRANTY UNITED WARRANTY/LIMITATION OF LIABILITY: Saw an.14, NN 4 proa■aa •.1 moot ln•.W Wtabw► rmcn l !•Is kr mom. 5011$ rosponsDrtI wWM pW wormiest WI NlYnk144 IA to 1,04009 N. prOdudi jhicA pow, QN$d41 . prwld•4 LAO Buvw 941145.0.1 yo p( r100c.11 *arc d 144 d•l•U and aays4cto.y proof IMr•of. Product* nyy W rsb'n•4 Id 50.' DnIy *Kw *ow 04""iaDOn M1 D•.n ODiain•d from 5.*.: Tna 04,09001 WWI)/ 4 N t•u 0l al qnN wi rants. wn•wei err, wnuan. sopr•t,, vmpY.4 or alatuloy. I(PUEO WARRANTIES OF LIERCNANTIB Of ANO FITNESS FOR A PARTICULAR PURPOSE hrU. NOT APPLY T•cnn.cal a oDIN IOC.. 14 Nindtod ay vs •oI•y of an a;convnodason; i4 44141 nol intro..* D4 /cops alp,* t*spon0,0444 140.Yy 50011 *wordy ODmgaton* •rta BJpse$ r•mMb•s Mryunbrr M. tor, NQ .uws+vIy as •41lq Wotan: In no •vonl oaf 5.(.r 0411E4 •INN br N! 40W 404 D4Nr ***WOW CuaIs 14'•0 N r.ptad g N. product inckdoi. DO A01 Ion 1.4 W, d, removal 4114 IIPPicalan. or 10 POW mCd•'U: 01 Conlgv+nLal damlS;. 1g Albi Clad 800 Tor fire protection of INTERIOR & EXTERIOR STEEL SUGGESTED SPECIFICATION GENERAL CONDITIONS 1.0 SCOPE This specification covers requirements for materials, equipment and application or intumescent mastic to provide fire protection to steel structures and supports as indicated on the design drawings, and in accordance with applicable requirements of contract documents, Further, this specification shall be supplemented by the applicable requirements of building codes, insurance rating organizations and all other authorities having jurisdiction. 1.1 QUALIFICATION OF SUBCONTRACTORS Application of AU Clad 800 fireproofing shall be performed by qualified, factory•trained applicators having proper equipment and training to complete the installation in accordance with manufacturer's recommendations. Proof of such qualification shall be submitted with bid documents. 1.2 SURFACE PREP 1.2,1 Albi Clad 800 intumescent mastic shall be directly applied to surfaces that have been properly prepared to receive this fireproof coating. The surfaces must be clean and dry, free from rust, grease, dust or other contaminants that will interfere with proper bonding, 1.2.2 All steel surfaces shalt be primed with compatible metal primer prior to fireproofing application, Phenolic modified alkyd primer shall be Albi 487S or approved equal. For exterior application; steel shall be properly prepared by commercial blast cleaning and primed the same day, 1.2.3 Where existing painted steel is to be fireproofed with Intumescent mastic, existing paint surface must be checked for competlb111ty with Intumescent coating prior to fireproofing application, Follow mastic fireproofing manufacturer's instructions for compatibility check, 1.2.4 Irk is determined that the existing paint surface Is sensitive to MOW fireproofing solvents, then existing steel shall be sandblasted and reprimcd as outlined in section 1.2.2. 1.3 COORDINATION WITH OTIIER TRADES Albi Clad 800 shall be installed after all steel is In place, but before ducts, pipe work, equipment or other obstructions are Installed so that fireproofing can be applied to all exposed steel, 1.4 DELIVERY & STORAGE Albi Clad 800 shall be delivered to the jobsite in factory sealed containers ready to use. MATERIALS 2.0 FIREPROOFING Fireproofing shall be applied In accordance with drawings or specie fications, and shall conform to fire protective ratings as outlined by ASTM procedure 1.119 and classified by Underwriter's Laborato• ries, Inc. or other independent, acceptable, testing laboratories con• ducting specific test to meet end•use requirements. 2.1 COATING intumescent mastic fireproof coating for interior or exterior use shall be Albi Clad 800 as manufactured by Albi Manufacturing, Division of StanChem, Inc. 401 Berlin Street, East Berlin, Connecticut 06023. 2.2 OVERCQATING Overcoming is not required with Albi Clad 800, However, if an overcoat is required for color coding, aesthetics or additional sur. face protection against spills, a suitable topcoat shall be used. For unusually severe environments consult the fireproofing munufae. Curer for recommendations of appropriate topcoats, INSTALLATION & FINISH 3.0 INSTALLATION 3.1 The manufacturer recommends that installation be performed with the use of a pneumatic pump designed for application of heavy- duty, viscous materials and a heavy-duty, mastic spray gun. Compressor shall provide at least 80 CFM (2.3 m3 /min.) of air at 100 PSi (7 kg/em2). Material hose must be 3/4" (19,1 mm) Lb. Nylon or other corrosive resistant type suitable for strong solvents. Gun shall have minimum 3/4" (19,1 mm) material inlet and 3/8" (9,Smm) air inlet ports, 3.2 Final wet film thickness application must conform to manufacturer's listed design or to recommendations for specified rating. All surfaces shall be rolled prior to drying of surface Mtn in order to remove unsightly drippings or surface irregularity, 3.3 Small patchwork or damaged areas may be hand•trowcled or gloved, When hand troweling, tools must be kept wet with Albi Clad solvent in order to avoid sticking. 3.4 THICKNESS OF' APPLICATION MW Clad 800 shall be applied to the thickness required In creep dance with the acceptable test data, Thickness shall be measured on the basis of wet film thickness taken by frequent random probe measurements during application. Since all test data measurements are taken on wet film thickness, supervision of application must be undertaken while material is being installed, since final, cured, dry film thickness will reflect shrinkage due to evaporation ofoccluded solvents. 3.5 SAMPLE APPLICATION Before proceeding with the work, the applicator shall apply a sec• lion of approximately 100 sq. R. (9.3 sq. meters) area. This section shall be witnessed by architect's or owner's representative and shall be subject to their approval to be used as guide for texture and thick• nest of the finished work, 3.6 CLEAN UP Work arcs shall be maintained in an orderly condition with good housekeeping conditions prevailing. Upon completion of Instolle. lion, all debris shall be cleared and removed from Jobslto. 3.7 GUARANTEE 3.7.1 Manufacturer shall warrant material to conform to Its spccifi• cation, and be flee of manufacturing defects for a period of six months. 3.7.2 Applicator shall guarantee that the Installation of material conforms to manufacturer's recommendations and project spccifi• cations, and shall further guarantee the workmanship connected with the installation for a period of ono year from date of installation. TO ENGINEERS NORTHWESh , eBe9 WOODLAWN AVENUE N.E. • SUITE 205 SEATTLE, WA 98115 (206) 525.7560 FAX # (206) 522 -6698 old dIIID�1� 2; 1 vV #2oa S 20 (42-c7) X41 -3boo LETT 1 OF 4G RSINCI TITZ. IJO• NO� /y/,J ATTENTIO / W L th 6 DATE ME. WE ARE SENDING YOU Attached 0 Under separate cover via the following items: O Shop drawings 0 Prints 0 Plans O Copy of letter 0 Change order 0 0 Samples 0 Specifications COPIES DATE NO, DESCRIPTION THESE ARE TRANSMITTED as checked below: 0 Approved as submitted 0 Approved as noted G Returned for corrections O For approval )110or your use ❑ As requested REMARKS ❑ For review and comment 0 O FOR BIDS DUE 19 O Resubmit._ _copies for approval O Submit ❑ Return, copies for distribution corrected prints 0 PRINTS RETURNED AFTER LOAN TO U8 �� -- (0() - CQ�.. J - v - COPY TO, SIGNED: Atuhl eruaer6 If enclosures •ro not as noted, kindly notify us 11 once. it 01 im11I\!/1ri , - IR 111 7111111111$11* SEP 0 20+ WM _ ' �� -- (0() - CQ�.. J - v - COPY TO, SIGNED: Atuhl eruaer6 If enclosures •ro not as noted, kindly notify us 11 once. it 01 .5,'ent -lly: Earth Consultants 425 746 0860; °9/191-4, 13:50; Je(Fax 4173;Page 2/2 • Communication Record Earth Consultants Inc. kioubetwileal Engineers. D.ol**, & lath 1;cttemnhM 1805 - 136m Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (206) !143.3780 / Fax: (206) 7460060 Phone In 0 Meeting Cr Prospective Job ID Past Job CI Route To ' Job No, _______� 257984 Phone Out Current Job Administrative MatkeUng Date/Time 9-12-00 File Name(Owner) Sabe Co • •ration By Ray Co619s Person: Mark Velasquez . . _ Firm: Subey Corp. Phone No.: (206) 241.8164 Fax No.: . Subject Exodus Tank Excavation Remarks: Mark • Rich Janke at ENW has asked me to verify the design earth pressure values for the sheetpiles planned for the tank excavation, Assuming the perimeter of the excavation is dewaterud, an equivalent fluid pressure of 30 pef can be used for design of the sheetpile shoring. Below the water table, the equivalent fluid value should be increased to 78 pcf. Where tibaoks are necessary for support of the sheetpiies, an allowable adhesion value of 1.5 kips per foot can be assumed. The no-load zone should be defined as a zone extending a distance of 11/4 from the base of tho excavation, and extending up at a 60 degree angle from horizontal, Based on the conditions observed at the site, higher adhesion values OH be possible In some areas, However, in other area::, secondary grouting of the anchors may bu necessary to achieve the allowable capacity. ECI should observe, the sheetpile Installation and installation of the tiebacks. As previously discussed somewhat contrastInp conditions were encountered at the boring locations, The boring on the east end of the excavation area encourttorca very little groundwater, and tho soli conditions were Uenerully donee, On the west end of the excavation area, groundwater and waterbearing sands wore encountered at approximately 20 feet, Based on the condltluns encountered, an open cut excavation may bo feasible provided we have enough room to slope back the excavation, t installed n monitoring well so we can mature groundwater levels prior to be Inning the excavation. While wo were on -alto to do the boringa, VIP Excavating was installing a vault just to the north of the tank area. Their excavation was advanced to a depth of approximately 12 to 14 foot. Medium dense to dense ullt find silty sand wore primarily encountered, and very tittle groundwater was present, Please call with questions. Ray Coglas, P.E. Project Manager cc: ENW, Attn. Rich Janke Action Required: ANMIIMINIMMINV 'itt REID MIDDIETON 09/19/00 TUE 13:58 (TX /RX NO 68821 TO 4. ENGINEERS NORTHWEST, _IC. OEM WOODLAWN AVENUE N.E. • SUITE 205 SEATTLE, WA 98115 (206) 5254560 FAX # (206) 522.6696 goDuotoio (34 M 5 W qvu LEITTE,,J OF mums"' ITITITAL OATS y D I JO• HO/�/� /3 x W Nt fl f NE. Irn?'(J eztfitui3 =6;En WE ARE SENDING YOU Attached 0 Under separate cover ❑ Shop drawings ❑ Copy of letter ❑ Prints ❑ Change order ❑ Plans ❑ the following items: 0 Samples 0 Specifications COPIES DATE N0, DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted For your use 0 Approved as noted As requested G Returned for corrections ❑ For review and comment 0 ❑ FOR SIDS DUE 19 ❑ Resubmit _copies for approval ❑ Submit copies for distribution ❑ Return - corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US Z-(0- D« -OP) -- -2'?-"--21)19 COPY TO SIGNED: 11 enclosures •r• not •s noted, kindly notify us •t NORTHWEST September 12, 2000 REID MIDDLETON, INC. 728 134th Street SW Suite 200 Everett, QA 98204 ATTN: Douglas R. Wilson, E.I,T. RE: Exodus — Seattle 3 Fuel System Plan Review Response, File #28 -00- 005 - 022 -30 Mr. Wilson: at, The following are my responses to your structural review comments found In your letter to Mr, Duane Griffin of the City of Tukwila, dated September 5, 2000, regarding the above referenced project: 2. See enclosed letter from Earth Consultants, dated September 12, 2000, 3. See revised anchored sheet pile calculations. 200 psf surcharge was assumed around the entire sheet pile wall. This corresponds to approximately 2' -0" of earth, which in turn imposes a lateral load of 80 pcf at the top of the sheet piling. The adjacent building in the vicinity of the tank pit is all pile supported and its loads are imposed on the earth below the bottom of the tank pits, 4, Drainage of the tank pit is not a concern, The tanks are anchored for buoyancy. 5. See calculations and drawings, as well as Earth Consultants letter, 8. Angles will be installed with expansion bolts after 24" slab Is in place. 7. The columns and piles below the mechanical platform are for gravity Toads only. The seismic forces of the mezzanine and its mechanical equipment are transferred into the second floor slab with diagonal braces as shown in Sections A -1.1 and D1.1. This seismic load was accounted for in the overall seismic design of the main building, 8. The new pile caps carry all the gravity load of the mezzanine — the existing pile caps only carry the grade beam weight. The existing slab is slab -on -grade with normal reinforcing. The existing piles have very little Toad and it is not clear why they were even installed originally. ENGINEERS NORTHWEST, INC, P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 ig September 12, 2000 REID MIDDLETON, INC. RE: Exodus r- Seattle 3 Fuel System Page Two 9. No uplift piles were required or noted on the mezzanine foundation plan. Therefore, the two added #9 bars were never used, The new piles were installed to a depth to generate 70 ton capacity, as was done in the remodel of the main building. 10. See enclosed calculations. Hopefully this will answer all of your questions. If no, do not hesitate to call me directly. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Richard F. Janke Senior Engineer RFJ:Jm ENW PraJect 099136003 ENGINEERS NORTHWEST, INC. P.S. • STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 1206) 525.7560 FAX (206) 522.6698 Sent by: Earth Consultants 425 748 0860; Communication Record 09/12/00 13:30; jaITaz #8; Page 2/3 Earth Consultants Inc. Geol.cMiod lftgrneus, Geologisk a Earth Width 1806 -13e Pleoe Northeast, Suite 201 Bellevue, Washington 96005 Phone: (206) 643.37e0 / Fax: (206) 7464660 P—Gr-711F1= Meeting ■ Prospective Job ■ Past Job ■ Route To Job No. 2579.34 Phone Out (] Current Job 2 Administrative ❑ Marketing ■ Datefflme 9-12-00 File Name(Owner) Sebe C ... ration By Re .. as Person: Mark Velasquez Flint: Sabey Corp. Phone No.: (208) 2414184 ax No.: -- 'Y I .�. Subject Exodus Tank Excavation Remarks: Mark - Rich Janke at ENW has asked me to verify the design earth pressure values for the sheetpiles planned for the tank excavation. Assuming the perimeter of the excavation Is dewatered, an equivalent fluid pressure of 30 pcf can be used for design of the sheetpile shoring. Below the watertable, the equivalent fluid value should be increased to 78 pd. As previously discussed somewhat contrasting conditions were encountered at the boring locations, The boring on the east end of the excavation area encountered very little groundwater, and the soil conditions wore generally dense. On the west end of the excavation area, groundwater and waterbeatng sands were encountered at approximately 20 feet. Based on the condhions encountered, an open cut excavation may be feasible provided we have enough room to slope back the excavation. I Installed a monitoring well so we can measure groundwater levels prior to beginning the excavation. While we were on -she to do the borings, HP Excavating was Installing a vault just to the north of the tank area. Their excavation was advanced to a depth of approximately 12 to 14 feet. Medium dense to dense silt and silty sand were primarily encountered, and very little groundwater was present. Please call with questions. Ray Coglas, P,E, Project Manager cc ENW, Attn. Rich Janke Action Required: Action Taken: 09/12/00 TUR 13 :29 (TX/RI NO 66821 ,4. wiA: wqs o '� p 't 2 yr:A � �' Vii, e r�- SS, d ;� 1908 C4y of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director September 22, 2000 Ralph Hagler Sabcy Corporation 12201 Tukwila International 131 Seattle, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number MI2000 -181 Exodus Seattle 3 — Fuel System 3355 South 120th Place Dear Mr. Hagler: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at lice same„ lime and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments. The City requires that four (4) conW/eto sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plaits but requires additional reports or other documentation, plcnsu submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal, 1 have enclosed one for your convenience. Correctlo 1 ; / v : o ! : u t 11 .L :111 t If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: FIIc No. M12000.181 1 . . I 1 1 1 1' 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 Reid idrlleturi September 20, 2000 File No. 26 -00 -005- 022 -30 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Englntert Pldnnerr Siirveyort Subject: Building Permit Plan Review - Final Submittal Exodus Seattle 3 Fuel System (Mi2000 -181) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. IA ' oZo% Kyli K. + matsu a, P.E. al s Dou g R. Wilson, E.I.T. Proj ct Manager Plan Review Engineer jsa\ 26se\ pIanrevw \tukwila •00 \t022r3Ob.dockhw Enclosures cc: Steve Black, Sabey Architecture Washington Oregon Alosko Reid Middleton, Inc, 728134th Street SW Suite 200 Everen, WA 98204 Ph: 425 741.3800 fax: 425 741.3900 Reid trlrlietnn September 5, 2000 File No. 26 -00 -005- 022 -30 0 2000 C0MMJNI Y DEV[ l,GPi„IENi' Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Exodus Seattle 3 Fuel System (M12000 -181) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. As requested by Ken Nelsen from your office, we reviewed the underground storage tanks and associated shoring as well as the foundation (piles and pile caps) supporting the mechanical platform. We did not review the platform framing, because it is our understanding it is under a separate permit. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. MI information should be submitted directly to Reid Middleton, Inc. Undergrounds ,gp Tag Vault 2. Clarify the source of the soil pressures used in the sheet pile design. The geotechnical report suggests on page 13 that a dry active soil pressure of 40 pet', but 30 pcf is used on calculation page 8. Also, a wet active pressure is not provided in the geotechnical report, but 80 pcf is used on calculation page 8. Engineer' Phnnerr Surveyors 3. It does not appear that a surcharge was applied to the sheet pile design for the adjacent building footings and traffic. Also comment on the impact of the new Washington piles, excavation, and shoring on the existing structure. Oregon Alaska 11 does not appear that drainage has been provided into and out of the vault and below the vault slab as recommended in the geotechnical report. " " The tieback design and details (including anchorage plan location and spacing and tieback size, length, and material) should be provided. Details are missing for the walers and the water -to -pile and waler -to- tieback connections. Also, the geotechnical report does not provide guidance on the acceptability of tiebacks in the soil or provide skin friction allowables, Reid Middleton, inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Mr. Duane Griffin City of Tukwila September 5, 2000 File No. 26- 00- 005 - 022 -30 Page 2 6. The anchor straps are "per tank mfr. Specs." according to Section t7- 1.1/51.1, but no anchor point details are provided. Paragraph 6.5.2 on page 13 of the Tank Installation Manual states, "The installing contractor is responsible for providing hardware and anchor points of sufficient size and strength." Paragraph 6.5.3 states, "The particular configuration of hardware will be determined by the contractor, the owner or the owner's representative." Mechanical Platform foundation 7. Verify that the seismic mass of the mechanical platform and associated equipment was considered in the shell and core of the existing building. Verify that the columns supporting the platform are for gravity loads only. 8. Clarify how the new pile caps affect the existing grade beam at Grids M/6 and N /6. 9. Two #9 bars are to be added at exterior piles according to the General Structural Notes, Piles Section Note 2, on Sheet S1.0. These bars are to be hooked 3' -0" into the pile cap per the note, but the pile cap is only 2' -6" cubed. Also, provide calculations for the pile and clarify the source of the 70 -ton capacity in Note 1 of the General Structural Notes, Piles Section. An allowable capacity of 60 tons is recommended on page 9 of the gcotechnical report, 10. Provide calculations for the two -pile pile cap shown in Detail N-1.1/81.1. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. K. m is ka, P.E. Douglas R. Wilson, E.I.T. Pro et Ma ager Plan Review Engineer vIt\ 26se\ planrevw 1tukwita1001t022r30,doe\drw cc: Steve Black, Sabey Architecture Reid iddletun PILE: APPLICANT: DATE: PLAN REVIEWER: City of Tukwila Public Works Department Review Comments MI2000-181 Exodus Seattle 3 Fuel Sys 8/9/00 Contact Mike Cusick at (206) 433-0179 if you have any questions regarding the following conmients. I. Provide cut/fill volumes on the plan sheets. 2. Revise slab thickness in Section AA 1/M4.03 to match slab thickness in the buoyancy calculations. 3. What happens to the existing underground utilities in the area of the proposed fuel tanks? I was in the field and noted at least one catch basin and water valve box. (pumodua emnii) • letter of RECEIV Transmittal MAY 3 1 zuuu Eanr , Consultants Inc. Geotschnloal Qnprnaas, Geologists & earth Sdenh 1805.1361h Place Northeast, Suite 201 Bellevue, Washington 99005 Phone: (425) 6433780 / Fax: (425) 746-0960 Ta: Sabey Architecture Obey Corp. DATE: May 26, 2000 101 Elliott Avenue West, Suite 330 Seattle Washin• ton 98119 JOB NO,: E -2579 PROJECT: 23 Acre site King County ATTENTION: Mr. Steve Black tu W Cny o* E ARE SENDING YOU: ►�+ Attached ❑ Under Separate Cover Via: G 7.00 THE FOLLOWING: �►U ❑ Field Reports ® Reports ❑ Preliminary Drafts ❑ Test Results PEW Cusp El Per Your Request ❑ Co es Date Descri Ion 1 5/23/85 Geotechnical Engineering Study THESE ARE TRANSMITTED FOR YOUR: ® Information CO Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution 0 0 REMARKS: Please contact our office if there are an • uestions, Thank out CC:1 2. 3, 4. Znc. L'fr'. 41 ATT derstand that the Plan Check approvals are � " el( , .. «nroval of utltect �% ' ATTN does r;)' ATTN. ATTN. ATTN. BY Kyle R. Campbell, P.E. Mtzrxz» i PREPARED BY: Aaron McMichael Staff Engineer 4\2frso Glen Mann, P. E. Vice-President A REPORT PREPARED FOR BERKLEY ENGINEERING AND CONSTRUCTION GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE E SEATTLE, WASHINGTON E- 2579^13 SEPTEMBER 23, 1988 Earth Consultants, Inc. 1805 - 136th Place Northeast Suite 101. Bellevue, Washington 98005 (206) 643 -3780 September 23,1988 E- 2579-13 Berkley Engineering and Construction 2203 Airport Way South Suite 300 Seattle, Washington 98134 Attention: Mr. Al Clow Gentlemen: We are pleased to submit herewith our report titled "Geotechnical Engineering Study, Proposed Warehouse E, Seattle, Washington ". This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The lower section of the site is generally covered with up to four feet of silty sand fill. Beneath the fills are interbedded soft soils and pests. These soft soils and peat were encountered under approximately the northern one -half of the site. Beneath these soils are sands which underlie the entire site. The steep slope located in the southwest section of the site contains approximately nineteen (19) to thirty -one (31) ,feet of silty sand fill, overlying the sands mentioned above. Based on the encountered subsurface conditions, and building loads, it is our opinion the proposed warehouse structure should be supported entirely on piles, or on piles in the north section of the building, and conventional spread footings bearing on either competent native soils or carefully recompacted fills in the south section of the building. These recommendations, along with other geotechnically related aspects of the project, are discussed in more detail in the text of the attached report. • Berkley Engineering and Construction • September 23, 1988 E-2579-'13 Page 2 We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases of the project. In the meantime, should you or your consultants have any questions about the contents of this report, or if we can be of further assistance, please call. Very truly yours, EARTH CONSULTANTS, INC. Glen Mann, P. E. Vice-President AM/RI/GM/kml Earth Consultants, Inc. INT tODUCTXON TABLE OF CONTENTS, E- 2579 -13 Page Project Description 1 Scope of Services 2 SI E CONDITIONS Surface Subsurface Groundwater DISCUSSION AND RECOMMENDAT NS 3 3 4 General 5 Site Preparation and General Earthwork 6 Foundations 8 Pile Support of the Building 8 Timber Piling 8 Augercast Piling 9 Conventional and Continuous Spread Footings 10 Slab -on -Grade Floors 11 Site Period 12 Retaining Walls 12 Temporary Shoring 13 Excavations and Slopes 14 Site Drainage 15 Pavement Areas 17 L=TATIONS Additional Services 18 APPENDIX - FIELD EXPLORATION AND LABORATORY TESTING ILLUSTRATIONS E- 2579 -13 Plate 1 Plate 2 Plate 3 Plates 4 through 11 Plates 12 through 20 Plates 21 through 26 Plate 27 Plates 28 and 29 Plate 30 Plate 31 Vicinity Map Boring and Test Pit Location Plan Legend Test Pit Logs Boring Logs Grain Size Analyses Atterberg Limits Test Data Cut Slope Section Typical Footing Subdrain Detail Retaining Wall Drainage and Backfill Earth Consultants, Inc, GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE E SEATTLE, WASHINGTON E- 2579 -13 ,INTRODUCTION, Pro j ect Description The subject site is located southwest of the intersection of S. 124th Street and 35th Avenue South, adjacent to the existing Boeing Development Center located in the East Marginal Way Corporate Park, Seattle, Washington, as indicated on the Vicinity Map, Plate 1.. At the time our study was performed, the site, proposed and existing building locations, and our exploratory locations were approximately as shown on the Boring and Test Pit Location Plan, Plate 2. From our discussions with you, and review of the preliminary development plans, we understand that the proposed Warehouse E will include the construction of a one -story concrete warehouse used for tool storage and will require three different floor plan options. Option I will consist of one hundred fifteen thousand (115,000) square feet with one thousand (1000) pounds per square foot (psf) floor loading on the two southernmost bays, and five hundred (500) psf floor loading on the remainder of the building. Option II will add an additional sixty -seven thousand nine hundred and twenty (67,920) square feet to option I with either two hundred fifty (250) or five hundred (500) psf floor loading. Option III consists of one hundred thirty -eight thousand, six hundred and seventy (138,670) square feet, the west seventy thousand (70,000) square feet with one thousand (1000) psf floor loading, and the east sixty -eight thousand six hundred and sevety (68,670) square feet with one thousand (1000) or five hundred (500) psf floor loading. To 'establish the floor elevation of fifteen and one -tenth (15.1) feet, the warehouse will require cuts, varying up to sixty -two (62) feet high in the southwest corner of the warehouse, and five (5) feet in depth in the northeast corner. Additionally, cuts up to sixty (60) feet will be necessary to accommodate the twenty -five (25) foot fire lane around the southwest corner of the warehouse. To achieve these cuts without the use of a system of concrete retaining walls or reinforced earth fills, the cut face will have tc be sloped back at an angle of 1.5:1 (Horizontal :Vertical) further tc the southwest. A two to ten -foot high retaining wall will be place: adjacent to 35th Avenue South, along the east property line. Mill Creek which enters the site along the center of the south property line will be diverted west and north around the southwest corner of the proposed warehouse. The diverted creek will be lined with a twc to four -foot high rockery. Earth Consultants, Inc. u§ Wq� Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 2 The cuts and retaining structures described above have been deter- mined from the site topographic and grading plans provided by David Evans and Associates, dated August, 1988. If a new survey of the site is conducted, or the finish floor elevation of the warehouse is changed, ECI should be contacted so that we may review our earlier recommendations and modify them, as appropriate. According to the structural engineer, preliminary maximum total dead plus live loads for proposed Warehouse E are expected to be as follows: • wall loads • interior column loads • exterior column loads • slab loads - 4 kips per lineal foot - 300 kips dead plus live load - 150 kips dead plus live load - Variable as per Options /-III, 250 to 1000 pounds per square foot (psf) If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case, we recommend that Earth Consultants, Inc. (ECI) be retained to perform a general review of the final design. Scope of Services Our report addresses: • subsurface soil and groundwater conditions; • suitability of existing on -site materials for use as fill, or recommendations for imported fill materials; • site preparation, grading and earthwork procedures, including details of fill placement and compaction; • short and long -term groundwater management and erosion control measures; • foundation support alternatives, including bearing capacity and resistance of lateral loads for conventional foundations and axial and lateral loads for pile foundations; • estimate: of potential total and differential settlement magnitudes and their rates; and • parking area and access roadway design pavement sections. Earth Consultants, Inc. 0§ Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 3 This report has been prepared for specific application to this project in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of Berkley Engineering and Construction and their represen- tatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. $1.TE C .QNDTTIONS Surface The site is located southwest of the intersection of South 124th Street and 35th Avenue South in Seattle, Washington. The property is bordered by South 124th Street and the existing Boeing Developmental Center on the north, and 35th Avenue South on the east. To the west is a private residence, and a wooded and brush - covered slope along the west and southwest sides. The site gently slopes upward towards the south from South 124th Street and the southwest from 35th Avenue South with about ton fest of elevation change to the toe of the hill located in the southwest corner of the site. From this point the topography slopes steeply upwards to the south and west property line with approximately, eighty -seven (87) feet of elevation change. The lower west and north portions of the property consist of open graveled lots, while the southeast portion consists of a grassy field with an old residence site. The south - central section of the site contains very thick vegetation through which Mill Creek runs. The, creek flows from south to north and is diverted to the west through a culvert under South 124th Street to the stream channel west of Building D of the Boeing complex. pubsvrhul The site was explored by drilling seven borings and excavating eight test pits at the approximate locations shown on Plate 2, Boring and Test Pit Location Plan. Please refer to the Boring and Test Pic Logs, Plates 4 through 20, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration and laboratory testing program is included in the appendix of this report. The following is a generalized description of the subsurface conditions encountered. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 4 Beneath the northern section of the site surface our exploratory borings and test pits generally encountered loose to medium dense silty sand with gravel fill that had been placed on geotextile fabric. This fill material extends south of South 124th Street approximately one hundred fifty (150) feet on the west side of the site and thirty (30) feet on the east side of the site. Beneath the fill in the southeastern section of the site, additional fill up to three feet thick, and consisting of sandy silt with organics was found. Below these fills, Test Pits Tp -2, TP -4, TP -5, TP -7, TP -8, and Boring B -104 encountered pests, and interbedded pests and sands. The peats have an approximate maximum thickness of five and one -half feet. Below the pests in Test Pits TP -4 and TP -6, thin layers of clayey silts and clays were encountered to approximately fourteen (14) to eighteen (18) feet below the ground surface. These soils are underlain by medium dense to dense silty sands, sands, and gravelly sands below the entire lower section of the site. Please refer to Plate 28, Generalized Geologic Cross - Sections. The slope located along the south portion of the site was found to contain approximately nineteen (19) to thirty -one (31) feet of sandy silt and silty sand fill. Beneath the fill, medium dense to dense fine silty sands and sands were found to extend to the maximum depths explored, sixty -four (64) feet. Groun water The groundwater seepage levels observed during our drilling and test pit excavations range from approximately three (3) to twenty -six (26) feet below the existing surface and are shown on the boring and test pit logs. The seepage observed in the test pit excavations appeared to be located in the loose to medium dense native silty sands, and sands beneath the fill materials. In the lower gently sloping area of the site, the groundwater seepage level was generally seven feet below the ground surface in the northern section of the site , and four feet below the ground surface in the southeast section of the site. Standpipes were installed in Borings 8 -101 and 8 -103 located at toe and first bench in the slope in the southwest corner or the site. The water levels in the piezometers were measured several days after drilling when the groundwater seepage levels had had time to stabilize. The groundwater table appears to be located in the medium dense to dense native silty sands and sands, approximately thirty - two (32) feet above the finish floor elevation of the southwest warehouse corner, Thus, we expect that some seepage will be en- countered during and after excavation of the slope, Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E-- 2579 -13 Page 5 The groundwater seepage level is not static; thus one may expect fluctuations in the levels observed during our subsurface study, these fluctuations will depend on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher in the wetter winter months. DISCUSS_ ON AND RECOiMENDAT ONs General, Based on the results of our study, we believe the site can be developed generally as planned. The proposed warehouse can be supported on augercast or timber piles in the northern section of the site where soft and loose pests, silts, and clays will remain after the site has been cut down to its subgrade elevation. Con- ventional foundations may bear on either the competent native silty sand and sands, or on compacted structural fill placed in the southern half of the site. However, the exact transition line where the organic peats and compressible clayey silts and clays stop and the silty, sands and sands with adequate bearing capacity start is not known. In order to determine the demarcation line between the use of conventional footings and piles, additional exploration will have to be done. Concrete slab -on- grade, floors may be used in the area of the warehouse where conventional footings are appropriate as described above, provided that proper drainage is included in the design plans. The slab in the northern warehouse area will need to be supported on grade beams spanning between piles. We ,estimate the structure will undergo moderate amounts of settle- ment under the intended structural loads, but the amount of dif- ferential settlement between conventional and pile - supported foundations may exceed the tolerable limits of the structure. Total and differential settlements of conventional and pile- supported foundations are presented in the Foundation section of this report. Because a portion of the structure will be below- grade, particularly along the western and southern perimeters, the below -grade building walls will need to be designed as retaining walls to resist the lateral soil loads imposed during the building's lifetime. Earth Consultants, Inc. 1 1 t Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 6 The groundwater levels encountered beneath the site during our exploration all appear to be above the proposed warehouse subgrade excavation levels. As a result, the site groundwater will need to be to be lowered through drainage ditches or drawdown wells, or it may pose a significant construction problem. It is possible that seepage into the excavations could lead to wetting and disturbance of the subgrade soils during construction. If this should occur, you will need to take protective measures to reduce or avoid the impact of construction - related disturbance to the bearing soils in the excavation bottoms. It will be prudent to display both short and long -term drainage control measures in the design plans for installation during construction. Typically, these measures would include wall and footing drains and under -slab capillary breaks. Drains beneath the slabs should also be installed. These and other geotechnical aspects of this project are discussed in more detail in the following sections of this report. Bite Pre»aration and General Earthwork To construct the buildings as presently planned will require a maximum excavation of about sixty -two (62) feet in the southwestern corner of the site, and five feet in the northeast corner of the site. Based on the results of our subsurface exploration, we believe the excavations will encounter the competent native silty' sand and sand soils which exist at approximately nineteen (19) feet below the ground surface of the southwestern section of the site, and at a depth between ten (10) to eighteen (18) feet beneath the ground surface in the southern and northeastern sections of the site respectively. We recommend in areas of excavation planned for conventional footings, and which do not encounter the competent sandy soils, any loose or soft material be overexcavated and removed. This should expose the competent soils on which the foundations can either be constructed directly or on which structural fill may be placed and compacted up to foundation grade. In this latter zase we recommend the fill extend for a lateral distance beyond the footing perimeter at least equal to the depth of fill to avoid the potential for a local shear failure beneath the footing. Earth Consultants, Inc. 3§ Berkley Engineering and Construction September 23, 1988 E-2579-13 Page 7 Once the foundation and floor slab subgrade has been exposed, we recommend it be carefully proofrolled under our full -time observa- tion. This procedure can be accomplished with a steel -- wheeled roller. Proofrolling is performed to determine the approximate location and areal extent of any soft or unstable areas. If any such areas are encountered they should be scarified to a depth of about twelve (12) inches, moisture- conditioned as appropriate, and recompacted to the degree required by the project specifications. If after recompaction the area remain soft or unstable, they should be overexcavated and the unsuitable materials removed and disposed. The resulting excavation should then be backfilled with compacted structural fill or crushed rock. Typically, an overexcavation depth of between two and three feet should be adequate. Ideally, but particularly during wet weather, structural fill should comprise a free- draining, granular organic -free material with a maximum size of three inches. It should contain less than 5 percent fines (silt and clay -size particles passing the No. 200 mesh sieve). During dry weather, any compactible non - organic soil meeting the above maximum size criterion may be used as structural fill. Structural fill under floor slabs and footings should be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Each lift should be compacted to at least 95 percent of maximum dry density, as determined by ASTM Test Designation D- 1557 -78 (Modified Proctor). Fill under pavements and walks should be placed in similar thin horizontal lifts and be compacted to at least 90 percent of maximum density. The top twelve (12) inches should be compacted to at least 95 percent maximum density. Most of the material that will need to be excavated beneath the warehouse contains a high amount of fines and will be wet at the time of construction. In this event they will be difficult, if not impossible, to work or compact and will not likely be suitable for structural fill. We recommend that these soils be removed. All till material should be placed at or near the optimum moisture content. If the materials are too wet to be compacted to the required degree, it will be necessary to dry them or replace them with a more granular material. Fill materials can be dried by aeration or by intermixing lire or cement powder to absorb excess moisture. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E-2579-13 Page 8 We recommend the exposed subgrade be sealed at night during con- struction to help prevent moisture infiltration should it rain. We also recommend the bottom of the excavation be sloped to drain to the perimeter so that water will not pond on it In addition, construction traffic should be kept off the wet subgrade until the soils have had an opportunity to dry out. This will help to avoid disturbing the surface and to eliminate the need for additional and costly subgrade treatment. Foundations Based on the results of our study and the design information your structural engineer, Nelson - Bourdages, Inc. provided, we believe the warehouse building can gain structural support from augercast or timber piles, or a combination of piling and conventional spread footings bearing on either the competent native silty sand and sand soils, or structural fills, as desired. These proposed foundation systems are discussed and described in more detail in the following paragraphs of this section of the report text. Pita Support of the Building Pile support of the building provides a reliable foundation system without the need to move large quantities of earth. The building can be supported on piles in the north section overlying peats and compressible soils, and on spread footings for the portion on mineral soils, or can be supported entirely on piles. The use of a structural slab on the pile- supported half and slab -on -grade on the spread- footing - supported half may result in differential settlements on the order of an inch, with the maximum differential occurring near the center of the slab supported on grade. Timber Pi1jB„q Timber piling to be used on the project should be installed accord- ing to the following recommendations: 1. The use of timber piling with a minimum butt diameter of twelve (12) inches and a tip diameter of eight (8) inches. 2. Development of a maximum allowable single pile axial capacity of thirty (30) tons (your design load). Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 9 3. With the use of a pile hammer developing fifteen thousand (15,000) foot pounds. Refusal is defined at forty (40) blows per foot because of potential downdrag loads. 4. Uplift capacity of the pile is estimated at one -half of the allowable downward capacity. 5. Lateral loads may be resisted by passive resistance in the pile caps and by battered piles. 6. Driving of test piles to determine pile lengths. Preliminary estimates indicate that suitable bearing is generally located about twenty -five (25) feet below the existing surface. Augercast Pi1ina The augercast piles should be installed with continuous flight, hollow -stem auger equipment. The piles should penetrate a minimum of thirty -five (35) feet below the building subgrade ground surface. This depth will have to be confvirmed during pile installation. For an eighteen (18) inch diameter pile, an allowable capacity of sixty (60) tons may be assumed. For wind or seismic loads, the allowable load can be increased by one - third. The pile capacity can be increased by additional penetration into the bearing layer. We estimate that the total settlement of single piles will be on the order of one -half inch. Some of this settlement should occur during the construction phase as the dead loads are applied. The 'remaining post - construction settlement would be realized as the live loads are applied. We estimate differential settlements over any portion of the, structure supported on piles should be less than about one -half inch. No reduction of pile capacity for group action will be necessary if the piles are spaced a minimum of three pile diameters apart (centerline -to- centerline). Lateral pile capacity is generally governed by deflections at the top of the pile which depend on the pile stiffness with respect to the surrounding soil near the upper portion of the pile, the length of the pile, and the degree of fixity at the pile cap. For lateral pile capacity design, a value of five tons per pile should be used. Passive earth pressure on the grade beams and friction between the slab and subgrade will also provide some lateral resistance. r. coefficient of friction of 0.30 may be used between the grade beams and subgrade. Passive earth pressures on the grade beams can be assumed to be equal to that exerted by a fluid having a density of three hundred (300) pounds per cubic foot (pcf), provided that they are in contact with competent native soils or compacted structural fill. Earth Consultants, Inc. 0§ 1: i; r, Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 10 If additional lateral load capacity is required, the piles can be battered. The batter should not exceed 1H:5V. We recommend that ECI be requested to review the final foundation plans to confirm this assumed lateral capacity. As the portion of the completed pile below - ground cannot be observed, judgement and experience must be used as the basis for determining the acceptability of a pile. Therefore, we recommend that the installation of all piles be observed by a qualified geotechnical engineer who can fully evaluate the contractor's operation, collect and interpret the installation data, verify bearing stratum elevations, and would understand the implications of variations from normal procedures with respect to the design criteria. We suggest the contractor's equipment and procedures be reviewed by ECI prior to the start of construction. footings can be designed on the basis • Allowable bearing pressure for footings bearing on competent native soils • Allowable bearing,pressure for footings bearing on competent compacted structural fill or recompacted in -place fill • Minimum depth of perimeter footing of • Minimum depth of interior footings • Minimum width of wall footings • Minimum lateral dimension of column footings • Estimated total post- construction slab settlement • Estimated post - construction slab differential settlement Earth Consultants, Inc. the The conventional following criteria: a 3000 psf, including all dead and live load 2500 psf, including all dead and live loads 18 inches below adjacent final exterior grade is 12 inches below top of floor slab 18 inches 0 2 feet = 1 inch, or less 1 inch across the building width 1 1§ Berkley Engineering and Construction September 23, 1988 • Estimated post - construction slab /pile differential settlement • Estimated rate of settlement E- 2579 -13 Page 11 1/2 inch between conventional and pile supported sections approximately 80 per- cent during con- struction, the remainder over following six months A one -third increase in the above allowable bearing pressures can be used when considering short -term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the founda- tion and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing comptent soil or backfilled with a compacted fill meeting the requirements of structural fill: • Passive pressure • Coefficient of friction 300 pounds per cubic foot (pcf) equivalent fluid weight ▪ 0.30 As a precautionary measure, we recommend drains be placed around all perimeter footings and beneath the slabs. More specific details of perimeter foundation and slab drains are . provided in the Site Drainage section of this report. $ lab- on -gracJ Slab -on -grade floors can be supported by the medium dense to dense native silty sand and sandy soils or on structural fill, as desired. Any fill or native soils disturbed by construction activity should be recompacted or excavated and replaced with compacted structural fill or crushed rock. To avoid moisture build -up on the subgrade, the slab should be provided with a capillary break consisting of a minimum of four inches free- draining sand and gravel. We also recommend that a vapor barrier, such as a 6 -mil plastic membrane, be placed over the capillary break beneath the slab to reduce both water vapor trans- mission through the slab and the resultant moisture damage to interior furnishings. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 12 Two to four inches of damp sand may be placed over the membrane for protection during construction, to aid in the curing of the con- crete, and to help prevent cement paste bleeding down into the underlying capillary break through joints or tears in the vapor barrier. In areas where spread footings are proposed, we also recommend the floor slab be "free- floating" so that any possible future differen- tial settlement between the floor slabs, columns or walls will not be reflected in the form of warped or cracked floor slabs. The structural engineer, however, may wish to tie -in the floor slab to the columns and walls to resist seismic forces more effectively. Site Period While we did not perform a thorough seismic risk analysis for this project, we believe that earthquake response is a particularly important factor for this site and should be carefully considered in design. Historically, the Puget Sound region has been subjected to frequent earthquakes of moderate intensity and is indicated in the Uniform Building Code as Seismic Zone 3. Two earthquakes that resulted in significant damage occurred in 1949 near Olympia and in 1965 near Seattle. The April 3, 1949 earthquake is the largest recorded earthquake in the region, reaching a magnitude of 7.1. It was felt over 150,000 square miles (390,000 square kilometers), caused $25 million in damage, and resulted in eight deaths and many injuries. The April 29, 1965 earthquake of magnitude 6.5 was felt over 130,000 square miles (340,000 square kilometers) and resulted in widespread damage in the Seattle area. Ground failures attributed to liquefac- tion occurred in many waterfront areas. We understand this building will be designed for seismic forces in accordance with Section 2312 of the Uniform Building Code. When analyzed using this section of the code this building site should be considered a "stiff site". This results in a conservative site period, Ts, of about 1.17 seconds. Reta ina Wad,ls Current plans call for the installation of a two to ten -foot high retaining wall along the eastern perimeter of the property, and up to three feet of building wall below grade in the southwest corner of the warehouse. We recommend the following criteria be used in the design of the retaining walls to resist the lateral earth loads likely to be imposed: Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 • Active earth pressure on a wall free to rotate • Active earth pressure on wall that is fixed at top • Traffic surcharge E- 2579 -13 Page 13 40 pcf equivalent fluid weight 60 pcf equivalent fluid weight 100 psf acting horizontally over upper ten feet of wall These values apply for a retaining wall with a maximum height of fifteen (15) feet. If walls of greater height are expected we should be consulted to provide additional specific design criteria. They also consider that no other surcharge loads will be applied. If other surcharge loads are expected, they should be added to the above values in design. To avoid the potential for hydrostatic pressure buildup behind these walls we recommend appropriate drainage control measures be included both in design and construction. Consequently, we assume that the walls will be backfillod with a suitable free- draining material. Typically, wall backfill should consist of materials similar to structural fill. Wall backfill should have a maximum size of three inches, be organic free, and have a maximum of five percent fines (materials passing the No. 200 mesh sieve); 25 to 70 percent of the particles should pass the No. 4 mesh sieve. A typical wall backfill detail is provided as Plate 31. As an alternative to free- draining wall backfill, you may wish to consider the use of a geotextile drainage product such as "Mira - drain". In either case, we recommend the installation of a drain line along the base of each wall. These drains are discussed in more detail in the Site Drainage section of this report. Temaorarvjhorinq It is anticipated that construction of the eastern retaining wall will require an excavation of approximately twelve (12) feet below the sidewalk elevation of 35th Avenue South. Excavations in the fill soils in this area will stand safely at 2H:1V. If space is unavail- able to slope the soils, temporary shoring will be necessary. To support a vertical cut in this area, a cantilever soldier -pile system should be considered. We recommend the following geotechnical design criteria: Earth Consultants, Inc. 0§ It !t '22 ig Berkley Engineering and Construction September 23, 1988 • Active Pressure • Passive Pressure Acting over Two Pile Diameters • Minimum Pile Hole Diameter • Minimum Pile Embedment into dense soils • Center -to- Center Pile Spacing • Estimated Minimum Pile Size E- 2579 -13 Page 14 = 40 pcf equivalent fluid weight 300 pcf equivalent fluid weight 2 feet 20 feet 8 feet W21x50 Pressure - treated Grade A Douglas fir six by nine (6x9) inch timber or railroad ties should be placed between each pile for lagging. Shoring installation is a complex operation. To verify it is being installed in a satisfactory manner, and in accordance with project specifications, we recommend we be retained to monitor the shoring installation. This will allow us to verify that appropriate -sized materials are being used, that the shoring contractor's equipment and methodology are appropriate, that the shoring is being installed in accordance with the plans and specifications, and to make any necessary judgments as installation proceeds. Excavationq_And_21gyau After review of•the grading plans, it is apparent that there is adequate room for excavation slopes to be laid back at safe angles around south and west side of the warehouse. However, in no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to four feet in height in the fill or loose to medium dense native soils should be sloped at an inclination no steeper than 1H:1V. If slopes of this inclination, or flatter, cannot be constructed, or if excavations greater than our feet in depth are required at steeper inclinations than our recommendations, (1.5H:1V, reference ECI letter on permanent slope inclinations dated September 14, 1988), temporary shoring may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 15 Site Drainage Current site groundwater levels appear on the basis of our field study to range between about four (4) to twenty -six (26) feet below the existing site grade. You should take this into account in planning your excavation. It is very likely the bottom of the excavations could become wet during construction. We therefore recommend being prepared to implement protective measures to divert groundwater seepage from the slope excavation and to prevent foundation or floor slab subgrade deterioration. We recommend that the groundwater level be lowered to two feet below grade to limit construction disturbance. Such measures on the cut slope should include, but not necessarily be limited to, the installation of French drains periodically placed across the excavation face, and drainage rock placed in localized seepage areas as appropriate. The seepage water should then be directed away from the slope and building area. To protect the warehouse area, a thin concrete mud mat, or a protective gravel layer should be placed over the approved foundation and floor area subgrade. Such measures should be adequate to prevent damage by construction foot traffic as well as equipment. We also recommend you include both short and long -term drainage control measures in design and construction of this project. Over the short term, if seepage is encountered in foundation excavations during construction, we recommend your contractor slope the bottom of the excavation to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the shallow sump pits by a system of shallow connector trenches. You should also consider incorporating permanent drains beneath the slabs to limit hydrostatic uplift. During our site exploration, we noted that surface waters are actively flowing down the lower portion of the southwest hillside just above the toe. We recommend you install either shadow drainage swales or low earthen berms along the west perimeter of the site to intercept and redirect this surface water flow away from the excavations and into a positive and permanent drainage control system. Surface water should not be allowed to flow over the face of the excavation or shoring, or into the bottom of the excavation. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 16 Excavation slopes that exist during construction should have shallow lg toe drain swales to collect any runoff from the slope surfaces. The exposed face of any such slope should also be protected from the elements by covering it with pegged or sandbagged in -place overlapp- ing visqueen sheeting. Where conventional spread footings are used, we recommend you diameter perforated or slotted rigid drain pipe laid at, or just install footing drains around the building perimeter. These drains, and those beneat the slabs, should consist of a four -inch minimum below, the invert of the footing with a gradient sufficient to initiate gravity flow. The drain line should be bedded on, sur- rounded by, and covered with a free - draining washed rock, pea z. gravel, or other free- draining granular material. Once the drains are installed, with the exception of the upper twelve (12) inches, the excavation can be backfilled with a granular fill material. The surficial twelve (12) inches of fill should consist of compacted and relatively impermeable soil. It can be separated from the underlying more granular drainage material by a layer of building paper or visqueen. The surface should be sloped to drain away from the building wall. Alternatively, than surface can be sealed with asphalt or concrete paving. A typical detail is provided on Plate 30. Under no circumstances should roof downspout drain lines be con- nected to the footing drain system. All roof downspouts must be separately tightlined to discharge. We recommend you install sufficient cleanouts at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. We recommend the appropriate locations of subsurface drains if needed, be established during grading operations by ECI's represen- tative at which time the seepage areas, if present, may be more clearly defined. The site should be graded such that surface water is directed off the site. Water should not be allowed to stand in any area where buildings, slabs or pavements are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades should allow for drainage away from the building foundations. We suggest that the ground be sloped at a gradient of 3 percent for a distance of at least ten feet away from the buildings except in areas that are to be paved. Earth Consultants, Inc. Berkley Engineering and Construction September 23, 1988 E- 2579-13 Page 17 When below-grade building wall construction is to begin, it will also be necessary to install some form of drainage control along the exterior of those walls. This will typically mean installation of a drainage rock and a drain line as specified earlier. Pavement Area The adequacy of site pavements is strictly related to the condition of the underlying subgrade. If this is inadequate, no matter what pavement section is constructed, any settlement or movement of the subgrade will be reflected through the paving. To avoid this situation, we recommend the subgrade be treated and prepared as described in the Site Preparation section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density in accordance with ASTM D- 1557 -78 (Modified Proctor). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after proofrolling. If so, as described in the Site Preparation section of this report, they may require overexcavation of the unsuitable materials and their replacement with a compacted structural fill or a crushed rock. Typically, an overexcavation depth of two to three feet is adequate for this purpose. Depending on the nature of the prepared subgrade at the time of construction, it may also be necessary to use a geotechnical fabric to separate pavement materials from the underlying subgrade and to help strengthen the pavement section. In this event, Mirafi 500X, or an approved equivalent, should prove suitable. We have provided you with two alternative pavement sections for the lightly- trafficked access and parking areas, and for more heavily - trafficked truck access and loading areas. In the more lightly - loaded areas we recommend the following: • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or • two inches of AC over three inches of Asphalt Treated Base (ATB) material. Earth Consultants, Inc. Berkley Engineering and construction September 23, 1988 E- 2579 -13 Page 18 In the more heavily trafficked areas, we recommend the following unless unusually high loads are being moved: • Three inches of AC over six inches of CRB, or • three inches of AC over four and one -half inches of ATB. In either latter case, we suggest the pavement section be separated from the prepared subgrade by Mirafi 500X geotechnical fabric, or equivalent. IjXMI.TATIONS, Our recommendations and conclusions are based on the site materials observed, selective laboratory testing, engineering analyses, the design information provided us by your structural engineer, and our experience and engineering judgement. The conclusions and recommen- dations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from our borings and test pits. Soil and groundwater conditions between borings and test pits may vary from those en- countered. The nature and extent of variations between our ex- ploratory locations may not become evident until construction. If variations then appear, ECI should be requested to re- evaluate the recommendations of this report and to modify or verity them in writing prior to proceeding with the construction. Additional ,Services We recommend that ECI be retained to perform a general review of the final design plans and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design plans and in the construction specifi- cations. If the foundation design should include footings, we should explore the site futher in order to delineate the boundary between pile - supported and spread footing- supported sections, Earth Consultants, Inc. ig Berkley Engineering and Construction September 23, 1988 E- 2579 -13 Page 19 We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We believe these review and monitoring services are critical to satisfactory comple- tion of the project. Because of the proposed heavy design loads, the potentially settlement - sensitive nature of some site soils, the possible desire to use a combination of foundation systems, and the need to retain some parts of the excavation (possibly involving the installation of temporary shoring), we do not accept responsibility for the performance of the foundations, retaining system, or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. Earth Consultants, Inc. APPENDIX FIELD EXPLORATION_ AND LABORATORY TESTING E- 2579 -13 Our field exploration was performed during the period of August 4 through 23, 1988. Subsurface conditions at the site were explored by drilling seven borings to a maximum depth of sixty-four (64) feet below the existing grade, and by excavating eight test pits. The borings were drilled by Associated Drilling, Inc. and Soil Sampling Service using truck - mounted drill rigs. Continuous flight, hollow stem augers were used to advance and support the boreholes during sampling. The test pits were excavated by Berkley Engineering and Construction, Inc. The approximate boring and test pit locations were determined in the field by taping from the corner of the existing South 124th Street and 35th Avenue South. The approximate boring and teat pit eleva- tions were determined by interpolation from a contour map of the site topography produced by David Evans and Associates. The loca- tions and elevations of the borings and test pits should be con- sidered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a geotechnical engineer from our firm who classified the soils encountered and maintained a log of each boring and test pit, obtained representa- tive samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in the field in accordance with the Unified Soil Classification System which is presented on Plate 3, Legend. Logs of the borings and test pits are presented on Plates 4 through 20. The final logs represent our interpretations of the field logs and the results of the laboratory examination and selective tests of field samples. The strati- fication lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. 1 1§ Appendix -- Field Exploration and Laboratory Testing E- 2579 -13 Page 2. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D- -1586. The split -spoon samples were driven with a one hundred and forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the ""N- value ". This value helps to charac- terize the site soils and is used in our engineering analyses. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and selective testing. Visual classifications were supplemented by index tests such as sieve analyses and Atterberg Limits on representative samples. Additionally, moisture contents were performed on all samples. Results of moisture determinations, together with clas- sifications, are shown on the boring logs and test pit logs included in this report. The results of the sieve analyses are illustrated on Plates 21 through 26, Grain Size Analyses, and those of the Atterberg Limits tests on Plate 27. Earth Consultants, Inc. 1 ft into ft ! s tftst st sattl wtftrollt omit 1 Vicinity Map East Marginal \Aby Corporate Park King County, Washington Proj. No. 2579-13 Date :.ug '88 Plate 1.111.ropwr 4.10.011. 34th AVENUE S. 1P-3 Building E (Option 1) OEM MMII Building D Expansion TP-5 1P-4 TP-8 7P-7 35th AVENUE S. MI NO Building D MIMI MEM OM NNW AMINffill AMMO MOO A100 - 1__ -HMO Building r g E m 1) W-6 1P -2 .1P-1 Building D Expansion TP-5 TP-4 Building D TP•8 1P-7 SI VENUE S. 1--- - - - - -- Building B OWN =II NMI ME NM INN __•■■■11Momiito f RTO Approximate Scale 0 50 100 200 f t, LEGEND N113-1 Approximate Location of ECI Test Pit, Proj. No. E- 2579 -13, Aug, 1988 EjProposed Building I- - -- ! - - -J Existing Building Reference Drawing No. PA-1 Preliminary Site Pion 8y Sabey Corporoticn Doted 6/16/88 10 Earth Consultants Inc. a.w M y s.lu., L.yl....r ..t a..i.g,' Test Pit Location Plan East Marginal Way Corporate Hark King County, Washington Pro). No. 2579 -13 ' Date Aug, '88 Ipiat. 2 MAJOR DIVISIONS GRAPH SYMBOL SE SYMMTER BOL TYPICAL DES• CRIPTION Coarse Grained Soils More Than 50". Material Larger Than No 200 Sieve Size Gravel And Oraveity Sods More Tnan 50'. Coarse Fraction Retained On No. A Sieve Clean Gravels (little or no lined :;i:.a ; ; • s� :...e.e..e....•.• GW gW Wait -Graded Gravels, Gravel •Sand Mixtures, little Or No t=ines :s: :• ::• :: . . • • • • • "! "� "! " a ' i, iZ i a •' !' i a i I Cp gp , GM gm Poorly• Graded Gravels. Gravel. Sand Mixtures. Little Or No Fines Silly Oraveis, Gravel - Sand • sift Mixtures Gravels Watn Fines( aoorecfable amount of fines ; GC gc Clayey Gravels, Gravel • Sand • Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No., Sieve Clean Sand (little or no lined •06,•••• e•O e e• • °. a ee °9_•�t• SW SW Well-Graded Sends, Gravi•tly Sands, Little Or No Fines ;•.,. ;.;,..;•.. •; : : : :..2 ..•;•. ;;_,,• : : :; :i;;,i: SP Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines sands Wiln Fines (appreciable amount of lines) �'i'�' +' ;' i'I .11:(:11, i' 'j l .,, :(;f 1 . j :1 :, SM SM Silty Sands, Sand • Silt Mixtures ,- � SC sC Clayey Sands, Sand • Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No 200 Sieve Size Silts Liquid Limit And less Than 50 Clays IIIIIIIIIIIuhl I A ML ml ...r—... inorganic Suts a Vary Fine Sands, POCk FIoi.r,9ilty• Clayey Fine Sands:Clayey Silts wl Slight Plasticity CI Inorganic Clays Of Low To Madam Plasticity, Gravely Clays, Sandy Clays. Silly Clays, Lean Ipulpl 111111111111 OL OI Organic Sous And Organic Silty Clays Of low Plasticity Silts Liquid limit And Creator Tnon b0 Clays 111111111111111 /�� 'd d �� MH Mh Inorganic Sills, Micaceous Or Diatomaceous Fine~ Sand Or Silty Solis Ch Inorganic Clays Of High Plasticity, Fat Clays OH Oh Organic Clays Of Medium To High Pleaticily, Organic Situ Highly Organic Soils • • ' °• •` — ` '- ' A. PT pt Post, Humus, Swamp 804s With Hop Organic COMMIS Topsoil �. � Humus And Dull Layer Fill a"`�1'( Highly Variable Constituents The Discussion In The Te.r Or Trio Report is Necessary For A Proper Understanding Of The N#IWe e , Tn4 h1414r441 P/454,114d In The Attached LOga Notre Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample claselficatione based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2.0.0. SPLIT SPOON SAMPLER LT LBUE SAri PL E SAMPLER TB P SAMPLER PUSHED .E• SAMPLE NOT RECOVERED SZ WATER LEVEL I DATE WATER OBSERVATION WELL Earth Consultants Inc. Geotechnical Engineering and Geology C TORVANE READING. of qu PENETROMETER READING. tef W MOISTURE. percent of dry weight pct DRY DENSITY, pounds par cubic ft, LL LIQUID LIMIT, percent P1 PLASTIC INDEX LEGEND Proj. No2579 -13' Date Sent' 88 11ate 3 AP 18 a§ cab voi Og 3: Loyd By AM Date 8/4/88 10 16 20 1 BM ml TEST PIT NO. .1- Soil Description Elev. 24 W (%) Brown silty SAND, some gravel, moist, dense "fill" Black sandy SILT with roots and wood pieces, moist, loose (fill) Brown silty SAND to sandy SILT, trace gravel, moist to wet, medium dense sm Brown silty SAND, come gravel, moist, medium dense to dense 7 33 19 16 19 INN Test pit terminated at 17 feat below existing grade. No groundwater seepage encountered during excavation. 5441400C4 COn4MOn, 010.0100 199n114n1 010 I Q %4 it tM nm. P4 &OV On of tniO •:RtQ►$O►Y HOB., mO4lfl.o try tngm..nng I.Iii, Wij is an4 n+4g•n+•M, Th.y fir• not Nocesieniy n►0►••.nuitmp a 0171 .1 tun•• afn4 1001.0n11. Yr. a:snn01 OCC.Rt ►.S Io.1ny /Or rn, L14 ar 1nt.►Rr•ta1UOn try even of uNO,ntpgn PoPS•nte#3 On tn4 4g• Earth Consultants Inc. Geotechnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj, No. 2579-13 Date Sept '88 Plats 4 Depth (ft.) 0' 5 10 Loggici By AM Date 814/88 USCS sp mi sm TEST PIT NO. Soil Description Elev. 2_ W (96) Brown SAND, some silt, damp, medium dense (fill) Black sandy SILT with organics, moist, loose Brown mottled silty SAND, moist, loose to medium dense sm Gray silty SAND, wet, medium dense pt Brown fberous PEAT, moist, soft am Brown silty SAND, moist, medium dense to dense 5 24 23 20 15 -- 20 Test pit terminated at 14 feet below existing grade. Groundwater seepage encountered at 6 feet during excavation. Suownaw cone +tans e9v4100 nor.a.nt our oo..nraana n tn. ttmo ins woa►wn of urn toiOso ry nod/.'noedve Pi irrcwannp WM. nla1y14, WW1 iueq,ment. They an not noway* nom+.nutww at plh.r 1417411 ION 144400 111. W, cannot aCc 91 r.SoorN+pdgy for w M a iMp9r.tappn by own of information pn..ntoe on tnq bq. Earth Consultants Inc. Goot.chnical EnainNCin. and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING G0uNTY, WASHINGTON Proj. No.2579.13 Date Sep*_' 88 Plate i; Depth (ft.) 0 6 10 16 20 Logpod By AM Data 8/4/88 USCS TEST PIT Soil Description _.s J if' $ sm grown silty SAND with gravel, damp, loose 11 12 4 22 25 24 ,.� `" sm � Brown mottled silty SAND, moist, medium dense - becomes medium dense to dense ._.r .. :11 sm Gray silty SAND, wet, medium dense to dense Test pit terminated at 15 feet below existing grade. Groundwater seepage encountered at 7 feet during excavation. SYOlvr+aca zonations O.oat.0 moment our oosarn)rtOns q rM nma ano wcatan d the aoaruory nolo. moaing0 7y wngwssnnq Baas, andy0s. an4 11494m.nt, they erg n41 nocassimy nor•Nnra$M W arnsr amps UV beaten•. W9 canna wag, n occ000v+ny 'Of M v44 a 4nurOnrraran Of earn al Information P(WA.O On mg bq. limmilimmimmimmummirow Earth Consultants Inc. Geoteehnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579.13 I Date Sept' 88 (Plata 1g Depth (ft.) 0' 10 15 20 Logged By A.M Data 8/4/88 USCS gm Sp Pt Sp pt TEST PIT NO. Description Brown sandy GRAVEL and SILT, damp, dense Black sandy SILT with organics, damp, loose, wood pieces, styrofoam chunks "fill" (old ground surface matted grass at 4 feet) Gray -blue SAND, wet, loose Black -brown fiberous PEAT, wet, soft Gray SAND, wet, loose to medium dense Black -brown fiberous PEAT, wet, soft CL ce san•, mo e , me • um et Gray Dandy SILT, moist to wet, medium dense 7 25 k73 34 95 36 25 P1m27 LLmS0 P1.12 Gjax *4ue sandy CLAY, moist, medium stiff, alightl,- 27 LL -27 iest pit terminated at 18 feet below existing grade. Ground- water seepage encountered at 6 fest during excavation. SVoturtia COnOtttQM a.OKttO rtorysent our Ots{fMiiOni a t!4 Ilm. ano 10Citgn Ot U'$ IiDtQrtlCry nWO, tnodif.q rr enp'n.4nn9 tee , IMlytit, and fuCytrMnt. Thry tug not n.CetaiNy t,pteNntit'q Of pn.r nm.t and tOCatiOni. MN Cannel KC.01 rt0pr+i'bd'ry tpr tN) 1N ;, MITRIIMOn by Mont Of intCrmilQn of000luocl on olio 109. Earth Consultants Inc. Gaotechnical Ensintesrino and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plata 7 62 Depth (h.) 0 Logg.a gy AM Dee 8/4/88 USCS .TEST PIT NO. Soil Description 6 — • :�: • i r 10 ml Black sandy SILT with organics, damp, loose sm Gray silty SAND, moist, loose pt Black -brown fiberous PEAT, wet, soft .,I ml _! � ml -I MIK 16 — 20 • Gray -blue clayey SILT, wet, medium dense Brown -gray mottled sandy SILT, trace gravel, hoist, medium dense to dense BM Gray silty SAND, wet, medium dense to dense 31 27 245 2� 17 18 Test pit terminated at 13 feet below existing grade. Groundwater seepage encountered at 6 feet during excavation. 41111111■MINION•..r $uDWt/mg ConOngM 0.90W ropraftnt our QDWrvatutna 8 FM hunt! an4 !aim) of MN ppNXatory ? $q, mOOdoN1 oy nnaumnrp IM, aneres, ana µ ogyno t. Thy, ark not n.C•$aarSty raorlatntatM Or aMr rump ono IOCapon*. VM• Canna want r.appylpuity nor tM use or N11.r9ralMgn Dy orJt1 1 of uttgrtnatwn PriMen1114 on Mil Wq. Earth Consultants Inc. Gtottchnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj, No•2579-13 I Date Sept 188 [Plate 8 Depth (ft) 0 5 10 16 20 Logged By .a_. Date , 214I88 USCS TEST PIT NO. Soil Description Elev. W (%) — ml Slack sandy SILT with organics, moist, loose 35 Heavy seepage at 4 feet NtL Gray -brown sandy SILT, moist, medium dense to dense 30 Some weathered cobbles 19 30 r--+ 1 ml Gray clayey SILT with sandy, moist, dense 35 0 0. sp cl Gray SAND with silt and clayey silt lenses, moist, dense 21 — Test pit terminated at 15 feet below existing grade. — Groundwater seepage encountered at 4 feet during excavation. $u0/ur EI COnOK1ons C•Octeo toonrisrrt our otKSNetions a< IM time mO WCatron ot tng asoiorafory hd1, nrogda0 5/ en9in«nnp Its4, w &j4, a,Q joc em.nl. TMy ttn not MCIM4Ny rspnt NntstnA of otnsr tIIn $ en0 IoCatons• UYt! C$,tnpt ICCSOt rNOQI*Od y for !PM uM a w+tsroretation (1r otMrs d intonation prt eM{s0 on thh b9• Earth Consultants Inc. Gsopchnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proi. No,2579.13 Date Sent' 88 Plate w► 4 Depth (ft) 0 5 10 Logged By Dote 8/4/88 Nos -t; USCS TEST PIT NO. _.L Soil Description sm Brown silty SAND and GRAVEL, dry to damp, medium gm dense "fill" Elev. 20' ± W 1961 ml Black sandy SILT with organics, damp, loose ml sm pt sm ml Brown -gray sandy SILT and silty SAND, damp, loose to medium dense Brown fiberous PEAT, moist, soft Gray -brown mottled silty SAND and sandy SILT, moist to wet, medium dense em Cray silty SAND, damp, dense a 16 -.— 20 Test pit terminated at 14 feet below existing grade. Groundwater seepage encountered at 7 feet during excavation. B4 s r'$cD GOndKlQni ONics04 t.ptl•nt pyt 9040Mt*'i K th• WIMP NV iOcingn Ot fl 9 giDigralDry 11194. WM. WIWI1• in4 N+OVitnwit. Tt,y M nos tipttfWtitwy gtlyt ttnyi i1W tOcavoni 1h0 canna iCC1pt n1tyWMW .i►Y tpt •M YM 4■011111090110, WWI Di 4tprmilOn prownwl On tn4 109• Earth Consultants Inc. Gent.chnitai Engineering and Geology II TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2.579.13 Date Sept' 88 Plate 1 0§ Depth (ft.) 0 10 16 Logged By Date 8/4/88 USCS TEST PIT NO. _13.... Soil Description E lev. W (%) ml Black sandy SILT with organics sm Gray -blue silty SAND, moist, loose pt sm M1 Brown fiberous PEAT, wet, soft Gray -blue silty SAND to sandy SILT, moist to wet, medium dense sm Brown silty SAND and sandy SILT, moist, medium ml dense • sm • gm Gray -blue silty SAND grading to sandy GRAVEL with silt, wet, medium dense to dense Heavy seepage at 14 feat 26 81 24 14 8 MIN 20-- Test pit terminated at 15.5 feet below existing grade. Groundwater seepage encountered at 6 feet during excavation. SyO.yfIC. C0n010040 0101100 n19(0110,4 Oyr 00001v1040110 tam. MO loCataQn Qf IZ N 0104r180ry f104, frI001 .O 0y nqurNnn j 1r.11, tlnatj.e, 0n0 jygq.m.nt. They I1r. ^01 noc.aKUIh'.QI WMala.I a 011tar Imo* IMO i0CaliOn . W C An01 aCC001 r,i 4 is bWTy tJ+. vM Of alleri r.1a1a0n by ohm Ot infunnat'On Ormnt.0 on tnto Q Earth Consultants Inc. Geote.hnical Engineering and Geology TEST PIT LOGS EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No 2579.13 Date Sept' 88 Plat. 11 11. • BORING NO. 101 Logged By AM 8/20/88 ELEV. 73'1 Date Graph CS Soil Description Depth Sample (N) Blows Ft. %) � +. +.. •,•• +,•,•. .•+,+,.,+ ,•,•, +•, .• +'•' +••. Black silty SAND, some medium gravel, damp, medium dense "fill" .. '-•• 5 -- —10 -• '-"2 5 "' - 8/23/88 T 12 11 it 9 33 29 46 75 6 18 20 12 15 23 20 25 qua2.25tat ve., +,•, •••• %, ,.,p+,., 4;•;•''►: BORING NO. 101 Logged By AM Date 8/20/88 ELEV. 73'± Graph US CS Soil Description Depth (ft.) Sample Sp St4 Grayish brown fine SAND, some silt, wet very dense Gray to gray -brown fine SAND, wet, very dense Gray line silty SAND, wet, very dense Gray fine to medium SAND, some SILT, very dense —45 IMP —50 —55 —60 I 67 70 91 69 91 23 22 32 21 21 Boring terminated at 64 feat below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings and capped with concrete and locking monument. SuD.Yeic. f 4 4 40040.4 n10►1W'* gig OQMMtiQn1 tN* i vv0 location :1 tn.1 .spi0,j0ry hQi1, m00404 Oy pngm.lnnq teem me e. rod µ14S.minI TP.y and n01 MC..Nny n10►1.lntitrN 010tH► qm•. 4n4 10Cat40M• W1 :anno accept ►.n49n.i44titp *me vow V 11*(p 1tanQn Of Ot1N►101 inbm►atpn pt.Mnt.4 on IM. bq. Earth Consultants Inc. Gsotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579-13 Date Sept' 88 Plate 13 BORING NO. 102 , Logged By AM ELEV. 118' Date 8/20/88 Graph CS Soil Description Depth Sample . (N) Blows Pt, (,W) •• • :t!:iiii:s;i_:m :, .. .! . .. ..! +•1 141, • 41 _. 1 • •rti:iiii I .'.rt 41, '.. +� 'i . *.ate'... ±•` NNN • • • • +•*• •41•x••••• VX.,i ■;•; „*••;�;0 ,,,,NO �i , t : y...�r.! .......•`. ••••• *4141;41.•. ;;; *:3 .• •• ••••• • ."r •••••• x41••1 ,;;�;;�;. 4141 . sm r r -- T. a. N. sm AM MN a11 ML 41..11 — sm sp Black silt y SAND, some gravel, trace black glassy material, dry, medium dense "£i].l" w a r r— .. r M r— Gray -blue sandy SILT, t ra ce wood moist, medium dene "fill" - — — Mr — AO NM — — — _ A 81ac s lty SAND, trace grave and gren fine SAND, moit, mdium dense "fill" O. _— —_ ter — mow —r W MIS Black sandy SILT, trace gravel and organics, damp to moist, loose "fill" _----- - - - - -- Black to brown silty SAND, trace glassy material and wood fragments, damp to 9 , P moist , loose "!ill" Tan fine SAND, trace silt, dry to damp, dense 5 w .— 0 __•1 - --2 0 _ --25 - - - 1 j 1 11 14 8 S % 48 lZ 18 20 20 20 8 Continued �i Earth • Consultants Inc. Geotechnical Eniginessing and Gsology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON ,4141. Proj. No2377 -13 Date Sept'88 'Plate 14 5'. Logged By AM Date 8/20/88 BORING NO. 102 ELEV. 118'± Graph s: It ... US CS sp sm w r sm Soil Description Depth (ft.) Sample (N) Blows Et. w ( %) Gray fine SAND and .silty SAND :. damp, medium dense MOO gilt - r r r - gilt gilt r NO Brown silty fine SAND with thin gilt lenses, moist, dense sp Gray fine SAND, damp, dense NOS 40 .�. 45 50 55 30 31 48 43 53 16 19 Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings`and bentonite cap. 0 SYbpurfiC. wewpti M poem; marmot our OONrNgni iJ uq bnM ind Iocalgn at P* ip* y hPO, madineca .'►y ingawinng PisP, anaiyiy, and soomsnt. They an not noc.iiafti na +oMnliu I a Who urn** in4 «anon . Wg1 Cannot WWI nmPanw i fY w IMP Of otel,nlaben DY Odd Of . in m+Mwn Onmmed colitis log. Earth Consultants Inc. Geot.chnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE BARK KING COUNTY, WASHINGTON Proj. No,2579.13 Date Sept 88 Plate 15 ;1 ig ig BORING NO. 103 , Logged By AM Date 8/21/88 ELEV. 32'± - Graph US S Soil Description Depth ) Sample Blows Ft. Pt. W ( %) .. * ..... 4.•4...:. sm grown gravelly silty SAND changes to black silty SAND, dry, loose r- - - - .. - Z --10 823 .l. .1.. ..L. I 5 11 20 32 36 47 21 15 17 17 20 12 qur2 .btsf ••••• �:•• :4:.. ••••• *; • �: , ML rr tt' Black -brown gray mottled sandy SILT, 4ia� .loDa . uLtur r r Brown silty SAND, some fine to medium gravel, wet, medium dense ' �,,1 . : -: ,; ��� 1„•;.•4 !1. „ 1, .. ar ,e e . 4 „61..°6:41.... .1 "' ' ;c ) ..' •4 ., . : , . SW SM. ........ sw sm sm Brown fine to medium SAND, some silt, trace gravel, wet, medium dense — N am r a m v _ r. maw o w- Brown fine to Medium SAND, some silt, some gravel, wet, dance Brown -gray fine silty SAND and gravel, wet, dense Gray fine to medium SAND, some gravel, some silt, wet, dense — —20 - - "'25 — Boring terminated at 29 feet below existing grade. Groundwater encountered at 10.5 feet'during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 15 feet slotted. Boring backfilled with cuttings and concrete and capped with locking monument. Suo.Yrt.C. ;On4In0n4 Q.PlCt.d r.Pr141M our ocs.Maans in tno unw •nd c atwn of tn• acia'uory ncie. mcclineq 7V 1nils v ng Ntt.• IMMO. rind iu04.nn.M. MIN u• not nK..sanly r.Pq.t.maIM N QIMf pm.s 404 IMPO"i. WY COO ;ma rpO9ntiabry for VW 141 Cr tiftm“ 'JO 1 ty PAM o+ intomn.tgn Pf.MM.O cn mIs icg- Earth 1110 Consultants Inc. Geotechnical EnRinccring and Geology BORING LOG :,AST MARGINAL WAY CORPORATE PAR:( KING COUNTY, WASHINGTON Proj. No2579 -13 Date Sept' 88 Plate .6 ig . BORING NO. 104 Logged By AM 8/22/88 ELEV. 21'± Date Graph CS Soil Description Depth Sample (N) Blows OM � ••, �*�''�••-••-•' •••4 meg ❖w sm gm dry, dense Brown silty SAND and GRAVEL, ry, Layer of fabric at 2 feet "fill" .. - -- 5 - 15 - r - --.20 -25 - X70,. .. 1 8 2 23 32 21 , 64 50/5" , 20 133 36 16 24 23 24 • qumi3.0tsf ML Black sandy SILT, some gravel, moist, loose 81ack sandy SILT, some organics, trace gravel, moist to wet, very loose v, .. I�$ , l i r r r sm mall MOM w Mal r a. -r r r— — OM Black -brown sitly SAND, some wood fiber., and fiberous peat, wet, loose - , : ;�•.;••' ' -4, :r'�'•• .'aS• . ;:. �• % N . '•••' ••: �'•:•1 ::�'s' ••• .•. ... :•'•; . ' .. .•1 ;,' . •' ml sm SP, SM sp Gray SILT, trace clay and sand, damp, very stiff Gray silty fine SAND, wet, dense Gray fine SAND, and silty SAND, soma silt, wet, medium dente Gray fine SAND, some silt, wet, vary dense Boring terminated at 34 feet below existing grade. Groundwater encountered at 7 feet during drilling. Suoeur'sci Conpttgrte 000000 reQrerilnl Out OGMMtene it tM tune $,C lecit.Gn Of lbw esPierItery NW. mgdinie0 gy,nni^prng wad, enatyi4, end Nader enl. They its tee MC.eiinly r.W.Mntstne Of genet tunes V14 $Q 11iOne YM C Inn01 IGC.pt r.IOg.WQdey kW lM :44 Or mel(OtltetiOn ey MOM Of uUOtmsuon;mnr•u10 On tnii log. Earth Consultants Inc. #4) Geot.chnical Engineering and G.olagy BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON ,...... Pro). No,2579.13 I Date Sept' 88 Plate l' Logged By AM Date 8/22/88 BORING NO. 105 ELEV. 20' Graph US CS Soil Description Depth (ft.) Sample (N) Blows Ft. mi 1 s M1 .10 asof SM Black sandy SILT, trace organics, moist, loose "fill" gray any LL'i , tx ace c ay, s Lgn y .pl.ast .c.,.. mo sr r -madtu 1 dense Gray -brown mottled silty fine SAND, trace clay, moist, medium dense sp sp Gray SAND, some silt, some fine to medium gravel, wet, dense Gray fine SAND, soma silt, wet, very dense Gray fine to medium SAND and GRAVEL, trace silt, wet, very dense .5 —10 Y..15 --2 0 I I I I I T 10 20 14 20 17 44 57 50/4" 13 12 qu= 2.0ts4 Boring terminated at 24 feet below existing grade. Groundwater encountered at 8 feet during drilling. 5110Wrlic• mangos OOOIctS4 n9f.wnt Oar ooW VWIOns at IM time s1%4 WCition of lnI$ pGbrltory ?»4, n1Q0II1•4 Oy Inga+Nnnq $$I, avid ly49M int. They we not MCNM" y n•ONMIMB1• d OUy, timed AM Omani. * I. Y» cannot acc•DImiconotwily kw ttw vas of int.rtavotuan try claws of IntofmaliOn Onmann4 on tnif COQ. Earth Consultants Inc. Gsoeschnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 -13 Date Sept 88 Plate 19 Graph Logged By AM Date 8/22/88 BORING NO. 106 ELEV. 28't US CS Soil Description Depth (ft.) Sample (N) Blows Ft. w ( %) ML Gray -brown sandy SILT, trace gravel, sand, and clay, slightly plastic, maist,%. medium dense "fill" sp Gray fine SAND, some fine gravel, wet, .... medium dense .= ... AM_ ._ - - AM_ AMMO AM_ AM_ - - - - - - gin sm Gray silty GRAVEL and SAND, wet, very dense x--10 —.15 z I I 16 15 17 50/3" 50/2" 26 23 12 qu= 2.73tsf qu2.5csf Boring terminated at 16 feet below ©xieting grade. Groundwater encountered at 8 feet during drilling. Boring backfilled with bentonite slurry. tup:wfic• cononan• O.p'Few rotN.wrt our oowrntas p ONO tun. 4n0 ««tan of me mior ttxy n 4, moctio40 0l soonortniva tom mimes, iro M9.m.nt. The/ in/ nul n.t.osinly tootountalna of arq, MOO IOC410N1. W. Cinn41 scoot r,, i**iily tQf iM Yw Or if tIRMMItan Of QOM Of intOmWOO pnlMnf.Q on tfW coq• Earth Consultants Inc. Gevttchnical Engiowstring and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Prof. No.2579.13 Date Sept' 88 Plate 1. 1§ it et BORING NO. 107 , Logged By AM 8/23/88 ELEV. 29'± Date, Graph CS Soil Description Depth Sample (N) Blows (W) ,••�•�• .0" AVOW ;+►'. , %t ��t ml Black sandy SILT, some organics, moist, loose "fill" .. — 3 38 40 30 37 22 50/4" 70 66 18 13 27 32 16 23 qum1.5tsf I i— r, h1i I :L_.:_ � I ml ML ter. — — sm gm ggrppwn sand SILT and wood fragments, .i�e&r ._veev ...QQ ........- — Gray sandy SILT, wet, dense AIWA ■— — �- — _ — r — — — Gray silty SAND and fine GRAVEL, wet, dense .. 5 — ~ —40 —45 - — z z ,, .10:. ,....... ..ML_ -------- :' ep Gray sandy SILT, trace clay, wet, dense - - - - -� WAWA Gray coarse SAND, soma fine gravel, wet -�- .. —20 425 — —30, — ;,`: : h f— ..:....a.a... ::::' .. —AIWA.._ ml WAWA— sm Gray sandy SILT, traco clay, moist, medium dense — _AIWA ..AIWA WAWA-- WAWA Gray silty SAND, some fine gravel, wet, very dense z z Boring terminated at 34.5 feet below existing grade. Gra,sndwater encountered at 3 feet during drilling. Boring backf411aA with bentonite slurry. SuOsurtao• Condmona d•041•0 Mammon Our oOMNMgna U tea 1rl and loCatGon of ins aobntory nAla. modified of anginNnnQ 'aita, analyse, and Judgement. Dilly any MI nacaiian►y raarsmnlatme 04 pear Imo* and IoCoona We ;wino *CCaot rflo9rtaW,lity tot tea via w eta nrioon p/ °marl Of infCrmatgn ammnwl on due log. Earth . 4) Consultants Inc. . Gaot.chnical Enginesrin� and Goio�y BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNT'S , WASHINGTON Proj. No,2579-131 Date s:' 33 Plate 20 CC W w 0 0 i w N z d 5 4 M0 cc W LL 0 z 0 N 100 zo IIIII�llllill 11111IIIIII lIIIIIIIIIIIIII111111II :o :. 1111111111111 11111111111 11111111111111111111111 bao 1111111111111111111111111111 111111„1hII,U„1h11111 goo. 5111111111111MMIIIIMMUMMIIIIIMNINNIIIIMMIIIIN wwwwiwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww�wwwwwwwwwmem 800 wwewoww■mmem eammom uemmumwwwww■mwwswonummenwwwwss 10' ■. ww�www�wwwwt �r.. .�wwwwaA.i�w��ww�wppeg.ewwwwwwi ello el Lo uuIIIIIIIIuuIHN hIuuuu1Hrh11111111111111II11111111 Zo. 00. 1111111111111111111111111111111111111111111111111 :, 111111I11UuIIuulI /U11uIulu14111111111111114 Uhluui �IuiAAIAuiaNS IINuIu MuI111111IiRiI��AIAuuIMAuau� Nu# go' 11111111111110111111111111111011111111111111111MOMMIMPRW. II11Nl1111111, 1! IIIlilikI .'!!:hiI1�I1111111IlIIIli i•■ 'upr��rwl.u.R" .i�1f1 iuuI.0 iilil.A/■■■ ■I■ ■i Nai. p III; ;�i� EflhIIIuuIIIIIuuIIIIIIHIIHhIIIllllllI! ���' /I1 /� UIIN111111111111111111111111111111 /1: x1111911. I1I11I11I1I111111111111111111111111 I- ,4111 l 1111111111111111111111111111 111111111 0 I: g11,111111111111111111111111111111111111111111111 .11111111111 OL u*v1■>!A■■■■ ■■ ■ 11iw ■■■■■■mo■■its■im■■■Afw■■■■iiu■ IIIPIIIIIIIIIIIIIHIIIIHIHIIIIIIIIIIIIIIIIIIIII1! 11/111 1111111111111111111111111111111 hIIIII11Th 111111111111111111111111111111111111111 IIIL IMMIIMUMIMIUMBHUMUMIM r v s IIIHuIII■IIuIIuN/1uinuIlulu ■■■l ama I ruhfl■■ ■u�r■ Hal/a/uwDIu : inignalinliMMUMMErilinn 111111111111111111111111111111 PERCENT COARSER BY WEIGHT 0 O N e0�f 0v t0n n ^O m d 0 1.00' £00 V00. 900• tl00• to. 00Z 00I 09 09 09 Ob OE 0Z d Z1' 0 0 '11 I i1�1111 90' 90' N D ' w J 0' Z 9' w H cg 0 9 01 OL oe 09 09 1 , . 09 1 h 001 I PERCENT FINER BY WEIGHT 00Z 00Z W 2 W z g H -J N N nl 2 O N U.1 0 A if 0 .J N h 0+ lrl n n 1/11 M Q - r,1 • 5 w a • Earth Consultants Inc. Geocechnica1 Engineering and Geology GRAIN SIZE ANALYSES EAST M=ARGINAL WAY CORPORATE PARK ;LING COUNTY, WASHINGTON Proj. No2573 -13 Date Sept'88 Plate 21 O a a z N z 0 W 2 0 0 1.00' ZOO' COO' 0 PERCENT COARSER BY WEIGHT 0 N 0 0 to 0 t0 0 0 o 0 0 0 bop. IIIIUIIIIIIIII11I111111111111II1 /1nI111111nnn 1IIIIIIIn111111IIIIIIIIIIIIIIIIIIIIIIIIIIIII� WRIMIMllwwwwWERROM ORIMIMAAAwllwUwll WOROwllww UNMO OMMIUMINIMMAIMMMOMMUMMOMMIIMMUMNINUMWMINUMNIMMUMMINUMITO RMOINRIMNIMMEMENROIMMWMWOMMINNIMMIONMMUMINOMNIONNOIMMOIEN w.iwa mminwm.www.i WWWWwwwwmww...w.wwwwwwwwm 111111111111111111111111111111111111111111111111 111111111111 111111 111111111111111111111111111111 go �IAUTANA�IIUAAIIAMAIUil UIUIUIIUTAMURUUUIUNIR *RR� 00z IlIIIMIONIuIuIIIUIIIMPRO /- IuuuIIIUlUUAIRUPWRE ■■■■UMI*■wuIA/ i1.. 1�.: wliwuw /uuuuwuIwuUwuiuw!1lm / /IAl IIIIIIIIIII1 lI1, iiIIIIII IIIIIIIlIIIIII:IIIIIIIIIIII IIIIIIIII��' �OIIi! A !;IG:IfiIMIIUUIIIIlllllilllllll II!II.FiiiiNIII1II11I11111111I1111II1I11111111I /. 11C11m'I111111111111111111 I111111111111111111 1!411 /��11IIII IIIIIIIIIIIIII IIIIIIIIIIIII11111. iIIPgiiIIHhIIIIIIIIIIIIIIIIIIIIIIIIIIIHhIIIIIIII Ot All1111111111111111111111111111111111111111111111 i•"�M■wMMIMMOMMINI �w OMmu MUMmmi�lr mumawwsww liUluI IImI111I11111I /1/1IIIHHIIIIII1111IIIIHi 111411191111111111111111111111111111111111111 = MAIM 1I1 11111I IIn11111II111I $I/II11/1I/Id IIUIlu/III nimumumuusimu � Ii//iini mmummummuluminglitimmilminsmilammastimulan 1I IIIIIUhI/11I1u1 11111111/IIII1/IIni$nuhIu IIIIIIIIIIIUrltlunn HIUIfh/unr drabli11111tham1111""m11011 W IIIMU nnnl IIIIIIII MUM 900' 900' L0' zo' co' b0' OOL 08 09 09 0b 0c OZ 9t b a 9 PERCENT FINER BY WEIGHT 1.00' ZOO' fs00' POO' 900' 900' 10' Z0 c0' PO' 90' 90' 1' ' �i 9' 2 8' w t/f z t C c 8 01 04 OC 07 09 _ 08 1 ~001. j� fi 40Z GOV 1 W z W W 2 W O 1 W 2 a o 8 mamosowl COBBLES J J J C d ! ■•t DESCRIPTION Y3 a z a 1 1 Cr W'' w 0 I Earth Consultants Inc. Geotechnical Engineering and Geology GRAIN SIZE ANALYSES EAST MARGINAL, WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. Nor37 Date Se t' 83 M Plate 22 it et 0 N w W 0 0 z w N 2 d a 0 N } W w u. w Z H z • W 0 1.00' ZOO' £00 b00' 900' 900' lo' zo' CO' 00' 90' o0z 00l 09 09 OP OE OZ 9l oe b 0 0 CI PERCENT COARSER BY WEIGHT 0 0 0 0 to 0 0 o 0 01 0 0 1 1 111u111111111111111111111111111111111111u =111111111 ininniunuIuIuuII uIIuuunuluunnuhI uIfuIII IMMUMMINIUMMENRINIUMNIUMMIURIEUMIIII 111111Mlnw11w111wAAII1111t MINUllfwwwwwwwRIMINS wwwNIMMIM E onnu iwwlwwwwwwwwwwwmrwwwwnium I inum wwwwwwwwwwwwww wwwwwwwwwwwwwmwwwwwwwwwwwwwwuww ummu �w�wwwwwwwww.wr.: IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII wwww wiwwwwwwwnl111111111111111111 11111 11111111111II11111111111111I11111111111111 uuIII11uhuIIuuuul11u1111IIuIII11uhulIIuuIIIIIuI1111111 I iiiii ■giUM■ENUMMIIII!IUURRUII MBOMMUNMIN1UP■ NEM IIIIIIIIIIIHHhIi!iflhIIHIHhIIIIII1IIIIiHk IIIIIIIIIIIIII��IIIIII!HhII IIIIIIIII! IIIIIIIIIi w��■•/ �w���lt/! I�A�AAN�;■ A�I��lBA�AAAAII��Iw� ■ /l!A / /�ilw I�IIIIIIII��iiIIIII�hIlIIIIIII !alilul1IIIUhIIII! 11111111111III I MIIINUSIaI11111111111111111111! 1IIIII ►illll!l �liiIIui 11111IIIIIIIIIHIII lllhI 11111!aP ,.�i %1111111111 11111/1111111111111111116 Il Ibi1l IIIIIIIMIIIUIIIIIIIIIIIIIIIIIIIIIIIII 1 nihIi/n11111 hIIIII1111111111111 n11r11 MEIIIIII IIIIIIUIII IIIIIIIIIIn Iii iIIIII111/1IUUn1IIUhMImUt 1111 11111111111111111111USINUMNIIMIMMI ft 111111111•11111111111111111111111111111111111111111111M11111611111MOMMUOM IIIIMMUMUMUMMUMMUMEMMUMil IUMMINPVIMUMMUIMINUMMIIIMP _ IIIIIIIII IMMINUMMI i1 LOO' ZOO' COO' 000' 900' 900' LO' zo' CO' 00' 90' 90' L' N L'tj w E' 2 9' 8' w L N 0 E 9 8 Ol OL OC 0P X08 09 001 PERCENT FINER BY WEIGHT N w 2 tL w z POW 1 z w p� U w J 0 0 -J a -J J r! n ('■ r♦ rn 2 0 a. w O sandy SILT 0 w Earth Consultants Inc. Geotechnical Engineering and Geology GRAIN SIZE ANALYSES EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. N57-13 Date Sept' 8S (Plate 23 n 4 z 4 N z o d N 0 LOO ZOO' COO' b00' 900' 900' to' Zo' Co' t,o' 90 o0Z Odl 09 09 ctt 0 OZ 04 09 b 0 0 PERCENT COARSER BY WEIGHT 0 0 Q 0 0 w 0 N 0 0 0 0 11111111111111111111111111111111111111111111111111 11111111 111 / 1111111111 1111111111111111111111111111 11111111111111111111111111111111111111111111111111111111 WIIIMMUMMUMNIUMUMONNIMMIORMOMINUMMUMMOMMIN nimumwwmrwwwnnwrw>wrimmu mimpIwwwwwwwww istimsim ww>• wwwww.www.wwwwwwwlol.wwwww�wwl■ Rwww.�ntrrw>atw wwwiww wwRwwwrwsw w> stswwwwiwwwwwwwwwwwuwwwwwwlww■ ■IR�wwwrwwwrs 111111111111111111111111111111111111111111111111 wwwwwwwwiww■wwwwwrww 111111111111111111 111111111111111111111111111111111111111111111111111 RRR RR." RR RRRRRRRRRRRRRRNRRRRRRRRRRuuMININU I•RURUM lu / /IIUuIIIuIItIIUII uulUuulUUIIIPUII1111 P 1IIIU U! ■ ■I/1•■ rA. Am. uIuIIIAAIMnuUv ,;J>9IIAAIr,�•,��.IwauIIIIII IIIII111111IIIIIIHhIII!bIIIII!! IdhIIIIIIlIIIi �rwr����r�w N�■I����w•r.,e�c�;>+Ir>4:� w>N�r�wwwrwr ern IIIIIIIII�G�Iili It1I��i1N1 IIIIIIIIIIIIIIII 11111141111110,11111 1.li1111111 MI1111111111/!! ! 1101111�ii11Ip !I11A111111111111IH1111111111 1 IIIIII��I.IIIIIM /,1111 1111111111.11 /IIItIMI /!1 /1. I'!IIIIIIIIIIIIPIIIIIIIIIIIIIIIIHIIIIIIIIIIIIIIIII r��w�uwrwsi����iwrw��w ■,s■ *wrs�■ ■wwwrsar sswssm PIig1IIIIIIiiIIIIIIII1I1IIIIIIIIIIIIuhIIl1uhIll di11UII1► M1111t 111M1/I111111////1/IU11n ttld11 1I11111IIUI111U1111 IIIIII1IIUIUII I11IIIII1/III111111111111IIIII 19111111111111111 II ru mmunu ru uI/mil UhUI1r1IIIIIfIf11rimaII 1Uil ImuusuuiulimmuIU 11111111MMIMMIIIIIII 9 400' ZOO' COO' 000' 900' 800' 40' Zo' CO' 00' 90' 90' CC L' W 2 0' J 2 0' Z 8' N z Q cc 9 8 O4 OL OC 0q I i ; I L.-/ 09 l 001 1` Ti i 0 t'1 PERCENT FINER BY WEIGHT Earth Consultants Inc. Geotechnical Engineering and Geology ;,oat we 2 0 lerMooraml W 2 LL 8 W 2 _Q W1 8 COBBLES (`1 N DESCRIPTION 6 N a� N1 N 0, 0 } W 1 0 • C GRAIN SIZE ANALYSES EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj, No25 3--' 3 Date Sept' 88 Plate 24 N J 2 cc W O 0 2 2 W N a a a 4 2 N 5 ce W 0 u. O W N O 1.00 ZOO' COO' 1700' 900' 900' t0' zo' CO' O 0 N PERCENT COARSER BY WEIGHT 0 C7 O O Y7 O O N O co O O O O r LOO' IunhuIIIIIIuIIIIflhlIINIIIIIIII 1111111111 111IuI1111III/ 1111 111111111111 /1/11H/1/m/I11//// 111111111111111111111111111111111111111111111111111111111 SIM MINiiiii■ii11■iNURIMIUIRtiiit OMBRIMii.ii ul>wtI MItIMllttuu>•MuttOMMINIUMURMIMM rwulEMuuuI MWOMMwwurwwnwwwwU MMWOMetww ■wwwwwUOwwwwIMUwwwwwMMwM MillIMOIMMMINMERWMUMMIONNOIMMMINIMUMMNIMUNIMUMMOMMINUMMO w+wwwwwmimwwwwwwwwwwww 111111111111111111111111111111111111111111111111 1111 11111111 111111111111111 11111111111111111111 /11 170 1A 1l UNAAIIAArAti A.AIwlthI4dUtAiItuItiutuiuiutIAuAiNltU 11u hitliItUi2s1It /NtIiN tan hI 11111 11111111111111111111111111 A 111111111 11111/ 1 oz iii■ iiiiIIIIMUNI iiiAiAAiiMINI [IRUII U MINVOIlRI uuIMINVIONOVUOINONN MBE tnuui" IIIII II IIII! iIIIGIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIi '11111118 iUIbHI1111111NIIIIIUuI11111I11IHI _I Y IIIIIIM AIIPl4111 111111111AA11/1AAIA1/111111111: 111111IIIIINI11111111111 1111111111111111111III et, 111M1I1111I411/ 11111111111 1111111111111/1111111. 'PJI"II'��"'II"i'II"' !'III!�'Ii""'IiI"I' OL V11���11�"''f= uaiaittuiau■ A�tu���t�tst�sa / I11I1I1 I1II/hnlIl //I1 I/1I1/1l//r1U//U1rI1/U II/1 // 1 /I11II1I1111Mr1 ////1 U11/ 1 W r lHd/M*uIIIM 1uwn1luu /1i� //tyllliT"iltlti>� t M iill i wommon. . rr ���1i��W� %�//U/1i/ 1/9/11tt uttut uiiiiiii i�n,in , 00t 09 0 Ob 0 0Z �--�- Z1 1 1 I I 11 1 _1 a -Q PERCENT FINER BY WEIGHT Earth Consultants Inc. Geotechnical Engineering and Geology Zoo' £00' 000' 900' 900' 10' Zo CO' 00' 90' 90' t' N CC Z'w E' g tit 9' 2 0' N t N 2 a O co c 0 01 OZ oc 04 09 09 001 00Z 00c w 2 w 2 MIN w 2 loworawrim N a 0 u 2 O_ W 0 as " O u' 1 1 1 In I O 0 0 0 1 1 1 m GRAIN SIZE ANALYSES EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj, No.' 37 13 Date Sept 18B Plate 23 J 2 CC W W 0 C } 2 w N 2 y co 1:1 w N • PERCENT COARSER BY WEIGHT 0 L00' Z00' E00 0 °v 111/ hu1I1i1111II111111111111111/111 1111111111n11 t,00' II UnnI uII uIII IIIIUInIIIIIUIuUUIIIIUIIuuUUII l mnunl anu/ ! /a/Ii/ulnni /! /n /// /mIuui$ulnll R/RiwR Ri01Ri 01 /1■/0101■R01011 ■0101 /11RRRAARRAR RM01QARNR01IRRNRi ■R wwwawwwlwww w■ wwwww wwwwwwwwwlwwwwwwwwwwwwwwwwwwwwlww wwwwwww wwwww:::■ wlwwwww tllwwwwwwwwwwwwwwwww'wwwwwwwlw■ OilliiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiMil 11II111111IuIIIII11111111111111111111111111I11111 IIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII�IIIIIIHHIl1 IIII III IIIIIIIIIIIIfII�IIIIuuuuIIIIIII IIIIIIIIIIl !■ /IIfA ■■ / /IIIAIRA! /IA /l11IA // !11!!11:!! / 11!11/!A! /ww! /A! //A 00Z IIMPRO ONNIMI I■■IIIIIuIIIRMIO /IIIIIII IMINIL OOL IIIHIIIIIlHIIHIIIIIIIIIIIIIIHIIIi!iIIIIIIIh A 0 !`1/IA IA /! ii*ii! I/ ■I/I■A 1111I/ /iiii/ ■i iiiii■iiAiiII /0 OV WiiiuI IIIuuIllII III 11111111111►ii111111111I1 1! �'�11111111111111111111I11 1 III �I :11111111111111 0� 1 :c II11111111111111111111111111 ,h11111111111111111 9L 11111. 1111111111111111114011m11111011111111111: mIIIIIIIIIIIIIIIIIIIIIIIIiiIIIIIIIIIUu1IIIIIIHI 0L 1/ 0101At/ 01�R01RRRa !•aR011.01RARr_<ww01RUwRwww ■ww119WWww01■ IIIIIIIIIIOIIIIOIIiOhIIIIIIIIIIIIIIIIllhIIIIIII ° IIIII11u /1/11/11!►lI1III1111111I111111 nun IIIu1I11 IIPIilhIIIII IIIIII1111111u11IU11I 11111111 !I/�r111111M11 111n11111111UIUI1111 - _ig I uIMua/ aR uII MlIIIIIIIIIta/a/n�atrti u/ �1u1Inui111ili1If11 IIInnIm = 1 i IIu11I/I/lf1%1111M hIIIIurnIIn�hIUI! 900' 900' L0' za Ea b0' 41 eg re PL 4•1L ; e V 9 11 100' Z00' t00' Poo' 900' 800' LO' Zo' CO' P0' 90' 80' c'g 0' Z 9' w L H 9 01 OZ OE OP 00 00 001 i I .7004 1 s; I I' z10 0 I 0 ooz PERCENT FINER BY WEIGHT Earth Consultants Inc. Geatechnical Engineering and Otology � ° a N W 2 PIIMMOIMOIN W C 8 0 h 0 M $2 a 1 E E w GRAIN SIZE ANALYSES EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.257;.l 3 Date S e_ t' 38 Plate 26 It I00 4 40 LIQUID LIMIT 80 100 .1(0)1 , Boring/ fist Pit Depth (ft,) Soil Clossif Ica tion USCS L.L, P, L. P I. Natural Water Content • • TP -4 TP -4 13.5 18.0 gat CLAY lean CLAY CH CL 50 27 23 15 27 12 Earth Consultants Inc. Geotechnical Engineering and Geology Atterberg Limits Test Data EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579.13[ pate Sept' 88 ,Plate 27 30A 25 20 15 10 6 0 1P-1 GP ML •••• ad. •••• 01.1 SM/ ML 1 .011.me 41.11 .11.1 41.• 30 25 — walea. 41. aro dom. me. .1■1 ■INNII. 0.0 NINO .11.0•1.• .111.111. •••• ■•■■■■ so. •••• 41. TP-4 GM 41111•1. somo1 4.0 4.1 ••••• eno■ 47,0 ?■■• • 011.• 1111.1114.11. loomi *MIN. .00/81 Alma - .11 .0* S. 124th ST. ■•■■•• aoloa North Pfroperty Line TP -4 4.11 40.6 .11.1. ra. pal 41.11 a1.11.1. ML•CL 20— FILL ftwo ••••• • • • r•VV)17:7-,7 ‘drv, IP- 5 4f40:, adVaiideaidw rear owes ors ammo Ir — • • , • 4 !,e FILL ML •••• .00 Arox; amr. ad, as* swab 15 — 10 — 11.4. • 5 — - 5 - 10 — • Ain Ell — ••• Ma "Ow= .miar ML ... ers•fla roc _ma m• • ■■■•• ••• /0. sw • ••• • ... . ML. / SM Existing ws. - -" siga " we am 0.11 awe NM BM .1. NM all WW1 1.111. ,,e0M.111111•111,.. .111/ .111 MI AM All• II* OM IBM N. AIM •••• a al se am MO Horizontal Scale 111111111111S-11111111111111 0 15 30 EOft, 0 Vertical S cal e 5 20 ft, 1?-4 GM ML ■••• eft •••• •••• 4.6 SP Surface Elevaticn •■■■■• ■•■•■I ■■=01, 01110■11 .10 .••• .1ND dm. awl 4.0 mu* •■■•• .••• •■•■•• •••• ••■■■ 001i 6N. ••••• do. 1•111111. 01.0, •-••••• .•:•:•:•:•:••••:•:•:•:.:•:•:•:.:•:•:•:•....:•.,:s.:4.....;••••••:,•••:.::: • • % XY%:'•:•::•••••:•••:•:•••:•:•:•••:•:, •:•• '• • ":44i••14.4;;,. ■■••••••.:0.01*Mt.•", • 1,71.r...•:". "•-t!r!$:tr*--!`r.‘ ase....%44%:•;;;;:. SP ••■■ y Line .11114 .10110 dor 411.1. .10 /Oa Nord M1•/CL Ai} .....111111161• :•:•:%a+1%.".kY,11 i•■•• TP-5 .6111.11. 40141 rod. Am... sod. Wies4 dda •••••• Oka. IS Existing Surface Elevation am No am ors •fts ars aim — :d• • • •dbariade:•:4.6 diai•did. 73-7 SM/GM AIL /SM dos ...ow adds TP-6 ML. •••• &ads Asi 46.11 AO!. doom MOD Ili AN. ..... ;NO NM MO Wm* maw sm. sopa 111111■111•11111 Water Tale /144./.91.1 SM/ML vndo•ma...•••••"""""'""'"""""'"""""°.'"'..."'"' PROPOSED BUILDIN, G E FF. ELEV. 15.1' M 1. s MOS .4 1... ; . . : . g O .. mm ON o O N a . W . - O aN • "•• v.. ON MO .. MIS INA ... Horizontal Scale 1111111111111111 0 15 30 601t, Vertical Scale 0 5 10 20ft, Wili4■446004.$6.*4441',41/4.0 • • •,•,••• . , .. .1041. •Pl 1111B ••• /NB MO. ■111111111•111111111.111111111111111111111NINNIII dd. E3' 30 -25 -20 -10 -5 —0 A' 30 25 20 15 10 Earth Consultants Inc. 4140441111b0111 Logismearias sad Gooklegy Generalized Geologic Cross Sections East Marginal Way Corperate Rork King County, Washington ProJ.No. 2579-13 AIDate pt. e8 [Plate 28 • • • c 120 110 I00 90 80 70 60 50 40 30 20 10 0 B- IO2 • • •. a. SM /ML FILL- NAT7VE (Pienometer hstilled) CONTACT B•l01 sP • ? a NI 1.5' Cut Slope • r w ,r 0 0 SM /ML SP SP Horizontal Scale IS 30 ••• r r.•,r.. Vertical Scale I0 20 Water Table PROPOSED BUILDING E F, F. ELEV. 15.1' 60ft, 40ft. ( Piezometer ) 8- 101 .11.1811 Y r y 0 SM /ML Existing Surface Elevation �+ rrrrr- W ` ti SP SP Horizontal Scale 15 30 Vertical Scale . r ( Plezometer Water Table — "° ---,.� �`� Installed ) 8-103 SM `y. y r y r r e w SP PROPOSED BUILDING E F. F, ELEV. 15.1' 60 ft. 10 20 40ft. • 1111•111111110110141111111 111111111•111111111111111 Ct -- 120 -- 110 100 — 90 — 80 — 70 — 60 - 50 — 40 — 30 — 20 — 10 — 0 Earth Consultants Inc. G..1uivaiai ryi.«.i.S and a.+i.ez Generalized Geologic Cross Section East Marginal Way Corporate R rk King County, Washington Pro). No. 2579-13 a ig 4 SCHEMATIC ONLY — NOT TO SCALE NOT A CONSTRUCTION DRAWING SLOPE TO DRAIN 6 inch min, 4 inch min. diameter e • 0 ' • • • • 0 6• • • • 0O 0 • •0 _;:'c:.• - '•. is i;�- ':':''i��'•.•,:ii •• • ••••••• /'••i••••; ••'' ••••'••.•�••••6•I• ••s • ••• ::::::::::::::- ; •.. 1••.4 •%•••••.. ••• •••••a•'••••r: :•• I•.•••.•••• t O • e •b •;.•O. ••.. •..••••. •• ••.•••/•.••• •%••••.• • •d • . • • a t {,2. '•�.4•I ;••.•. I ••• .•....1%•:.': . •• ••• • ' .1.:141:1;q'11::::::::::;::::';;61:ttitIrl:161:::°116: .:) 4 . a i • • • • • 0 • 2 Inch min./4 inch max, 12 Inch mina LEGEND •,•_� r II 1 • 0 Surface seal; native soli or other low permeability material. Gravel backflll for walls; WDOT Standard Specifications, Section 9-03.121211 or Fine Aggregate for Portl,nd Cement Concrete ; Section 9 -03.1121. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed ; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. __ --• ••• Impermeable visgeen barrier or other impermeable material approved by Geotechnlcal Engineer. 18 inch min, 2 inch min. Earth Consultants Inc. C•n•ultin$ Ensin♦•r•• G••I ♦$Itt• tr Environmental lift ♦nti•tt Proj. No. 2579-13 Drwn. Date TYPICAL FOOTING SUBDRAIN DETAIL EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Checked Dated Sept 188 Plate 18" MINIMUM FREE — DRAINING GRAVEL OEM IMPERVIOUS SOIL 400 '•,e • . 1ft. MIN. . :;;f.• r:. ;'ti .,.;. lft. MIN. COMPACTED SUBGRADE 11 F-.111::—.1 Iilii ► Elm= EXCAVATED SLOPE MAXIMUM SLOPE DEPENDS ON SOIL V CONDITIONS. IN NO CASE SHOULD IT BE STEEPER THAN 0.S:1(H toV) UNCLASSIFIED BACKFILL 90% RELATIVE COMPACTION PERFORATED PIPE 1" MINUS ROCK OR PEA GRAVEL. WRAP ROCK WITH FILTER • FABRIC . Retaining Wall Drainage and Backfill NOT — TO —SCALE '1- NOTES ....Classified backflll should consist of granular soil having no more than 5 percent passing the 200 sieve and no particles greater than 4" In diameter. The percentage of particles passing the 4 sieve should be between 25 and 75 percent. ....Unclassified backflll should be free of organics, clayey soils , debris , and other delete• rious materials. It should be placed at or below the optimum moisture content, „„For free - standing walls, weep holes may be used . Surround weep holes with 18" of 1" minus rock . Earth V* Consultants Inc. QEOTECHNICAL ENGINEERING & GEOLOGY RETAINING WALL DRAINAGE AND BACKFILL EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. Na579 -1 3 Date Sept' 38 Plate • s OR DISTRIBUTION E- 2579 -13 Copies Berkley Engineering and Construction 2203 Airport Way South, Suite 300 Seattle, Washington 98134 Tgrhnical and Quality Review by: Ralph M1 Isaacs Project Manager WP:62 /A2. Earth Consultants, Inc, NORTHWEST ll WZEST Inc. L;fr• EXODUS INTERGATE EAST AT E. MARGINAL CORPORATE PARK RECEIVED CITY OF TUKWILA AUG •" 1 2000 PERMIT CENTER STRUCTURAL CALCULATIONS FOR EXTERIOR MECHANICAL PLATFORM ENW PROJECT NO. 99136003 B(PIRES 8/28/00 REID MIDDLETON Mlioc& 1S( ENGINEERS NORTHWEST, INC. P.S. • STRUCTURAL ENGINEERS i 6869 W000LAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 i 1 • t r" .nmewinorsr: . *.. b. ''* "• j' M' •cnwrr r.sr « os" +ra, a•rase*+ r•. . „r �•rawwn�rr .a�s'Lerr /b�as...M ,uv.. w•a.«a• n«�.�r�r�e�!!r!! «•+w +�a,e• rm.e .rw.idw� "•1, :� ,�"" r 1 , r "1• ~ r`" .,,.. . . w� + "i, •11�r �',� , •Ir ;om. rr r l• ;. S1f.a •htittit i• /ittili tits /Car • 5. , , " " "" ; .2 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 • SEATTLE, WA 98115 • (206)525-7560 • FAX # (206) 522 -6698 Joe No. .Joe NAME V� - rs DATE &WC° SUBJECT 1 • T� r bs'+ ja5+SD) =1312 Paw( mP1 115 1J 7-'3'710 r 30,7�i h#11 SHEET OF BY 19‘'7c5s1 ntf. Ixseetetu purfroom &R,, IQ5 o(,, ,.(ovdt (tot; (p ** 7c,, Igs6 2'1 44 Obi .40=18 114iac, I';5 ?1)(4, ,41fo 1114,=4 101' UJfex COI)_ 10 )441,40°.4.444 Mttibq //051) 4.44r lit) (1a)+ r, C% < Cekkj* 10,lgi ; ' -o S� ao --� I � � 38•2 `33x10 v(,'• S0.15(,01) t•10 K1-t ,? 9 6 135) 4f-11f 4,41v. ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6698 Joe No. SUBJECT Joe NAME _.,� CJUC,' TT. R rA go,ciw bow esea9 640044/0/ W21 xR4 -(44) ptdo Wd +,1� 640 DATE.. SHEET of BY 4 a.-: 510001 Description MP1 • Composite Steel Beam Page 2 Deflections I : Transformed 1,988.62 in4 Shored 0,2531n (arturshoms remote 0.000 in 0,458 In 0.2531n : L /1456,6 0.7101n: L/ 620.0 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection I : Effective 1,368.5C1n4 Unshored 0.880 in 0.000 in 0.4561n 0.680 in : L / 542.8 1.1381n : L / 324.9 Reactions Loed Combinations... Deed + Constuction Composite Max DL + LL —CUM_ 7.69 k 13.84 k 21.52 k alRaht 7.89 k 13.84 k 21.52 k Analysis Values Maximum Momenta Deed Load Alone Dead + Const Live Load Only Deed + Live Support Shears Shear ® Left Shear ® Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel 8 steel : top 8 steel : bottom 69.10 k -ft 69.10 kdt 106.38 k -tt 165.47 k•f t 21.52 k 21.52 k Fb : Allow n : Strength n : Deflection 23.78 psi 8.60 8.61 Effective Flange Width... Based on Beam Span 7.887 ft Based on Beam Spacing 8.400 ft Effective Width 8.400ft W10X35 17.700 In 8,000 In 0.425 In 0.300 in 10.300 1n2 34.988 #/ft 510.00 in4 57.63 In3 57.63 In3 hoc : Steel Section I transformed Strans : top Wrens : bot Strens : eh bot n•Strans : Ef (fa top X -X MI5 from Bot Vh ® 100% 510,00In4 1,984.79 1n4 403,201n3 102,98 In3 83.951n3 2,221.1 in3 19,281n 165,40k 1 Ra. !10001 Description MP1 [Design Input Composite Steel Beam Page Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W18X35 30.750 ft 6.400 ft 6,500 in 2,000 in 12.000 In 5,000 In Perpendicular Slab Both Sides Fy 36.00 ksi f c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0150 in Stud Height 3,500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000,00 ksi Dead Loads (apps d b.Mn 75% curing) Full Span Uniform Loads... 1 0,500 k/ft Live Loads (sppkd rrt.r 75% curing) Point Loads,.. #1 Full Span Uniform Loads... * 1 0.900 loft Using: W1SX35, Span • 30.758, Slab Thickness • 8:E00in, Deck Rib His Stress Checks for Shored 1 Unshored Cases... ® Bottom of Beam Actual a Unshored DL Stress Actual Shear Stress Actual • Actual is Unshored Stress Check, „. (MdI /8s + MII /8trans) Actual 1s (MdI + MII) / 8trans(top) Actual 23,653.9 psi 12,306.2 psi 4,053.7 psi 27,512.3 psi 368.1 psi Alternate Unshored Stress Check : (MdI + Mil) / 8s Shored Concrete Stress Check.,,.(Mdl + MII) / (8trans:top n) Point Loads... #1 k ft OK Shored & Unshored 2.00 n, Rib Specs 12 001n, Rib Widths 5 001n w/ Slab Both ! Allowable Allowable d Allowable 23,999.8 psi OK 23,999,8 psi OK 14,400.0 psi OK Allowable a 32,400.0 psi OK Allowable a 1,575.0 psi OK 34,457,4 672.7 27,380.0 psi 1,575,0 psi Shear Studs 8 Shear Transfer Actual # Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 6 from Zone 6 from 0 per 1/2 beam span Stud Capacity 12.50 k 5 studs Vh CO 100% 185.40k 0,000 ft to 6,126ft , Use 2 studs 5,125 ft to 10,250ft , Use 2 studs 10.250 ft to 15.376 ft , Use 2 studs 15.375 ft to 20.SOOft , Use 2 studs 20.500 ft to 25.625 ft , Use 2 studs 25,625 ft to 30,750 ft , Use 2 studs V'h : min Vh : Used 60.73 k 62.50 k kw.. 510001 Description MP2 C Design Input Composite Steel Beam Page 1 Section Name W33X118 Beam Span 38.420 ft Beam Spacing 30.750 ft Slab Thickness 8.500 in Deck Rib Height 2.000 in Rib Spacng 12.000 In Rib Width 6.000 to Rib Orientation Parallel Beam Location Slab Both Sides Fy 50.00 ksi f'c 3,600.00 psi Concrete Density 145.00 pcf Stud Diameter 0,750 in Stud Height 3,500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 kst Dead Loads (ep*dl»ron 75% curing) Full Span Uniform Loads... 01 2.250 k/ft Live Loads (•pp8rd after 76% cuing) Full Span Uniform Loads,,. 01 4.180 k/ft Point Loads... 01 Point Loads... N1 k ft Using' W33X118, Span • 38:42n, Slab Thickness • 6!Win, Deck Rib Stress Cheeks for Shored i Unshored CAM. Bottom of Beam Actual = 32,122.8 psi Unshored DL Stress Actual = 13,873.1 psi Actual Shear Stress Actual a 0,802.6 psi Unshored Stress Check.,.. (MdI /Ss + MII /Strans) Actual = (Mdl + MII) / Strans(top) Actual = 34,702.8 psi 640,0 psi Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check,...(Mdl + Mil) / (Stranc :top' n) Shear Studs & Shear Transfer Actual S Studs HI. 2 00in, Rib 8poc■ 0 per 1/2 beam span Stud Capacity 12.50 k Total req'd 112 Span l8 studs Vh © 100% 867.50k Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from Allowable • Allowable • Allowable Allowable = Allowable = 3'9,401,3 986.9 0,000 ft to 6.403ft , Use 6 studs 6,403 ft to 12.807 ft , Use 7 studs 12,807 ft to 19.210ft , Use 5 studs 19.210 ft to 25,613ft , Use 5 studs 25.613 ft to 32.017 ft , Use 7 studs 32.017 ft to 36.420ft , Use 6 studs OK Shored & Unshored 12:00in, Rib WIdIh6 5O0in w/ Slob 9o1 33,333.0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 psi OK 1,578,0 psi OK 38,000.0 psi 1,575.0 psi V'h : min Vh : Used 218.88 k 225,00 k 4, Ketv suoo, Description MP2 Composite Steel Beam Page 2 Deflections I : Transformed 15,646,33 in4 Shored 0,350In One/ MOMS remnot 0.000 in 0.8451n 0,350 in : L/1317.4 0.998 in : 1.1 483.0 Before 75 % Curing Construction Loads Only After 76% Curing Total Uncured Deflection Composite Deflection 1: Effective 10,863.611n4 Unshored 0.644 in 0.000 in 0.845 in 0,844 in : L/ 715.5 1.2901n : L / 367.4 Reactions Load Combinations... Deed + Constuctlon Composite Max DL + Analysis Values Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear ® Left Shear C Right �Lef 43,22k 79.72 k 122.94 k Rlaht 43.22 k 79.72 k 122.94 k 416.16 k -ft 415.16 k -ft 785,72 k-ft 1,180,88 kdt 122.94 k 122.94 k Fb : Allow n : Strength n : Deflection 33.00 psi 8.60 8.61 Effective Flange Width... Based on Beam Span 9.606ft Based on Beam Spacing 30.750ft Effective Width 0,005ft Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight 1 -steel 8 steel : top 8 steel : bottom W33X118 32.860 In 11,480 in 0,740 in 0,660 in 34.700 1n2 117.885 */ft 5,900.00 1n4 359,10 in3 359,10 1n3 ixx : Steal Section 1 transformed Stains : top Sirens : bot Strang : off a bot n•Strens : Ef a top X -X Axis from Bot Vh @ 100% 5,900.00 1n4 15,610.611n4 1,669.56 1n3 620.18 in3 441.141n3 8,827.61n3 30.011n 887.50 k .4 net: $10001 Description MP3 Composite Steel Beam Page Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W27X94 28.420 ft 30.750 ft 8.600 in 2.000 in 12.000 In 6.000 In Parallel Slab Both Sides Fy is Concrete Density Stud Diameter Stud Height Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi 36.00 ksi V 3,500.00 psi 145.00 pct 0.760 in 3.500 in Dead Loads (*POW belbr• nog eurwrp) Full Span Uniform Loads... 01 2.250 k/ft Live Loads f aPPNd air 75% curtnp) Full Span Uniform Loads... 01 4.160 k/ft ummary Using; W27X04, Span ■ 28 42h, Sleb Thickness • e S00in, Dock Rib HI• Stress Checks for Shored S Unshored Cases... Bottom of Beam Actual = 23,740.4 pal Unshored DL Stress Actual = 11,220.7 pal Actual Shear Stress Actual = 6,894.5 psi Unshored Stress Check.... (MdI /Sa + MII /Strans) Actual = 28,814.9 pal (MdI + Mil) / Strans(top) Actual = 578.1 pal Alternate Unshored Stress Check : (MdI + Mil) / Ss Shored Concrete Stress Check....(MdI + Mil) / (Strans :top n) Shear Studs & Shear Transfer Point Loads,.. 01 Point Loads... 01 k ft OK Shored & Unshored 2 Win, Rib Spoon 12:001n, Rib Widths 5.001n w/ Slab Both Allowable= Allowable = Allowable = Allowable is Allowable = 31,916.8 888.4 23,999.8 psi 23,099.8 psi 14,400.0 psi OK OK OK 32,400.0 psi OK 1,575.0 psi OK 27,380.0 pal 1,575.0 pal Actual 0 Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 22 studs 0,000 ft 4,737 ft 9,473 ft 14.210 ft 18.947 ft 23.683 ft 1/2 beam span Stud Capacity 12.50 k yh ® 100% 498.80k to 4,737ft , Use to 9.473 ft , Use to 14.210ft , Use to 18.947 ft , Use to 23.883ft , Use to 28.420 ft , Use 8 studs 7 studs 7 studs 7 studs 7 studs 8 studs V'h : min Vh : Used 273,23 k 275.00 k .v, 1 Rte. WW1 Description MP3 Composite Steel Beam Deflections I : Transformed 8,822.22 1n4 0,1541n Ow+Aresmmo+cy 0.000 in 0,284 In 0.154 in : L /2215,2 0.438 in : L / 778,4 Before 76 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection I : Effective 7,393.421n4 Unshored , 0,348In 0.0001n 0.284 In 0.3481n : L / 979.7 0.832 in : L / 539.8 Reactions Load Combinations.., Dead + Constuction Composite MaxDL +LL 31.97 k 68.97 k 90.94 k 31,97 k 68,07 k 90,94 k Analysis Values Maximum Moments Deed Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear © Left Shear Qt Right Section Properties 227.18 k-ft Fb : Allow 227.18 k•ft n : Strength 418.99 k-ft n : Deflection 848.18 k•ft 90.94 k 90,94 k 23.78 psi 8.80 8.51 Effective Flange Width... Based on Beam Span 7.105ft Based on Beam Spacing 30.750 ft Effective Width 7.105ft Section Name Depth Width Flange Thick Web Thick Area Weight I•steel 8 steel : top 8 steel : bottom W27X94 28.920 In 9,090 In 0,745 In 0.490 In 27,700 In2 94.089 # ft 3,270.00 In4 242.94 in3 242.04 In3 hoc : Steel Section I transformed Stains : top Stains : bot Strns : eff bot n•Strans : Ef trp top X -X Axis from Sot Vh ®100% 3,270.001n4 8,800.641n4 1,014,89In3 355.80 in3 320.81 in3 7,010,51n3 24.75 in 498.60 k /0 Rev: 510001 Composite Steel Beam Page 1 Description MP4 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height RIb Spacng Rib Width Rib Orientation Beam Location W24X55 28.420 ft 30.750 ft 6,500 in 2,000 in 12,000 In 5.000 in Parallel Slab One Side Fy 36,00 ksi t'c 3,500.00 psi Concrete Density 145,00 pcf Stud Diameter 0,750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 kai 1 Dead Loads (aped Wore 75% cudnp) Full Span Uniform Loads... 01 1.130 k/tt Point Loads... !/1 k ft Live Loads ( VOW after 75% curing) Full Span Uniform Loads,,. 01 2.080 k/ft Summary Point Loads,,. If 1 k ft Using: W24X55, Span • 28,42ft, Stab Thickness • Stress Checks for Shored i Unshored Cases,,. © Bottom of Beam Actual Unshored DL Stress Actual m Actual Shear Stress Actual = 6500In, Dock Rib Ht• 23,588.4 psi 11,951,3 pal 4,899,4 psi Unshored Stress Chock..., (Md1 /8s + MII /Strans) Actual = 27,223.0 pal (MdI + MU) / Strans(top) Actual = 659.3 pal Alternate Unshored Stress Check : (Mdl + MII) / Ss Shored Concrete Stress Check...,(MdI + Mil) / (Strans:top • n OK Shored & Unshored 2,00in, Rib apace 12,001n, Rib Width• 5,001n wi Slab One Allowable Q Allowable Is Allowable 23,999.8 psi OK 23,999.8 pal OK 14,400.0 pal OK Allowable = 32,400.0 psi OK Allowable = 1,575,0 psi OK 33,950,0 27,360,0 psi 1,017,5 1,575.0 psi Shear Studs & Shear Transfer Actual 0 Studs Total req'd 1/2 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 1/2 beam span Stud Capacity 14 studs J/h © 100% 0,000 ft 4,737 ft 9,473 ft 14,210 ft 18.947 ft 23,683 ft 12.50 k 291.60k to 4,737 ft , Use to 9.473 ft , Use to 14,210ft , Use to 18,947ft , Use to 23,683ft , Use to 28.420 ft , Use 5 studs 5 studs 4 studs 4 studs 5 studs 5 studs V'h : min Vh : Used 165,89 k 175.00 k '4 ..N /I Re*. 510001 Composite Steel Beam Page 2 Description MP4 Deflections 4 1 : Transformed 3,858.34 in4 Shored 0.174 In (ertershoms removed) 0.000 in 0,320 In 0.174 In : L /1984.8 0.493 In : L / 891.3 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection I : Effective 3,293.1ein4 Unshored 0.423 in 0.000 in 0.320 in 0,423 in : L / 805.4 0,7431n : L / 459,0 1 Reactions Load Combinations,.. Deed + Constuction Composite Max DL + LL j Analysis Values Maximum Moments Dad Loed Alone Dead + Const Live Loed Only Dad + Live Support Shears Sheer ® Left Shear fa Right Section Properties —11.1ittL 18,08k 29.68 k 46.81k [� Rinht 18.08 k 29.68 k 46.61 k 114.09 k -ft 114.09 k -ft 210.00 k -ft 324.09 k -ft ✓ 45,01 k 46.81 k Fb : Allow n : Strength n : Deflection 23.78 psi 8.80 8.51 Effective Flange Width.,. Based on Beam Span 3,662ft Based on Beam Spacing 15.376 ft Effective Width 3,652ft Section Name Depth Width Flange Thick Web Thick Area Weight I -steel 8 steel : top 8 steel : bottom W34X56 f 23.570 In 7,005 In 0.605 in 0.395 In 18.200 in2 65.027 N/ft 1,360,00 in4 114.85 1n3 114.651n3 bor Steel Section 1 transformed Stains : top Strains : bot Strans : eff ® bot n *Strans : Ef © top X -X Axis from Bot Vh ®100% 1,350.00 in4 3,847.69 in4 444.43 in3 179.891n3 186.011n3 3,182.9In3 21.411n 291.80k Mr. 510001 Description MPS Deflections I : Transformed Composite Steel Beam 8,013,25 in4 _Shored 0.3191n Miter shoregremo 0.000 in 0.587 In 0,3191n : L/1445.6 0.908 in : L / 508,7 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions Load Combinations... Dead + Constuctlon Composite Max DL + LL Analysis Values Maximum Moments Dead Load Alone Dead + Conat Live Load Only Dead + Live Support Shears Shear ® Left Shear ® Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I -steel S steel : top 8 steel : bottom 21.71 k 39.96 k 61.68k ✓ I : Effective 5,986.871n4 Jigs 0.584 in 0.000 in 0.587 In 0.584 In : L / 789.6 1.171 in : L / 393,7 tit Rlaht 21.71 k 39.98 k 81.86 k /0? Page 2 208.60 k -ft 208,60 kdt 383.78 k -ft 692.28 k•ft ✓ 61,88 k 61.68 k W27X94 26,920 In 9,990 In 0.745 In 0,490 In 27.700 in2 94.089 */it 3,270,00 in4 242,94 In3 242,94 1n3 Fb : Allow n : Strength n : Deflection Ixx : Stool Section I transformed Shane : top Strans : bot Stains : eft ® bot n•Strans : Ef ® top X -X Axis from Bot Vh ® 100% 23.76 psi 8,60 8,81 3,270.001n4 7,900,371n4 778,121n3 345.14 1n3 301,481n3 4,725,5 1n3 23,151n 457.20 k Effective Flange Width... Based on Beam Span 4.802ft Based on Beam Spacing 18.378ft Effective Width 4.802ft 1 1 t /3 Llt ay. SIM1 Composite Steel Beam 1 Description MPS Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Dead Loads (apPt•dbe/bn W27X94 38.420 ft 30.750 ft 0,500 in 2,000 in 12.000 in 5,000 In Parallel Slab One Side 75% curing) Fy 36.00 ksl fc 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 In Stud Height 3.500 In Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Full Span Uniform Loads... 0 1 1.130 k/ft Live Loads (appsad ea 75% cudng) Point Loads... 01 k ft Full Span Uniform Loads.,. 0 1 2.080 k/ft Summary Point Loads... tf1 k ft Using; W27X04, Spans 30,42h, Slob Thickness s 0.800in, Dock Rib Ht Stress Checks for Shored Si Unshored Cases,.. © Bottom of Beam Actual Q 23,575.1 psi Unshored DL Stress Actual a 10,298.7 psi Actual Shear Stress Actual = 4,874.8 psi Unshored Stress Check.... (Mdl /Ss + MII /Strans) Actual = (Mdl + Mil) / Strans(top) Actual s 25,574.8 psi 688,2 psi Alternate Unshored Stress Chock : (Mdl + Mil) / Ss Shored Concrete Stress Check,.,.(MdI + Mil) / (Strans :top • n Shear Studs & Shear Transfer OK Shored & Unshored • 2.00in, Rlb Specs t 2.00in, Rib Widths 5 OOin w/ Slab One Allowable n Allowable Allowable s Allowable Allowable o 29,255,5 1,082.1 23,999.8 psi OK 23,9091 psi OK 14,400.0 psi OK 32,400,0 psi OK 1,575,0 psi OK 27,300,0 psi 1,575.0 psi Actual a Studs Total req'd 112 Span Zone 1 from Zone 2 from Zone 3 from Zone 4 from Zone 5 from Zone 6 from 0 per 1/2 beam span ,Stud Capacity 12 studs Vh © 100% 0.000 ft 6,403 ft 12.807 ft 19,210 ft 25,613 ft 32.017 ft 12.50 k 457.20k to 6,403ft , Use 4 studs to 12.807 ft , Use 5 studs to 19,210ft , Use 3 studs to 25.613 ft , Use 3 studs to 32,017 ft , Use 5 studs to 38.420 ft , Use 4 studs V'h : min Vh : Used 138.22 k 150.00 k 1 ENGINEERS— NORTHWEST INC. P.S. 6869 WOOOLAWN AVE, N. E. • SUITE 205 • SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522 -6698 Jos No JOB NAME O -r.�-• SUBJECT M trA . P - .• • AL V -112 41 W It-ny_ : ZV, 17 1r�f 96 MA7C.11:10 = So 17 (3fr)c'2\O) •• ZtgA = i•.9)1 IOXlox4 16, i0x(o‘4 N.4.4.. ,is. •)cteit',49..g.@.Q1Q.40a 1 w 4citie 0(1(.1 /re 11‘k DATE 61 IZ-I CO SHEET CH. OF BY, PAivri 44, 3‘,314-1 warttlx-10 /5 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation No No. of Sections for Member Calcs5 Do Redesign No WO. (R4rPjitit P -Delta Analysis Tolerance 0.508 tI " _______________ =____ =_ = = = = =a Joint Coordinates >___ � Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 23.000 0.00 =y=am= mmaaaauamaaammammamaammaama< Boundary Conditions >saaammsaaaaaaaaanaaammaaaaam Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 2 Reaction ■mmorm maaamasmmsnmmmwasmaa< Materials (General) >amaremasamam.waaa__ammo =as :m Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Kai Ksi 10A5 °F K /ft3 Ksi GR46 29000.00 0.3000 0.65000 0.490 460;,90 i f RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM INTERIOR COL Section Label < Sections > Job • Page: 9 Date: 6/12/00 File: 1STOCOL Database Material As As Shape Label Area 0,2 1,3 in "2 14.10 1.2 1.2 C1 TU10X10X6 ✓ GR46 I 1,3 in "4 214.00 I 0,2 inA4 214.00 T c nnummassmssaaaaaumaa===== smsmamm====< Members > raassssssa mmssaaarsm=== =mamassmaamcas Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 1 1 2 Cl 23.00 smmssssmsmmsmmmmamsmmmmmmmm< Basic Load Case Data >sammamm=ammmmmmammsessmsasms BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 TOTAL LOAD 2 2 PARTIAL LOAD 2 -- .-- .- M-- -- ■•m< Joint Loads /Enforced Displacements, BLC 1 >m.m.o........... Joint Is this a Load or Direction Number a Displacement? ( X,Y,Mz) Magnitude K, K -ft, in, rad 2 L Y - 212.000 '41 2 L Mz - 13.300 sd ssmosmmmimoaomm< Joint Loads /Enforced Displacements, BLC 2 >o..s.- a..ossm. -. Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 2 - 157.000 - 36.300 4" 2 Mz R.ii..sma.signomm.W..mifu.ssimm ,'' Load Combinations ? oa..mm.asasRm.mm..moa.ms.mrama No. Description RWPE BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 TOTAL LOAD 1 1 2 PARTIAL LOAD 2 1 Y Y wa imum= ==m ==== ==== =8 =m=== ==4 Envelope Reactions >==========================m Joint + Forces + X lc Moment lc K K -ft 1U 1.58 2 0.00 1 L 0.58 1 0.00 1 2U -0.58 1 0.00 1 L -1.58 2 0.00 1 Tot:9U 0.00 1 0.00 1 X lc K 212.00 1 157.00 2 0.00 1 0.00 1 212.00 1 157.00 2 RISA -2D (R) Version 4.01 Engineers Northwest, . 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM INTERIOR COL Job Page: 10 Date: 6/12/00 File: 1ST000L < Envelope Section Forces > Section Memb l Axial lc Shear lc Moment 1 K K K- ft 1 1 U 212.00 1 -0.58 1 0.00 1 L 157.00 2 -1.58 2 0.00 1 2 U 212.00 1 -0.58 1 9.07 2 L 157.00 2 -1.58 2 3.33 1 3 U 212.00 1 -0.58 1 18.15 2 L 157.00 2 -1.58 2 6.65 1 4 U 212.00 1 -0.58 1 27.22 2 L 157.00 2 -1.58 2 9.98 1 5 U 212.00 1 -0.58 1 36.30 2 L 157.00 2 -1.58 2 13.30 1 aaaaaaaaaaasYaaasaa :as =G Envelope AISC Unity Checks >_ ■_ ■____ ■______ ■__ ■____ Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. Kai Kei 1 0.9166 1 0.014 1 2 19.61 30.36 1.00 0.60 H1 -1 ti a as aaaaaaaaaaaaa■ a=■■ aaasaaa a■ aasawaaaa aaaaaaaasaaaa ■aasaaaasa • ■aaaaaa• tlsY is Unite US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation No No. of Sections for Member Calcs5 trrOZiek--WI7 Do Redesign No P -Delta Analysis Tolerance 0.50% so asaasaassasaasaaaassasaas( Joint Coordinates >sssoiosacrosoaaossssssassasasw■ Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0,000 0.00 2 0.000 23.000 ' 0.00 as===t=======wmas====srs==m=aa< Boundary Conditions >gaaaaairsarss===ars======sass== Joint + , - - -- Translation + No X Y Rotation /in K /in K -ft/ rad 1 Reaction Reaction 2 Reaction RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM INTERIOR COL Job Page: 11 Date: 6/12/00 File: 1STOCOL /1 = < Materials (General) > == a .. Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 "5 0E--- -K /ft3 Ksi GR46 29000.00 0.3000 0.65000 0.490 46.00 mmemin == =asaams3maaarsmaaaa= aaaaaaa< Sections >aa m ==== =aataaa======aaaaeaassgaa Section Database Material As As S I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in "2 in "4 in "4 Cl TU8X8X6V/ GR46 ✓ 11.10 1.2 1.2 106.00 106.00 aasaaaaaaaanaaaaaaa srannnaaaaaaaa< Members >anaaaaannaat==== aaaaaaaaaaaaaonaa Memb Joints Rotate Section Releases Offsets Inactive? No. X J 90° Set I :AVM J:AVM /-End J -End Label 4 Length in in ft__ -_ 1 1 2 Cl 23.00 a aaaanasaicaaaaaaaaaaaaaaaa< Basic Load Case Data >aaaaaaaaaaaaaaaasaaaaaaaaa BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 TOTAL LOAD 2 2 PARTIAL LOAD 2 aaa aaamaaaaaa. a< Joint Loads /Enforced Displacements, BLC 1 >aaaaaaaaaaaaaaaa Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t, in, rad 2 L Y - 106.000" 2 L Mz -7.000 aaaaaaasoaaaaaa< Joint Loads /Enforced Displacements, BLC 2 >aaaaaasoaasaaoaw Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 2 L Y - 78.500 w 2 L Mz - 18.200 ✓ =======alum==== =m====== ===m< Load Combinations ?= =;•a = =o = ==== =m=== == == == =,:w=ra RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 TOTAL LOAD 1 1 2 PARTIAL LOAD 2 1 y y RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM INTERIOR COL Joint + 1U L 2U Tot:9U L �--�< Envelope Reactions > Y lc 106.00 1 78.50 2 0.00 1 0.00 1 106.00 1 78.50 2 •• - Forces X lc K 0.79 2 0.30 1 - 0.30 1 - 0.79 2 0.00 1 0.00 1 Job Page: 12 • Date: 6/12/00 File: 1STOCOL Moment lc K -ft 0.00 1 0.00 1 0.00 1 0.00 1 sassasssamssssasmasmaesss< Envelope Section Forces >meeoeemeessasaessssssmesssm Section Memb 4 Axial lc Shear lc K 1 1 U 106.00 1 L 78.5 2 2 U 106.00 1 L 78.5 2 3 U 106.00 1 L 78.5 2 4 U 106.00 1 L 78.5 2 5 U 106.00 1 L 78.5 2 Moment lc K IC ft - 0.30 1 0.00 1 - 0.791 2 0 - 0.30 1 4.55 2 - 0.791 2 1.8 1 - 0.30 1 9.10 2 -0.791 2 3.5 1 -0.30 1 13.65 2 - 0.791 2 5.2 1 - 0.30 1 18.20 2 - 0.791 2 7 1 sssssssssssssssssssssss< Envelope RISC Unity Checks >ssesssssasssssssssssass Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.709/5 1 0.009 1 2 16.43 30.36 1.00 0.60 H1 -1 . ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522 -6698 Joe No ,JOB NAME SUBJECT DATE (0I 12.1 09 SHEET, ,OF____.__._.- _ -- 6Y 30, x 3 z 44, x..-2.4 PAS v- 4/ t ( si.114. / 045%4—, uurC =,Qo -10-r' Q111 g a1 ENGINEERS- NORTHWEST INC. PS, 6869 WOODLAWN AVE, N.E. • SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522-6698 Jos No. SUBJECT Oa Jos NAME ©mil/ DATE ..I ID` _I__._._._ .. US` SHEET ►__. _OF Sy MU, Sa,t70/.91')210 V-) Vii,,% 121(±) a 4040V4' Iz ex'S)43 /$ .._... Lotril c I, s 47 r lal 11t.* %•4.-44 Nret . g'S • ENGINEERS—NORTHWEST ii4C. RS.' • WOODLAWN AVE. N. E.- SUITE 205 - SEATTLE, WA 98115 - (206)5.25-7560 - FAX # (206) 522-6698 512.11bo ET • -1. EC: 445. +1,5 gi-33 i•••••••••••■• iim•••••= •• MO um • • • a• ii••■••••••■•••••• • + • • ••••••■•••••■•=a • E40. •••• +tseL. sr • • l•• • • • NJ ■••■•••••. 4.32. 04 4-13. 1-7) 4-?„-vr?4,=.?,!1.9 337121°59/1133 77/61- +103. 1.41"1 :14 e +1(05. • 1 • :• t ENG I N E E AS — NORTHWEST IN./. P.S.' ;3 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525-7560 - FAX # (206) 522 -6698 00. .J0e NAME _ B( DATE SHEET, OF------ BY +a5 � +.3 • L ! r4-110 +%to 0' R U' °;x......._...1,,.31% • 4-40. P4 1 443, 14: +2$¢, .,.... -,. • Nwz 1o4 n1) ;(000)12. , Nw =33s r ' _ENG I t' ERS — NORTHWEST INC. P.S.• A,/ WOOOLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 0No Joe NAME DATE 912•7I b6 A ' SH E ET c:::‘... ,OF • ►.. BY IIbY3?►�1ut.'� r showy) MINNS �.,,, +44 x 81 �%1jx lb" rj: iit b ; M -l.. �wr,z "u° 14 w Z tu. 44 'OA 1041W044. •Me ti ew . • pz • • 1 i • • S.r � 10+I* a4 Tr • 5'Np 5 G t2�1 � `�• •' sto o e.to v ?R3 ',4. 2501 !cep' • ENGINEERS — NORTHWEST INC. P.S. : 11369WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 ' if.; sz iii NO. JOB _ �+�!»•i�� DATE I 7 OU sorer • SHEET 4.. OF SY frd Lo 4601••••••■••• • 35 �,...��. .. Was _.,.....�._....._e 1 .. • cfri) -�- 242. 107 - 24141 oo ig 344 x 8" !o ,—w' A tlftt-r R r. 12`I I,?� K" ri• • .4 4. 4 ENGI..EERS-- NORTHWES *1 INC. P.S. WOOOLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX W (206) 522 -6698 lof 1*"po. JOS NAME 5C0 41-D • Err 1 • OF bY. 440 lb +lob 44e3. g 2:3g +10 .�2 Pq I9 +M. P& '721.:i t2 .. - -.,.•....- ...4..._ •O=.SS =SO .....s ,.... ! - .. 1 4 ii` i --4.1 +2.q9., +,1 6111 0 wZ, I (4 W(2, lg ENG I ItMRS - -NORTH WEST 'T"iC. P.S. ,727 069 WOODLAWN AVE, N. E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX • (206) 522 -6698 Jos NAME r 51012'F. YzXIO'P 1 3YI rgi' ° 20 "JIbx3L" W X105• n1j It 4 0Z. Pb E". r k— /,g "cIo F ,4, 1 DATE SHEET OF BY X11 b'k'11Mw I . 4.4-e (t "2L� +10 P? ;is i Is E 4ok. " SI 14%1X la 0 Z•N.I ,.., a •�,?, � 3c41, 13.2- -13 -337 044- 4" ►4lit foLlf 'lib` (--111.7,71c11 ri1V-10b 02? ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522.6698 Joe No. SUBJECT ti. 0 = NAME tit kvAf 110 9-4 4,(iL Lt DATE SWEET or BY e15f VOWS w, �+J WAX.. to Its g et !t 1 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (206) 522.6698 Joe No, SUBJECT DATE w I3(60 SHEET Or SY New tAjakc ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (206) 522.6698 JOB No..._13 JOB NAME � SUBJECT 4Ub �:/�"✓. O L!o DATE SHEET BY. OF Lmss -72.2.14s Cgs p - q s/ �,:tA I 71405 125) a +P we& w aleel4 Mpg-A r Ole- edrJr141 1133 a "v ("ettlt4:6, 6P241 6 014-1Wee b V* ,4- (10b) X C .- Vh.tv-194CLIIY\9,z1330d 0\'r 1 G %[y I yet - i��� fa. ,8 4 7 4 ENGINEERS-NORTHWEST INC. PS. 3/ 6869 WOODLAWN AVE, N. E. - SUITE 205 SEATTLE, WA 98115 • (206)525-7560 • FAX # (2o) 5224698 Jos No. SU 111.1 ECT 11) ( e NAME001..••■10•01,••••••6141...111MINM•MON.M111.d•mm.r•sl.o..•••11110.11.1111.6 DATE SHEET BY OF b+C,4-t 61V64-' slitgaris, 1,9x 419 z c,((ok- No, RAI tU4 r 549(W/0 r)2401r 1114 6 6161 /1151V3.14• .bgle211 ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522 -6698 Jos No. SUBJECT DATE SHEET BY A UNtV Wr,o {Z G S,o Ct,Z,3b xf t 1/0 w( lot s 1,L 3 (i L1* 5 C7.4)1 'r 4,4 uP . r • (el wuM ,1(•50 fg 195p . uuT Nktus • lq (o0(1 ) tz9"1-/s9x 17,4 1 41" .1 4 RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM BRACED PURLIN Job : Page: 1 Date: 6/13/00 File: 33 Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation No No. of Sections for Member Calcs5 Do Redesign No P -Delta Analysis Tolerance 0.50% aaesaae =aaacaaaaaceamm====aaaa< Joint Coordinates > sgsss zanaaaa=smasanans�sssmesasaaa Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 4.500 0.00 3 4.500 4.500 0.00 4 30.170 4.500 0.00 ssYSSSmsssf•Irlsssi.sssSSSismis< Boundary Conditions >ssssssssssswsssssssssssssss Joint + Translation + No X Y Rotation K /in K /in K -f t /rad 1 Reaction Reaction 4 Reaction sssssssssssssssstassssssss< Materials (General) >sssssssssssssssssssssssssss Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10"5 °F--- -K /ft3 Ksi GR46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 GR36 29000.00 11154.00 0.3000 0.65000 0.490 36.00 sstsssasass svasassta=mmsaaasssmaass< Sections > sssssasssssnssssssssasssssssesr sswr Section Database Material As As 1 I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in"2 inA4 in"4 B1 W18X35 GR36 10.30 1.2 1.2 15.30 510.00 D1 TU4X4X4 GR46 3.59 1.2 1.2 8.22 8.22 Cl MC$X20 GR36 5.88 1.2 1.2 4.47 54.50 ======m=========================< Members >========= ===================m==== .sssoaaiscaa= Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 3, Length in in ft - - -- 1 1 2 C1 4.50 2 2 3 B1 4.50 3 3 4 B1 25.67 4 1 3 D1 6.36 .} RISA -2D (R) Version 4.01 Engineers Northwest • 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM BRACED PURLIN Job Page: 2 Date: 6/13/00 File: = -< AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K Member Set le -out le -in le -bend out in CH 1 C1 2 B1 3 B1 4 D1 ft ft ft ft 4.50 4.50 1.00 25.67 1.00 6.36 MIO IOWA Cm Cb,B Sway o i msmmommenaamemmonnnamamaan< Basic Load Case Data >saaoae+eea=ms1a nnin snsaasanasa Basic Load Case Load Type Totals Description Nodal Point Dist. ' BLC No. 1 TOTAL LOAD 2 2 SEISMIC LOAD 1 ssaaasasssesassassss< Member Distributed Loads, BLC 1 >ssassssaaassaaaasasmaa Joints Load Pattern Pattern Member 1 J Label Multiplier 3 3 4 UNIFORM - 1.2500 2 2 3 UNIFORM - 1.2500 saassssasaaasaa4 Joint Loads /Enforced Displacements, BLC 2 >saaaaassaaassasa Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 4 L X -7.500 saaamasaaaaaaasamsaamaaaaaa< Load Combinations >aaaaamsaaaaascamasaasaaaaaaisa RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 TOTAL LOAD 2 TL +E YY YYY aaaanaaaaassaaaaaasaaaaaaaaa< Envelope Reactions >saaaaaaaaaaaaaaasaaaaamaaaaaa Joint + Forces + X lc Y lc Moment lc K K K-ft 1U 7.50 2 19.94 2 0.00 1 L 0.00 1 18.82 1 0.00 1 4U 0.00 1 18.89 1 0.00 1 L 0.00 1 17.77 2 0.00 1 Tot,9U 7.50 2 37,71 1 L 0.00 1 37.71 1 I gig ,te a 1 0 t4-74. RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM BRACED PURLIN = = -_ = -< Envelope Section Forces > Section Memb Axial lc Shear lc x x 1 1 U L 2 L U 3 U L 4 U L 5 L 2 1 U L 2 L U 3 U 4 U 5 U L 3 1 U L 2 U 3 U L 4 U L 5 U L 4 1 U L 2 U 3 U 4 U L 5 U L 19.47 13.29 19.47 13.29 19.47 13.29 19.47 13.29 19.47 13.29 1 2 1 2 1 2 1 2 1 2 -0.87 1 - 0.87 2 -0.87 1 - 0.87 2 - 0.87 1 -0.87 2 -0.87 1 -0.87 2 - 0.87 1 - 0.87 2 1.13 1 1.01 2 1.13 1 1.01 2 1.13 1 1.01 2 1.13 1 1.01 2 1.13 1 1.01 2 7.50 2 0.00 1 7.50 2 0.00 1 7.50 2 0.00 1 7.50 2 0.00 1 7.50 2 0.00 1 19.49 1 13.31 2 18.08 1 11.90 2 16.67 1 10.49 2 15.27 1 9.09 2 13.86 1 7.68 2 Job : Page: 3 Date: 6/13/00 File: Moment lc x -ft -0.58 2 -0.73 1 0.40 2 0.24 1 1.37 2 1.22 1 2.35 2 2.19 1 3.33 2 3.16 1 gc- 3.33 2 3.16 1 - 10.85 2 -17.97 1 -23.44 2 - 37.52 1 -34.46 2 - 55.49 1 -43.89 2 -71.87 1 14.30 13.19 6.28 5.17 - 1.74 - 2.85 -9.76 -10.87 - 17.78 - 18.89 2 1 2 3. 2 1 2 1 2 1 - 44.69 2 -73.17 1 - 110.74 2 - 132.10 1 - 125.31 2 - 139.55 1 - 88.39 2 -95.51 1 0.00 1 0.00 1 9.29 -1.26 9.29 -1.26 9.29 -1.26 9.29 -1.26 9.29 -1.26 2 1 2 1 2 1 2 1 2 1 0.32 1 0.22 2 0.32 1 0.22 2 0.32 1 0.22 2 0.32 1 0.22 2 0.32 1 0.22 2 0.73 1 0.58 2 0.24 2 0.22 1 - 0.11 2 - 0.29 1 -0.45 2 -0.79 1 -0.80 2 -1.30 1 a, RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 EXODUS MECH PLATFORM BRACED PURLIN Job Page: 4 Date: 6/13/00 File: ==a==============.===4 Envelope AISC Unity Checks s-----_ m Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. Ksi Ksi 1 0.282 5 1 0.023 1 1 17.24 21.60 1.00 0.51 111-2 2 0.635 5 1. 0.306 1 1 21.16 23.76 1.00 0.85 111 -2 3 1.223 3 1 0.297 5 1 18.88 23.76 1.00 0.85 111 -2 4 0.138 5 1 0.010 1 1 22.63 30.36 1.00 0.38 112 -1 nommmmmsmmmmomminn nc Redesign Shapes, Envelope Solution >mamsnmmmsasmmnmrammsnn= Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... 37 ENGINEERS—NORTHWEST INC. P.S. • 6869 WOODLAWN AVE. N.E. - SUITE 205 _SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522.6698 Jos No,. JOB NAME SUBJECT VItilf Jll 2.5#5 Itt,"(kvo, Cittf,31S4/4 sAtio 100f9 (0.51r DATE SHEET 3A) 69g4) St1U tg teetta b(114-(co OF 5 lr 2"^ .. / !.k9°'7 / ,•'' , A, r . ,- 1 ,. . / /�/ „ , .;'. . 1. -,, dAY • t=iibeovilo pot IAA wIwp No ott.J • (110(i.kWo) tsttiliic4410 tai &Al c I?, r^• -Wipeto gav (3(519): It !t t ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205.• SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522 -6698 Joe No. Jon NAME -. eiglaM DATE 6(194':'') SUBJECT SHEET or BY it ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E, - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joy No. JOB NAME _ DATE '1+00 SUBJECT SHEET. _ . OF BY • • szt f (40e-to ,(e'T asp, i !J4.)s SSG ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525-7560 - FAX # (206) 522.6698 6)(4-1. ,.JOe NAME �% DATE , (ik42)0 SHEET, BY gl*.e eCID 9,H ''eCO ;% 00.9004 u) /frtfl(P IMP 1/200, 946v-it4r0 OF woe 416/4:g (loa ike Qd `o c Z `0 (IV (1)‘"7 VAVO 0%641 0 1. 61-z. 7 / t 1 r p CAD G 51/0 • i (7,0111)(0) (ub) vg(2.(1)prvi soy-' 1 (33(zt(t) y/ ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7560 • FAX # (206) 522 -6698 JOB No. SUBJECT JOB NAME C`i�7lJ DATE (01 144q) tittle-A.11e 7t941A 4Mcot 4-vh% 5-1," Q ,Dc P VJMiks SHEET, / ., or_� _. _ SY ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522 -6698 Joe No, SUBJECT JOB NAME _ G X V � ' L V DATE b I_ O ) SHEET, / OF UK* j4' bv.1%3IsL woub To rcti5 1e to (s044 g BY \.% abZ(21Q) 0WW ter. 6 lExe 1,4). Odat;e WA) = -r a' S° 3,Z& tig0 - k- a40Ii33 ktktt t (1,0 ot&I ARO SU P1(t) "1 • @& .5 (1133' I•o u � �' ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522-6698 DATE SHEET BY OF etizt, am tow* his _tole w 'A oexcf9 rocfi ONP cedid Qua �P ve0 FLs aksf. NAgo WP ry Oil CSC, = aLf3 eL v. ,g94 NY- tr. It ig .•• ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)5254560 - FAX # (206) 5224898 Joe No. SUBJECT DATE 040 SHEET OF BY 0510 omocf €0)114, pj10 4(5 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 522-6698 Joe No. SUBJECT *WO DATE SHEET BY wals0A1.• • .11.113 I! 4-444s/fat/ fet(lu 1lLt i-400 .y '/G ENGINEERS-NORTHWEST INC. P.S. 6869 W000LAWN AVE, N.E. •'SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 Joe No. SUBJECT JOB NAME1IU ;7 (0)(10-Cfr,/� 641i/ NutptiNeo 4- k J5Q- I IJ Le 44-e(*to IIJNGU) NFUgtit DATE SHEET OF BY, 1 t" tut 14( itol Pim oktqlfi Pi) ...is 5-417e) I ) 8 City of Tukwila Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director August 16, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Exodus Seattle 3 Fuel System - (M12000-181) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code, If you should have any questions, please feel free to contact me at (206)431-3672, Sincerely, Brenda Holt, Permit Coordinator end xo: Permit Fllo No. M12000.181 6300 Southrenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 •••1••,, k Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 Nlemo To: Reid Middleton From: Ken Nelsen, Plans Examiner Date 08/18/00 Ro: Exodus Seattle 3, Miscellaneous Permit application # MI2000 -181 Please review the subject project using the following perammeters and under the 1997 U.B.C. or other applicable Engineering provisions. This project should also take priority over our other projects. 1. What Impact will the new piles, new shoring, construction excavation and the now mezzanine have on the structurally remolded existing structure? 2. Review the fuel storage foundation and the tank anchorage. 3. Review the new mezzanine foundation general. No further comments at this time, • Page 1 City of Tukivila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director August 15, 2000 Steve Black Sabey Architecture 12201 Tukwila International BI 4th Floor Seattle, WA 98168 RE: Preliminary Review Comments Exodus Seattle 3 — Fuel System -- 3355 South 120'" Place (M12000 -181) Dear Mr. Black: The Tukwila Public Works Department has completed their review of the application materials you submitted on July 26, 2000. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you will probably receive comments and/or corrections from other City departments, as well. When you re•submit your corrected plans to the Permit Canter for further review, your re•submittal must respond to the comments of all City departments at the same time, You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator, The Permit I ill( i . ► t , lilt • 11v• • 01 • . •1 reflecting alartmontal comments and /or corrections, In the meantime, if you have questions regarding the attached Public Works Department comments and /or corrections, please contact Mike Cusick, Development Engineer, at (206)433- 0179. if you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431.3670. Sincerely bigfr" Brenda Holt Permit Coordinator encl Xc: Mike Cusick, Development Engineer File No, M12000.181 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206.431.3665 SABEY ARCHITECTURE To: Brenda Holt City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 Re: TENANT IMPROVEMENT -- PHASE II Ware sending you Via: the following items: For Your, Action R : * irked! TRANSMITTAL Date: Project #: Project: 1- Aug -00 00.10 -08 Exodus Seattle 3 X Attached O Mail X Prints O Submittals O Information and use X As indicated 1.:.x.,10.,10.41 0 Copies Description O Under separate cover O Ovemight O Letters O Sam X Review and comment O Courter O Originals O Documents 0 As uested X Hand Delivery O No action ' uired Revision Submittal Form Structural Calculations for elevated equipment pad Oeo•technical report O For nature and return 0 A Dated 9/23/88 Submitted for review please find the above referenced documents. Please do not hesitate to call me at my office (206) 277.6221 or on my Dell (208) 671• 1641 If you have any questions. a By. i tes Mack Oa: R,HAQ{,CR TRANOMITTAL QNLYi W/ ATTAQHMENTQi SABEY ARCHITECTURE [j 12201 TUKWILA INTERNATIONAL BOULEVARD o SEATTLE, WA 98168 0 (206) 281 -8700 0 FAX (206) 281 -0920 ABEY ARCHITECTURE TRANSMITTAL To: Brenda Holt City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 Re: FUEL WO sending you Via: the following items: For Your Action R &red: SYSTEM DESIGN X Attached O Mail X Prints O Submittals o Under separate cover O Overnight o Letters O Sam es O Information and use X Review end comment Date: Project #: Project: 0 Courier O Originals O Documents 0 As uested 26.Jul-00 00.10-08 Exodus Seattle 3 X Hand Delivery X As Intlicate_m_ci 0 No actlonrequfred 0 For 1 nature and return _022proval HCo Description .1, AMIIMMINIIIIIMION101■11 1 Miscellaneous Use Permit Application Form 1 Check for Review Fee 4 Sets Structural & Mechanical 1 Fuel 011 Tank Submittal Binder Dated 7/26/00 7/26/00 7/26/00 7/26/00 Submitted for review please find the above referenced documents, Please do not hesitate to call me at my office (206) 277.5221 or on my cell (206) 671- 164111 you have any questions, OTI 5ier w Mack R.HAISLCR TRAMIWITTA4 ONO': W/ ATTACOIMCNTO: II 1 axo -40/ SABEY ARCHITECTURE 0 12201 TUKWILA INTERNATIONAL BOULEVARD 0 SEATTLE, WA 98168 0 (206) 281-8700 0 FAX (206) 281-0920 , ENGINEERS - NORTHWEST INC. P.S. 6899 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 522 -6698 Joe No. SUBJECT Joe NAME DATE SHEET ,.,...,OK .. SY CYfY C��TUKWILA 11::)1) 0 S • PERIAll CENTER T�IPcn1`f' m PRFIJn stk4tOr�- crc)r�, � � Le. uuA-rt (;),K 5 -- • PIT rcaboDATt Dko5• .2-bi z000 12000 -181 ENGINEERS - NORTHWEST INC. P.S. �.... _� 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560. - FAX # (200) 5224898 Joe No., Joe NAME SUBJECT A Co (,4 tb.S'X73.3 ' =Lil es 1141=011. MINIM �K., THtS eowuineo_ 101.1 4 fI) Vela Pr = s5,tsr ukupi I Yu. (nu 5$3 ta.t l -402, %A;49r 4o•o ,moo care �2r t t `'�, � ( 00.5 4516.4w UJ�c 4O$cI(O.4 I001010424) r1/•5 'at GRa 04414 EIMIc 1359, —832 c$9,04 G 32 2 a 031 144.f-10,4)1W Q 1104:4 7 t02:- tal Fa (5, -0 w g • P)'4 t ' il (?)( tht ' fI?i..., ; . • .1:1..• -7 • • ENGINEERS—NORTHWEST INC. P.S. t. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No SUBJECT orke ■ Joe NAME DATE 71741 bO SHEET, OF 6Y, s.4,)40.0t ytkr toe 912- g�'I 13,33' = x.01 Kif w I DDff It II (�t `I svb • tre, = 4 tkiZ rtgAtt pout•ibol(volz:::•52.. 9,410h:11. lApv = OTL °`l°I�o1 V-4.1 i ciir;.: 1,1 4 21 tg. 4 ' 21( 10 `1t R.4 314$00 & I85 wirn9,ox,85 vutr 31___ any 0. 4.9(1 4 Z ' b' ►O94 kuf' f 2__ ,J 4, fr9. acs 0 ' O x 0 0 0 18 in diam. Code: ACI 818 -95 Units: English Run axis: About X -axis Run option: Investigation Slendernesa: Not considered Column type: Structural "re: ASTM A615 Date: 07/20/00 Time: 14:08:45 P 800 (kip) -200 Amyl AMY fsig0 fs =0.5fy 140 Mx (k.f1) F AC'C'a - F i .Ilut•i�• r1 ♦ k!I •Iii Fil .' %;c,) ;,: t : F. .•P: Ll 3 Column: 81c:Ctis'Li►T(. L e 3.4 }:ui 7 u .. 0. C.' : iniin B;: to l - 0.05 niinement; Tied R 1,0 kwi 29000 e _ r up >a I : i s; :, n i- t y phi (a) tn it 441:1 t •4`s 254.469 in% 6 #6 ha u •:� i�.►Jc1 n Ix = X53 in'4 t CJ,c:ar :spacing Ccvc.r - '2.00 in phi (b 1 = 0. 9, - 0.7 ENGINEERS- 6869 WOODLAWN AVE N. E. • SUITE 205 • SEA JOB No JOB NAME = <. te- SUBJECT EST INC. P.S. 98115 • (206) 525.7560 • FAX * (206) 5224698 �--1 10X(0 -i - DATE �r t19AISc113" wl tote 4130 ia 7 )2116 SHEET, SY, J . X JO tOir mu;uouottaree eitint 46( 6 4kOletw. I6'1d1m24 wl Goiffo.l I 0@3lIC..'tope6t.Ys X13 C7e12'l`wel8ft Wwwasrsora � Q • • 45s(Lii-ret (\ No cos. a . ‘ 0 rtitipc4c0)1.4 1 F-' ► s 5 )(R fir' •V 1 IJ 1$; 4 U., ti>t 0)6n -rC UIJa ,) ($u01(b .. ENG I N E E RS - NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 6224898 ? nn Joe No.. JOB NAME SUBJECT .,4 Fltetv et 1 DATE SHEET OF_..,_._,_,_, ay, 8' w 44-e.(2/(0.04 ristwr 00 W QA1oi �--\ 1 0M1tJ• WINN =321 f- M V w• • • • • • 'B. —c) AUticeiK) vat •s, N i 4\Pol Teat -1:40, 6 qotavf uC9, 1/0 0-0(1 t EKYIINEI STEEL COpPORATION AIMED AZ HOT-ROLLED SHEET PILES REPLACING PLZ 25, PLZ 23, PZ 22 Sections Geometrical dimensions Width Height Mb Mange thickness thickness (n) (i+) (n) (n) Pitt) Or) (nvn) (mm) Physical properties Bending moment capacities (n a kowill . worldno stress * 0.587 , nominal yield strength) Section Moment at Weight Weight A328 AS12Gr42 A512&50 A572Gr55 A5126r60 A512065 modulus inertia per tingle per wan (210) (290) pas) pep (414) (44) (kWh) (inl /ft) (lb /ft) (lbih1) (h•kipslh) (6.10 /h) (n.10s/tt) (n4klps/h) (11.1aps/ft) (h•kipslh) (&/m) On' /m) (107 (AQhi (14401m) {MM /m) ( I.n) 0141tIm) (1hn1m) (Iwnlm) _ 24.00 13.50 .0,375: .0.375 ' ;32.8. 223.25 :49.00 ;.24.80 71.05 76.51.:,.91.09.100,20 109.31.,,118.41 1'00:00 3ivo 2U ,., a. 0.0 a 8 Fy�: =:n6�J x0/06 .7310 121,1 $tr: 943: • 400 II? 487.' _ 828 24,81 14,98 0.375 0.375 33.5 250.4 49.99 24.17 72.58 78.18 93.05 102.35 111.88 120,98 97.48 830 080 1.8 0.0 34200 14.4 118.0 324 348 414 488 497 630 AZ 10 n1.02' 24 81 14,N 0.354 0.354 32.5 242.9 48,25 23 35 Fos mrN Weight 70.48 75.90 90,30 99.39 108.43 117.47 94.15 830 379.8 9 0 0.0 1748 33170 71.8 114.0 315 338 402 443 483 822 AZ 10 rd .04' 24,81 14,92 0.335 0.335 31 231.3 45,96 22.24 87.17 72.34 80.12 94.73 103.34 111.98 89.88 (.1.0 orrO 830 319 8.6 8.8 1669 21580 04 100.6 900 322 303 422 460 498 AZ 13 n1.04' 28.38 11.97 0.413 0.413 26.1 156.0 52.82 23.94 58.49 80.83 72.42 79.88 88.91 94.15 9853 ot.efivei 00 304 10.6 108 1401 11300 78.2 116.0 252 271 222 355 387 419 AZ 13 no .02' 28,38 11.95 0.394 0.394 28.0 149,2 50,28 22.88 54.16 58.32 89.42 78.37 83,31 90.25 (+0�5mny 670 203.5 100 10.0 1343 1000 74.8 111.6 242 260 309 340 371 401 92.18 A2 13 28.38 11.93 0.378 0,375 24.2 144,3 48,38 21.92 82.42 68.45 07.20 73,92 80.84 87.38 88,30 070 20) 0.0 0.5 1900 10700 71,0 107,0 234 141 109 319 38D 308 1112 13 910 34.1 1,8 8.8 1024 21823 07,3 110,4 101 214 374 411 441 400 AZ 18 24,01 14.95 0.376 0,375 33.5 260,4 49.99 24.17 72.68 78,18 93.05 102.35 111.88 120.08 100.06 830 380 9:8 0.8 1800 34100 74,4 119.0 314 348 414 409 407 038 ; 24.00 13,60 0.335 0,335 30.2 203,78 46.20 22.80 88,45 70.48 83,81 92.30 100.89 118.41 100.00 " 1• rd .02' 24.81 14.04 0,354 0,364 32.5 242,9 40,25 23.35 70,48 76,90 90,38 90.30 108.43 117.47 MANN 930 310.3 0:0 0:0 1748 33170 71<0 114,0 316 338 102 443 493 811 AZ 18 rd .04' 24,81 14.02 0,338 0.335 31 231.3 46,90 22,24 07.17 72,34 08.12 04.73 103.34 111.00 98.41 1,0 Art_ 830 370 8:8 8,9 1860 31N0 00 4 108.6 300 311 313 422 410 408 AZ 13 ne .04' 20.38 11.97 0.413 0.413 28.1 158.0 62.02 23.04 60.49 80.83 72.42 70.88 88.91 94.15 (. LO err 1J 670 304 MI 10 s 1401 11300 18 3 110:0 151 111 311 385 387 410 AZ 13 r .02' 20.38 11.95 0.394 0.304 25.0 149.2 50.28 22.80 54.15 58.32 80.42 78.37 83.31 80.25 (.o1A 870 3031 10.0 100 1343 10380 74,6 111.6 141 160 300 310 371 401 103.32 105.93 101.15 AZ 13 28,38 11.93 0,370 0.378 24.2 144,3 48.38 21.92 52.42 50,45 07.20 73.82 80.04 87,30 go go 910 303 0.0 01 1300 18700 71:0 107.0 134 751 100 310 30 380 • in as 22.00:, 0.00 0.376 0.376 18.1 84,38 40,32 22.00 30.21 0.8 073 11873 60,0 .' • 107.4 , 118 42.23 60.27 um , at.111 65.30 60.33 05,36 10Q 00 144 190.' 101 (. AZ 13 od .04' 28.38 11.89 0.335 0,335 23.3 132,8 44,42 20.22 48.42 62.15 82.08 68.28 74.60 80.71 (•l0nrN 870 302 9.0 8.3 1201 18140 64.1 98.7 116 137 110 304 311 360 At 13 rd •0 3' 28.38 11.91 0,354 0.354 23.4 139.2 48.63 21.22 60.08 54,58 84,98 71.48 77,97 84,47 (O.1 awl 670 302.8 1.0 0 0 1287 10010 80.4 103.6 110 143 189 310 347 376 AZ 13 28.38 11,93 0.378 0.375 24.2 144.3 48.38 21.92 52.42 58.45 07.20 73.92 80.64 87.38 970 303 9,9 9.0 1300 10700 71.0 107,0 134 101 109 310 339 300 91.90 08.46 99,04 AZ 18 ry A!' 20.38 11.95 0.394 0,394 25.0 149,2 50.20 22.80 64.15 58.32 69.42 78,37 83,31 90.25 103.91 (.04 nNN 670 303.5 10.0 100 1313 10380 74.9 111.6 711 160 309 340 371 401 Og . (Chap. 11 e p,,(z -/4). If Pr is •equired magnitude, noment diagram for :es. If the required rties of the soil, the int of inflection may to place the struts in .ords, if it is desired 1e should design the can do so. Art. 11.5] SINGLE- BRACED SINGLE -WALL COFFERDAMS 467 bracing will transmit the larger force to the downhill side where the sheet piles will develop the passive resistance of the soil as far as necessary. This, however, may change the maximum bending moments in the piling. Example 1. A cofferdam is to be built as shown in Fig. 11- 11(a). Assume p, - 80 p.s.f. per ft.; sea water = 04 p.c.f.; pp 250; and p„ 250 -- (80 — 60) = 230. Find the absolute minimum penetration d to hold the bottom of the piling (S.F. = 1); compute the maximum bending moment in the wall;and find the pressure in the struts if they are 10 ft. c.c. A e ,m Axed horlconlolly. • suspicious that the point K, repeat the ligher, then 2 or 3 ft. that it is safe under editions XII - 0 and Vhcn part of the dia- no found to be noes- . etly correct, but they t uncertainties in the nd. The pressure on •no. This unbalance no easily because the Sew clay 6.5 611.10+1 (61•PRESSURL OUGNMMS FOR MILE OOITOM SUPPORTED aol HORf1OHTAl1Y OUT HO1 FIXED 8 1 fa PALM D,%GIA1tS raft BOTTOM MID f+ORrZp1TALLY FIG, 11.11. Analysis of rinpla•woll, ingla•broced cofferdams, '1'I%( aflsumed pressure diagrams are shown in Fig, 11.11(L), with tho preliminary computations and computed dimensions. Taking moments about 7', //,(14 — 61,5) + I /,(t 4 + 2.2) — 230x 2 (14 + 0.0 + 3 ,4x) - 0.1 X 01/2 x 2 (approx) x' + 30,8x2 - 2,440 . :- 7.9ft. Assume x - 8 ft. (approx) and d- 0.0 +8- 14.0 Usox - 8.4 ft. and d- 18 ft. Taking moments about 1'1i 111(5.0 + 0.0 + 0.5) + 113(8.0 -1- 4,4) e• S(5.0 + 0.0 + 14) S - 12,300 lb, Shear at S - 12,300 — 1,100 - 11,1401b, and TZ ® 100 p.a.f, x¢(400 + (400 + 80y)Jy - 11,140 1/ a 12.4 ft. for point of M,„„ below T • ENGINEERS—NORTHWEST INC. P.S. ft) (t410 6 4::4 I (i)414 8889 WOdIDLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 • (206)5257560- FAX # (206) 5224696 Joe No.. JOB NAME DATE SUBJECT k- SHEET, ¶ OF (tor) 5 lo s4Tir Ap............................ f NICA *1 te,ii es' a am (It I j I A1.1 If $191. tOR1+1$10' d jJ •ris By fe*A50 • 151°450 (g0 mq.0) all 1711011.07) 0 g tarot% tosvi 2. 210Y, XV)0A le hole° 1;'' sitte,5 71(751re-K‘,@ to, tt, tUktbS It° • 101 U4tle • 107( 10,17)4:-. (.46140A "*".12)c b2;StAA3 —136 (0(2)b) CP4 •a it At% 12•4') SKe 4191341° g.- • ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 • FAX #E (208) 622.8898 Joe No, ._.Joe NAME DATE /I . 74(ba' SUBJECT SHEET______,,,,0F'_,,,,,._ BY 5,o+ 23 _ i qR, RAP io.4*i I' Leo' n - 1 ?; oL- v)oX, ` q,25 (Azti' x 1.04- uoo 1bli . kg4,1051 sm,44. eviox: It5u; kkfro.ori t ,1y) TAi1 • PL. 230A KU* 251 IZt,• -I2,R ---4if 14,4 _,40 -'",21 Ar s 415,3w < 44150 94,31.443 � 3, *7'24' RISA -2D (R) Version 4.01 Engineers Northwest 6869 WoodlaWn Ave, NE, Suite 205 (.')Seattie1 WA 98115 EXODUS SHEET PILING Units Steel Code Allowable Stress Increase Factor Include Shear Deformation No. of Sections for Member Calcs Do Redesign P -Delta Analysis Tolerance Job : ID Page: 1 Date: 7/20/00 File: PHFRK US Standard AISC 9th Edition ASD 1.333 Yes 10 Yes 0.50% s -=- - =wrr mummenaaaaarsnommummarnnsammem4 Joint Coordinates >mo+mommenasaaanssmsisnammem ne Joint No X Coordinate ft 1 0.000 2 8.000 3 31.750 Y Joint Coordinate Temperature ft OF 0.000 0.00 0.000 0.00 0.000 0.00 mmsss<smmamsmmmmmsssmmssmss< Boundary Conditions >mmmmmsmsmmmsmsmmmmomemmmsms Joint + Translation + No X Y Rotation K /in K /in K -f t /rad 2 Reaction 3 Reaction Reaction emmsmsmmmeeoamemasmeesmesssm< Materials (General) >amm= Material Young's Shear Poisson's Thermal Label Modulus Modulus Ratio Coef, Ksi Ksi 10"5°F STL 29000.00 11154.00 0.3000 0.65000 seeemeesosomsmmsMmsmeee Weight Yield Density Stress K /ft3 Ksi 0.490 36.00 msmmms :mmsmmcsmmmsmmmmmsmsmsmmmss< Sections > mamssmmmsssasmsmsmssmsmssomommsm Section Database Material As As I 1 T Label Shape Label Area 0,2 1,3 1,3 0,2 C in "2 in "4 inA4 BM STL 7.68 1.2 1.2 9.59 301.00 s==ass mum= ' atssaAlrat isarsrs=sss< Members > ocarsa ao+mmmomaamae,rsao==m======aamo Memb Joints Rotate Section Releases Offsets Inactive? No. T J 90° Set I :AVM J:AVM I -End J -End Label 4 Length in in ft---- 1 1 2 BM 8.00 2 2 3 BM 23.75 BLC No. < Basic Load Case Data > = Basic Load Case Load Type Totals Description Nodal Point Dist. 1 SOIL 5 r 1 RISA -2D (R) Version 4.01 Engineers Northwest. 6869 Woodlawn Ave, NE, Suite 205 '`'Seattle, WA 98115 EXODUS SHEET PILING na.....a..a..,..a..r.a Job Page: 2 Date: 7/20/00 File: PHFRK < Member Distributed Loads, BLC 1 > == Joints Load Pattern Pattern Member I J Label Multiplier �t 1 1 2 U1 1 1 2 U2 2 2 3 U3 2 2 3 U4 2 2 3 U5 1.0000 1.0000 1.0000 1.0000 1.0000 aaaa- aannaaaaaaaanaaaaaanaana< Load Patterns > aannnanernaaannnaaaaananannaaan Pattern Magnitudes Locations Label Dir Start End Start End K /ft, F K/ft,F ft or % ft or % - -- U1 U2 U3 U4 U5 Y 0.000 -0.090 Y -0.090 -0.490 Y -0.490 -1.370 Y -1.370 0.000 Y 0.000 1.562 0.000 3.000 0.000 11.000 16.960 3.000 9.000 11.000 16.960 23.750 ...- a..n--- ta- m-e..aa.- -aaera< Load Combinations >.-- ran- -- a---.- seas.- .- .-s- -- RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 SOIL 1 1 arsa..____womw.__.__..___C Reactions, LC 1 : SOIL >aasaaaaaaaaa.a-.aat.aaaa.- Joint + Forces No X K 2 0.00 10. 0.00 3 0.00 '.03 Gtv 0.00 Totals: 0.00 • Center of Gravity Coords (X,Y,Z) (ft) : 6.082, 0.000, 0.000 Y K + Moment Mz K -ft .......a..--- ---- :¢ Member Section Forces, LC 1 : SOIL > ................a-- Member Joints Section T - J 4 1 1- 2 1 2 3 4 5 6 7 8 9 10 Axial K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear K 0.00 -0.01 -0.05 -0.11 -0.20 -0.35 -0.56 -0.84 -1.18 -1.59 Moment K -f t 0.00 0.00 0.03 0.09 0.23 0.46 0.86 1.48 2.38 3.60 • RISA -2D (R) Version 4.01 Engineers Northwest Jab : 6869 Woodlawn Ave, NE, Suite 205 Page: 3 j•'"\Seattle, - WA 98115 Date: 7/20/00 File: PHFRK EXODUS SHEET PILING m= m__mmmm== m= m ====< Member Member Joints Section I - J 4 Axial Section Forces, LC 1 : SOIL > .M• r MO l2' OMMWM Shear Moment K K -ft 2 2- 3 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 8.98 7.41 5.28 2.60 - 0.65 - 3.70 -5.18 -5.07 -3.35 -0.03 3.60 -18.15 -35.03 -4 .20 - 30.13 - 16.25 -4.80 0.00 ENGINEERS-NORTHWEST INC. P.S. 6999 WOODLAWN AVE. N. E,- SUITE 205 - SEATTLE, WA 981'15 • (206)525 -7560 - FAX #E (206) 522 -6698 Joe No SUBJECT Job NAME DATE SHEET 13 OF x cor) us 'T�N tST 1 M FRJ- 5e*TR...0 RA L. TPiK- nT rt;t0QC)A e+o ,Jtx� z b zoo LEXPIRES 8/28/00 1 COPY ,_. -.... -- r'he k 'approvals are .� Plan .. sa e ub\eo understand that the arni s� onfi and approval ot to ;�rrvs and , , �,��• -, ,,;..!atiott of any plans does not ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98115 - (206)525 -7560 • FAX # (206) 522 -6696 Joe No. SUBJECT Jog NAME ``vvAA 1'/`�'"►. 1 tC77 Fiftv DATE SHEET t T • =F' ` lk t' ?MOO 8' w( 44: (l,l( QI12-KI,I it) 04 7 OF (OP(O �i to °G Z;37 a Jctic/kav $124-fts ThiJ 14. fr40, NI N O; 9.094,4o imo*ILOTea -we°. X 6N6 ��I (klAI)C9$ 6;? (, I tt6 EKYLINEI. STEAL CORPORATION 141111111111113 AZ HOT - ROLLED SHEET PILES REPLACING PLZ 25, PLZ 23, PZ 22 Sections Geometrical dimensions 16,4 AZ 10 rd.02" AZ 10 9d.04" (•1.0nrN AZ 13 ru .04* (.f.Onwq AZ 13 n1.02" (•0,6 mN AZ /3 PLZ 113 AZ 1• (4r _6 nvv AZ 111 rd .04" AZ13ru.04" (. hOrml) AZ 13 N .02N (.01 AZ 13 AZ 13 rd .04" hlAnln�1 AZ 1$111,0110 ► AZ 13 Ai 18 rts .0110 (.aa nel) Physical properties Width Height Web Flange Section Moment Of Weight thickness thickness modulus inertia per single (in) (in) (In) (in) (10/9) (inl /ft) (Ib /ft) 001 (mm) (omrtm) (an4m) lktkni 24.00 13,50 0,375 0.376 32,8 223.26 49.60 010 343 _ 0.8 9.6 ! 1763 30188 731.08 24.81 14.96 0,375 0.375 4' 260.4 49,99 630 380 9.6 9.5 . r. 34200 74.4 ( ) Owl/ 24.81 14.94 630 370.5 0,354 0,354 Bending moment capacities (at allowable working stress r 0.687 • nominal yield strength) Weight A328 A572Gr42 A5726r50 A512055 A5126/60 A572 065 per wan (270) (290) (345) (380) (414) (448) (Ib/ftx) (ft•kips /ft) (ft.kips /tt) (t.kipslfl) (ft.kips /h) (ft.kgg /h) (N4Idps /h) (kglrnr) (At4mlm) Whim) (►Nrnlm) (1.14n1m) (Mi lm) (l r/m) 24.80 71.05 76.51 91.09 100,20 109,31 118.41 121.1 317 341 400 441 487 628 Weight 96 quo 24.17 72.58 78,16 93.05 102,35 111.68 120,96 97.46 118.0 324 348 414 468 427 834 32,5 242.9 48,25 23.35 70,48 75,90 90,38 99,39 108.43 117.47 94,16 9.0 0.0 1748 32170 71.8 114.0 315 338 402 443 413 122 24,81 14,92 0,335 0,335 31 231.3 46.96 22,24 67.17 72.34 66.12 94,73 103,34 111.98 89,69 630 370 8.8 1.1 1666 31680 68.4 108.6 300 322 383 422 460 498 26.38 11.97 0.413 0.413 26.1 166.0 52.62 23,94 56.49 60.83 72.42 79.60 86,91 94.15 08.63 070 304 10.5 10.8 1401 21300 78.3 111.9 262 271 322 30 387 419 26,38 11,05 0,394 0,394 25,0 149.2 50,26 170 303,1 10.0 10.0 1343 20280 74.8 20,38 11.93 0.376 0.375 24,2 144.3 46.38 070 303 9.5 0.1 1300 10100 72.0 22,86 111,8 21,92 107.0 24.00 13.60 0.336 0,335 30.2 203.75 810 343 81 1.6 1024 27823 45.20 22.60 54.15 58.32 89.42 78,37 83.31 90.26 92.18 242 260 309 340 311 401 52.42 50.45 07.20 73,92 60,64 07.30 80.39 234 261 299 329 389 388 05.45 70,48 83,81 02,30 100,69 118.41 07,3 110,4 292 314 374 411 148 416 24,61 14.96 0,375 0.375 33.6 250.4 40,90 030 380 0 6 0 1 1000 34700 74:4 24.81 14.94 0.354 0.354 32.5 = 242,0 030 379.6 0:0 9.0 1741 33170 24.01 14.92 0.335 0.335 31 231.3 430 270 86 8.1 1060 31880 20,36 11.07 0,413 0.413 29,1 158.0 070 304 108 10 6 1401 21300 20.38 11.95 0.394 0.394 25.0 140.2 070 303.6 10.0 10.0 1343 20300 24,17 72.58 110.0 32424 448,25 23,35 70.48 71,8 114,0 316 70.10 93,05 102.35 111.00 120.08 348 414 488 497 638 75.00 00.30 00,30 108,43 117,47 338 402 443 413 672 100.00 106.05 103.32 45,90 22.24 07.17 72.34 80,12 04.73 103.34 111.00 68.4 108.8 300 323 313 472 400 4110 52.02 23.94 50.49 00.83 72.42 70.00 80,01 04.16 18.3 110.9 237 271 327 366 .387 410 50,26 22,80 54.15 50.32 69.42 76.37 83.31 00.25 14,0 111,6 241 700 309 340 311 401 20.30 11.93 0.375 0.375 24.2 144.3 48.38 070 903 0.6 0,6 1300 10700 72.0 21.02 52.42 50,45 07.20 73.02 80.04 87.30 107,0 234 251 700 319 389 318 i 22,00 0.00 0,375 0.376 18.1 84.38 660'; 220 9.5 9.6 973 11623 26.36 11.80 0.335 0.335 23,3 132.8 070 302 0,6 8.5 1201 18140 26.38 11.91 0.354 0,354 23.4 139.2 070 302,6 9.0 2.0 1257 19010 08.41 105.03 101.15 IMMO 98.00 40.32 22,00 30.21 42.23 50.27 60.30 80.33 85.35 ,1Q0,00 60.0 107.4 176 108 114 248 20 191 t. 44.42 20,22 48.42 52.16 02.08 08,29 74,60 80.71 91.00 at 90,7 210 232 170 301 332 369 48,83 21.22 50,08 64.58 84.98 71.46 77.97 84.47 90,40 09,4 103.6 720 243 209 399 347 370 28,30 11.93 0.375 0.375 24.2 144.3 48,38 21,92 52.42 50,46 67.20 73,92 80,84 87.30 00,84 670 303 0.6 0.6 1300 19700 72.0 107.0 234 251 200 379 389 30 26.38 11.95 0.394 0.394 25,0 149.2 50,26 22.88 54.15 58.32 69,42 76.37 83.31 90.25 103.91 1343 20380 74.8 111.0 242 760 309 340 371 401 070 303.5 10,0 10.0 0§ �... (Chop, 11 le p „(a. -/ 4). If P1 is required magnitude, noment diagram for ces. If the required :rties of the soil, the pint of inflection may to place the struts in vords, if it is desired ne should design the can do so, om tired horltonlolty. t1 suspicious that the t point K, repeat the higher, then 2 or 3 ft. that it. is safe under millions Z// mg 0 and 1 When pert of the dia- 1 ►no found to bo 'locos- 1 ), ally correct, but they e unoortaintios in tho nd. The pressure on ,no. This unbalance Ino easily because the Art. 11.5j SINGLE - BRACED SINGLE -WALL COFFERDAMS 467 bracing will transmit the larger force to the downhill side where the sheet piles will develop the passive resistance of the soil as far as necessary. This, however, may change the maximum bending moments in the piling. Example 1. A cofferdam is to be built as shown in Fig. 11- 11(a). Assume p,, - 80 p.s.f. per ft.; sea water = 04 p.c.f.; pp = 250; and p„ - 250 -- (80 -- G0) = 230. Find the absolute minimum penetration d to hold the bottom of the piling (8.F. = 1); compute the maximum bending moment in the wall; and find the pressure in the struts if they are 10 ft. c.c. A .Sea msb44prtp .844,'7sa a1"•tlaodlogoo Jseel•60,.AI6h4M a 4, ,s 4000 ' !*QS 6 ►# tal.1011 /6/ PRE WIRE OWJAN4fOR MR01ILE 1101101.1 SUOPON'ED HORIZONTALLY OUT NOT fIAED a.1 MttSS RE tkMI;AANS FOR OOITOIA INTO H0RIZONTALLY Flo. 11.11, Anoly't, of ,inole.woll,,Iv gle.broced coRirdom,, 'l'IU' II$?L1n1c(I pl'c'r,1url' diagrams are shown in Fig, 11.11(1,), with the preliminary 1'1►IIII ►utalIons and computed dimensions, 'flaking, moments about T. II I(1.1 — 11,5) + Il al 1.1 -I- 2.2) — 2,10.e 4 (14 -f• 0.0 + 36x) - 11.1 X I)1 /2 X 2 (approx) A's +30.8x' gm 2,440 x- 7.9 ft x - 8 ft. (npprox) d $ 0.0 + 8 au 14.0 Assam() and Uso x R 8.4 ft. and d um 15 ft. 'faking moments about PI, 1 /I(5,0 + 0.0 + 0.0) + 1 /,(5.0 -t- 4.4) - 8(0.0 + 0.0 + 14) S - 12,300 Ib. Shear at S - 12,300 — 1,100 s 11,140 Ib. and TZ ' 100 p.e,f. }x(400 + (400 + 80y)jy — 11,140 y - 12.4 ft, for point of 11ta.r below T t,1 it It I1r u§ u.:12 ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 5224698 Jos No. SUBJECT JOB NAME J DATE , `1.1ViCt9 Ilykg.. PST t Ge) fcbttiPo e3°, Vcr S. ls% 4bd too SHEET OF BY e *1)4 1l+ WirOv. 41.6 1T1475/re#Jpe to It° .101 W.tZg , Io7(5.` 4)601z =6t (.gyp% 32,q1443 --- cA(-. tomb) oZ' exuzoqe, (.:j o46, (43 ege, ENGINEERS — NORTHWEST INC. P.S. „. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522.6696 Joe No. SueJECT Joe NAME.. _ ..�� DATE 111400 Qr`r SHEET, 5 OF .• Otst CP YL X21' aAl • R z , GM* (.ill' 7.c,' 4 rot 4.2151 Oil 4R� � � D,bt (1 i 230A *WO. t/ " -IQ' K = GeV( Z3G)c t 12101 I 14.41.1.1, 0 1p,¢1 , : , i'v 4.11 0 ui9 R G a3Q''4 $ I`,�}I l,s'r6' 3 t?�i Z3O' ` 800 I,';lo u,. I�,il+x ►',i�. p 3, �2 (.361” 1 1. 111 x= 4,v? 2,0)( talk Pic °)0149, 16,61! fps 3,06 "7Z,'2.2 ley Ii,% x.46. 54 11 x.30 C I;I'' i ) 1 16•34' fivr 3,0 4. 11. , A k* 4.174+ 2 liB +.I,7t? -- 3/6 it S4q.6P t %,oak- ' ,�.,.,_.... ..■ site It,oC9 Ci 1010 tcl c tuee 4/ r 33,5 .,1o•. RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 Job : Page: 1 Date: 9/12/00 File: Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor1.333 Include Shear Deformation No No. of Sections for Member Calcs20 Do Redesign No P -Delta Analysis Tolerance 0.50% =rte= = == = =a= = =a == === == a= = = = =_< Joint Coordinates > a== == =a ==n=== =arsaaarsaaisaaaa= Joint No 2 3 X Y Joint Coordinate Coordinate Temperature ft ft °F 0.000 0.000 0.00 8.000 0.000 0.00 27.800 0.000 0.00 marmmmmmmmmmmmmmammmmmaesmmm< Boundary Conditions > +aQli=sueissmaaloum:aatmilemmumn Joint * Translation + No X Y Rotation K /in K /in K- ft /rad 2 Reaction 3 Reaction Reaction mmmnmmmmmmmmmmms > mmmmmQmmmm< Materials (General) >mmmmmmmiammmmmmmmmmmmmmmmmmm Material Youngs Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress - - - - -- Ksi Ksi 10"5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 mmiammoaeam==== =========oamm=====< Sections > ommam =====momomoaeammmmmmmamaommm: Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C inA2 in "4 in"4 P1 W16X26 STL 7.68 1.2 1.2 9.59 301.00 aannaammmm===== =========amaoam===< Members > aacaoa asammamaa aaamsanmaamaommaammantommum Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I :AVM J :AVM I -End J -End Label i Length in in ft - - -- 1 1 2 Pa. 8.00 2 2 3 P1 19.80 aassaa;rsa. =m== =acs: aaa= < Basic Load Case Data a === tea BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 SOIL PRESSURE 5 RISA -2D (R) Version 4.01. Engineers Northwest . 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 Job Page: 2 Date: 9/12/00 File: m_ c Member Distributed Loads, BLC 1 > Member Joints Load Pattern Pattern Label Multiplier U1 1.0000 U2 1.0000 4) !IR U3 1.0000 U4 1.0000 U5 1.0000 e 1 1 2 2 2 3 2 2 3 2 2 3 2 2 3 +ss=mm=aammmem"_= me_=- - _ ='=mm< Load Patterns >_ ".e`-= 'a.a.emaaftm= .aftea= ansaaas Pattern Label U1 U2 U3 U4 U5 Magnitudes Dir Start End K /ft,F K /ft,F Y 0.060 0.300 Y 0.300 0.510 Y 0.510 0.830 Y 0.830 0.000 Y 0.000 -1.190 •• ■ ■ ■•'+•sss•sso•s••ssss•s••< Load Combinations Locations Start End ft or % ft or % - -- 0.000 0.000 0.000 7.000 7.000 11.000 11.000 14.610 14.610 19.800 >ssssssssssssssssssssssssssss RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 SOIL PRESSURE 1 1 sssassssssssssssssss< Reactions, Joint + Forces No X Y K K LC 3. 2 0.00 -5.70 3 0.00 0.34 Totals: 0.00 -5.37 Center of Gravity Coords (X,Y,Z) (ft) ssssssssssssss< Member Section Forces, Member Joints Section 1 - J i Axial K 1 1- 2 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 11 0.00 : SOIL PRESSURE Moment Mz K -ft 0.00 0.00 5.480, >ssssssssasssmsssssss 0.000, 0.000 LC 1 : SOIL PRESSURE >ss- sssssssssss Shear K 0.00 0.03 0.06 0.10 0.14 0.19 0.25 0.31 0.37 0.44 0,52 Moment K -ft 0.00 -0.01 -0.02 -0.06 -0.11 -0.18 -0.27 -0.39 -0.53 -0.70 -0,91 RISA -2D (R) Version 4.01 Engineers Northwest 6869 Woodlawn Ave, NE, Suite 205 Seattle, WA 98115 Job Page: 3 Date: 9 /12/00. File: m omw = = =< Member Section Forces, LC 1 : SOIL PRESSURE > Member Joints Section I - J 4 Axial Shear Moment X K K -ft 12 0.00 -1.14 13 0.00 -1.41 14 0.00 -1.72 15 0.00 -2.07 16 0.00 -2.46 17 0.00 -2.89 18 0.00 -3.9.37 19 0.00 -30 20 0.00 -4.48 0.60 0.69 0.78 0.87 0.98 1.08 1.20 1.32 1.44 2- 3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 4.26 - 3.93 -3.57 - 3.18 - 2.75 - 2.29 - 1.80 -1.27 - 0.67 0.01 0.79 1.61 2.24 2.62 2.75 2.63 2.26 1.65 0.78 - 0.34 -4.48 -0.21 3.71 7.23 10.32 12.95 15.08 16.69 17.71 18.06 17.65 16.40 14.37 11.81 8.99 6.17 3.59 1.54 0.25 0.00 ENGINEERS-NORTHWEST INC.. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No.. ,Joe NAME _IVOS • 71, SueJrcT C UL4100 901(440 2A,6a0) ® 11,SS w1gx40 'filer. 9,Z3' °e WRK ?S $oVt t .01 DATE . g ILI) SHEET OF BY. -- 4t5(80- f -a.51 iosa 152o0 4-34. 3s t144 q,03( )= 111 1.2“10) .1.9) = i e. 1.3(151'- (so, S(10):9-47)+01):610. P:(130= 10$0 . J� 11.3910 100.U u1,3 1 -r w7 I,o� f11b1) . '- (.TI(!dr(r ferns ' -1-(_ QO��� +(a.51,r a'A.os r tOtk kO loSIT 'Pt. r • lx... 70F,P u•e ISS Nt ?0,1g0 91) 4-, I = :,.a5 U1: Bo.15(• IS 5) : ¢.Ici 'nor 104.0 k- 94.3$ ir 1 2.5.38 /r 1Z. 7g 6101 44.1 WaLX(o% tzz: WA:N/4-044k) 39. ,s& 100.2• 1o5.Z.. ta21 t ,*oXeQ RilT) Lea took4d I.Z" oC � be o 77yVt t 841 t) ► % ppcv ENGINEERS—NORTHWEST INC. P.S. 6889 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (200) 5224490 Joe No. JOB NAME _ o � 1 / I DATE , I12-I 6/6 SUtlJ n LGT �1 %..� ' ,.Aw/1:te...A SHEET Cx� ,tO1) tag 15, 3gC.b1) 4,091: 1,13 Lt, ' 15.3ti1135� r •2.1 iztalS I sat tc. 0 6Y 12. '52.8 101'1 1` ( 6�, M�I(�o,5 4- fir.$ ? wZ� cq 4- N1/4k,% 4•C1,1`-` is 11044 411 b` to A41,p, 5x1,33 welt ENGINEERS—NORTHWEST INC. P.S. 6889 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - 1206) 525.7560 - FAX # (206) 5224698 Joe No., Joe NAME DATE SUBJECT SHEET 1. 0F, BY 0.2d CTh 01 V 1, ¢C pl___ �a 1 x 7-sVootaE &w I vo (Az- -1a m ICI �tS.120 OVI (:4. 1 c..� )4I(33„5.21 'Ilk $Q, 41,614 IC9-(400/..)6b it p ;14 toce■ gLz. • 10X60 ) �2 1 Ptv. 510001 Description MP PURLIN Design input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location Composite Steel Beam Page 1 W21X44 30.750 ft 9.830 ft ✓ 8.500 in 2.000 in 12.000 In 8.000 in Perpendicular Slab Both Sides Fy 38.00 ksi fc 3,500,00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads (applod before 75% cusp) Full Span Uniform Loads... S 1 0.740 kilt ✓ Live Loads ( appiwd @nor 75% curing) Point Loads... *1 ft Full Span Uniform Loads...fr, 0 1 1.330 k/ft Point Loads... 01 k ft Using W21X44, Span 30 75f1, Slob Thickness • Stress Checks for Shored i Unshored Cases... ® Bottom of Beam Actual Unshored DL Stress Actual = Actual Shear Stress Actual = Unshored Stress Check.... (Mdl /Ss + MII/Strans) Actual (Mdi + MIl) / Strane(top) Actual 6503n, Dock Rib HI* 23,764.1 psi 12,881.3 psi 4,401.4 psi 28,123.6 psi 377.9 psi Alternate Unshored Stress Chock : (MdI + MII) / Ss Shored Concrete Stress Check....(MdI + MIl) / (Strans :top • n Shear Studs & Shear Transfer Actual N Studs 0 per 1/2 beam span Stud Capacity 12.50 k Total raq'd 1/2 Span • s Vh © 100% 234.00k Zone 1 from 0,000 ft to 5.125ft , Use 3 studs Zone 2 from 5.125 ft to 10.260ft , Use 4 studs Zone 3 from 10,250 ft to 16,375ft , Use 2 studs Zone 4 from 16,375 ft to 20,600ft , Use 2 studs Zone 5 from 20.500 ft to 25.625 ft , Use 4 studs Zone 6 from 25,625 ft to 30.750 ft , Use 3 studs OK Shored & Unshored 1 2 00in, Rib Spac■ 12 00in, Rib Widths 5 00in wI Slab Both Allowable is Allowable is Allowable IN Allowable = Allowable as 35,977.0 688.2 23,999,8 psi OK 23,999.8 psi OK 14,400,0 psi OK 32,400.0 psi OK 1,575.0 psi OK 27,360,0 psi 1,575.0 psi V'h : min Vh : Used 112.33 k 112.60 k PI*v 510001 Description MP PURLIN Composite Steel Beam Page 2 Deflections 1: Transformed 3,107.48 in4 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Shored 0.213 in Otter Motes !moved) 0.000 in 0.382 In 0,213 In : L/1735.5 0.5951n : L / 820.2 I : Effective 2,413.131n4 Unshored__ 0.809 in 0.000 In 0.382 In 0.609 in : L / 606.3 0.991 in : L / 372.4 Reactions Load Combinations... Deed + Constuction Composite Max DL + L!. Left 11.38k 20.46k 31.83k „Right 11.38 k 20.45 k 31.83 k Analysis Values Effective Flange Width... Based on Beam Span 7.887 ft Based on Beam Spacing 9.830ft Maximum Moments Dead Load Alone Dead + Const Live toed Only Dead + Live Support Shears Shear ® Left Shear fa Right 87.46 k -ft 87.46 k -ft 167.20 k -ft 244.68 k -ft 31.83 k 31.83 k Fb:Allow n : Strength n : Deflection 23.76 psi 8.60 8.51 Effective Width 7.887 ft I Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight I-steel 8 steel : top 8 steel : bottom W21 X44 20.680 in 8.600 in 0,460 in 0.350 in 13,000 in2 44.157 Nit 843.00 in4 81.81 in3 81.81 in3 Ixx : Steel Section I transformed Strans : top Stains : bot Sirens : eff at bot n•Strans : Ef top X -X Axis from Aot Vh ®100% 843.00 In4 3,101.62In4 580,451n3 142.17 In3 123.80 in3 3,676.41n3 21.82In 234.00 k Summa% J Rev. 510001 Description MP10 tit Composite Steel Beam Page 1 Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W30X99 32,880 ft 30.750 ft 8.500 in 2.000 in 12.000 in 5.000 In Parallel Slab Both Sides Full Span Uniform Loads./ * 1 2,250 k/ft Live Loads (VOW liter 75 %cuifnp) Full Span Uniform Loads.,. / 01 4,150k/ft ✓ Fy f'c Concrete Density Stud Diameter Stud Height Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000,00 kal 50.00 ksi 3,500.00 psi 145.00 pcf 0.750 In 3.500 in Point Loads... #1 Point Loads.,. 1 k Using W30Xfi9, Span a 32.80ft, Slab Thickness v 0:50cin, Dock Rib Mu Slags Checks for Shored II Unshored Cases.,. © Bottom of Beam Actual >Q 30,920,3 psi Unshored DL Stress Actual 13,658,9 psi Actual Shear Stress Actual = 8,824.2 psi Unshored Stress Check.... (Mdi /8s + MII /Strans) Actual = 33,810.8 psi (MdI + Mil) / Strans(top) Actual a 024.1 psi Alternate Unshored Stress Check : (MdI + Mil) / 8s Shored Concrete Stress Check,...(MdI + Mil) / (Strans :top • n Shear Studs & Shear Transfer 2.04ln, Rib Spec* Allowable >: Allowable = Allowable = Allowable = Allowable = 38,681.7 982.4 ft OK Shored & Unshored 12.0 n, Rib Width* 5 :00in w/ Slab Beth 33,333,0 psi 33,333,0 pal 20,000.0 psi OK OK OK 45,000.0 psi OK 1,676.0 psi OK 38,000.0 psi 1,676.0 psi Actual 0 Studs 0 per 1/2 beam span Stud Capacity 12.50 k Total req'd 1/2 Span 15 studs Vh 100% 727.60k Zone 1 from 0.000 ft to 5.480ft , Use 6 studs Zone 2 from 6.480 ft to 10,960ft , Use 6 studs Zone 3 from 10,960 ft to 16,4408 , Use 4 Muds Zone 4 from 16.440 ft to 21.9208 , Use 4 studs Zone 6 from 21.920 ft to 27.400ft , Use 8 studs Zone 6 from 27.400 ft to 32,880ft , Use 5 studs V'h : min Vh : Used 181.88 k 187.60 k Rw: 5I000$ Description MP10 Deflections I ; Transformed Composite Steel Beam 10,989.11 1n4 Shored 0.2701n Otter & ores removed) 0.0001n 0.499In 0.2701n : L /1469.5 0,7891n : L / 512.9 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection Reactions Load Combinations... Dead + Constuctlon Composite Max DL + LL Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Dead + Live Support Shears Shear Q Left Shear ® Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight 1 -steel 8 steel : top 8 steel : bottom ®t Left 36.99 k 88.23 k 105.22 k 1: Effective Unshored 0.511 in 0.000 in 0.4991n 0.5111n L/ 772.0 1.010 in : L / 390,8 7,543,26in4 di Bight 38.99 k 88.23 k 105.22 k Page 2 304.08 k -ft 304.06 k -ft 560.82 k-ft 864.87 k -ft 105,22 k 105.22 k Fb : Allow n : Strength n : Deflection 33.00 psi 8.60 8.51 Effective Flange Width... Based on Beam Span 8.220ft Based on Beam Spacing 30.7501t Effective Width 8.220 ft W30X99 29.650 In 10.450 In 0.670 In 0.520 In 29.1001n2 98.844 9/ft 3,990.00 in4 269.14 1n3 289.14 in3 Ixx : Steel Section I transformed Stains : top Strans : bot Strang : eff ® bot n•Strans : Ef 0 top X -X Axis from Bot Vh 0 100% 3,990.001n4 10,963.581n4 1,253.98 1n3 400.031n3 335.891n3 8,814.31n3 27.41 in 727.50 k 1 14 ltw: 310001 Description MP11 Design Input Composite Steel Beam Page 1 Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location W24X88 24.380 ft 30.760 ft 6,500 in 2.000 in 12.000 in 5.000 In Parallel Slab Both Sides Fy fc Concrete Density 50.00 ksi 3,500.00 psi 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000,00 ksi Dead Loads (apprd blbn 75% curing) Full Span Uniform Loads... * 1 2.260 k/ft Live Loads (VOW af? 75K cuwing) Full Span Uniform Loads,.. 01 4.150 k/ft '• Summary Point Loads... 0 1 Point Loads,.. 01 k ft Using W24Xt G, Span ■ 24 38ft, Slab Thickness = Stress Checks for Shored 1 Unshored Csses... a Bottom of Beam Actual = Unshored DL Stress Actual = Actual Shear Stress Actual 0 500in, nook Rib HIE 2 03in, Rib Specs 28,962.9 pal 13,006.4 psi 7,822.1 psi Unshored Stress Check.,.. (MdI /8s + MII /8trans) Actual = 31,787.0 psi (WI + MO) / Strans(top) Actual = 806,9 psi Alternate Unshored Stress Check : (Mdl + MIl) / Ss Shored Concrete Stress Check...,(MdI + MIl) / ($trans :top • n Allowable = Allowable Allowable = Allowable = Allowable = 38,996.0 935,8 OK Shored & Unshored 12 00in, Rib Widths S OOin wl Blob Both 33,333,0 psi 33,333.0 psi 20,000.0 psi OK OK OK 45,000.0 pal OK 1,575,0 psi OK 38,000,0 psi 1,675,0 psi Shear Studs & Shear Transfer Actual 0 Studs 0 per 1/2 beam span Stud Capacity Total raq'd 112 Span 11 studs Vh (p 100% Zone 1 from 0.000 ft Zone 2 from 4.083 ft Zone 3 from 8,127 ft Zone 4 from 12.190 ft Zone 5 from 18,253 ft Zone 6 from 20,317 ft 12.60 k 502.50k to 4,063ft , Use 4 studs to 8,127ft , Use 4 studs to 12.180ft , Use 3 studs to 18,263ft , Use 3 studs to 20.317ft , Use 4 studs to 24.380ft , Use 4 studs V'h : min Vh : Used 126,83 k 137.60 k 1 1§ !t Rev: S10001 Description MP11 Composite Steel Beam Deflections 1: Transformed 5,365.41 In4 -Sh 0.168 in W l 0.000In 0,3091n 0.188 in : L /1748.2 0,4771n : L / 013.8 Before 75 % Curing Construction Loads Only After 76% Curing Total Uncured Deflection Composite Deflection Page 2 I: Effective 3,679.371n4 Uns 0.337 In 0.000 In 0,3091n 0.3371n : L / 888.5 0.848 In : L / 463,0 Reactions Load Combinations... Dead + Canstuction Composite Max DL + LL Anelyais Values Maximum Moments Dud Load Alone Dad + Const Live Lad Only Dead + Live Support Shears Shear Q Let Shear Q Right 27.43 k 60,60 k 78,02 k hL 27.43 k 60,69 k 78,02 k 187,17 k -ft 187,17 k -ft 308,34 k -ft 476.61 k•ft 78,02 k 78,02 k Fb : Allow n : Strength n : Deflection 33.00 psi 8.80 8.51 Effective Flange Width... Based on Beam Span 0.095ft Based on Beam Spacing 30.750ft Effective Width 8.096 ft Section Properties Section Name Depth Width Flange Thiok Web Thick Area Weight 1 -steel 8 steel : top 8 steel : bottom W24X68 23.730 in 8.985 in 0,585 in 0.416 In 20.100 in2 88,274 a/ft 1,830,001n4 154.24 In3 154,24 In3 hoc : Steel Section 1 transformed Strans : top Straps : bot (trans : eff ®bot n•Strans : Ef ® top X -X Axis from Sot VhQ100% 1,830.001n4 6,352.771n4 708.961n3 238.01 in3 197.01 Ina 3,821.8 In3 22,881n 602.50 k i Rev:Si0001 Description MP12 ',Design Input Section Name Beam Span Beam Spacing Slab Thickness Deck Rib Height Rib Spacng Rib Width Rib Orientation Beam Location • Composite Steel Beam 8 Page 1 W27X84 32.880 ft 30,750 ft 8.500 in 2.000 in 12.000 In 5.000 in Parallel Slab One Side Fy 38.00 ksi f c 3,500.00 psi Concrete Density 145.00 pcf Stud Diameter 0.750 in Stud Height 3.500 in Beam Weight not added Using Partial Composite Action Elastic Modulus 29,000.00 ksi Dead Loads (appNd Wm* 75% outing) Full Span Uniform Loads... * 1 1.130 k/ft [Live Loads (.pfMd alter 75% cwh►g) Full Span Uniformloads... M 1 2.080 k/ft Summary Wing' W27X84, Span 32.8aft, Slob Thickness ■ stress Checks for Shored t1 Unaltered Cases.,, © Bottom of Beam Actual = Unehored DL Stress Actual >s Actual Shear Stress Actual = Point Loads,.. *1 Point Loads,.. #1 k ft 1 ft Unshored stress Check... (Mdl/8s + MII /Strans) Actual = (MdI + MII) / 8trens(top) Actual = !Win, Deck Rib Hts 20,083.8 psi 8,688.8 pal 4,295.1 psi 21,587.8 psi 688.4 psi Alternate Unehored Stress Check : (MdI + MO) / Se Shored Concrete Stress Check..,.(MdI + Mil) / (Strane:top * n Shear Studs & Shear Transfer OK Shored & Unshored 2.00in, Rib Spats 1200in, Rib Widths 600in w/ Slab One Allowable Allowable >s Allowable = Allowable = Allowable = 24, 392.8 908.1 23,999.8 psi OK 23,999.8 psi OK 14,400.0 psi OK 32,400.0 psi OK 1,576,0 psi OK 27,380,0 psi 1,676,0 psi Actual 0 Studs 0 per 1/2 beam span ✓ Stud Capacity 12,50 k Total r q'd 1/2 Span •studs Vh 100% 391.27k Zone 1 from 0.000 ft to 5.480ft , Use 3 studs Zone 2 from 5.480 ft to 10,960ft , Use 3 studs Zone 3 from 10,980 ft to 18,440ft , Use 2 studs Zone 4 from 18.440 ft to 21.920ft , Use 2 studs Zone 5 from 21.920 ft to 27.400ft , Use 3 studs Zone 6 from 27.400 ft to 32.880ft , Use 3 studs V'h : min VI1: Used 97.82 k 100.00 k Arr. 510001 Composite Steel Beam Description MP12 Page 2 Deflections I : Transformed 6,961.43 In4 Shored 0.208 in Miter shores } 0.000 in 0.383 in 0.208 in : L /1898,7 0.501 In : L / 868.1 Before 75 % Curing Construction Loads Only After 75% Curing Total Uncured Deflection Composite Deflection I : Effective Unshored 0.359 in 0.000 in 0.383 In 0.359 In : L / 1098.0 0.742 in : L / 531.8 4,928.52In4 Reactions Load Combinations... Dead + Constuction Composite Max DL +LL Analysis Values Maximum Moments Dead Load Alone Dead + Const Live Load Only Deed + Live Support Shears Shear a Left Sheer CD Right Section Properties Section Name Depth Width Flange Thick Web Thick Area Weight 1 -steel 8 steel : top 8 steel : bottom ® Left 18.68 k 34,20 k 62.77 k 152.70 k•R 152.70 k•ft 281,08 k•ft 433,79 k•ft 62.77 k 52.77 k Fb : Allow n : Strength n : Deflection {& Right 18.58 k 34.20 k 52.77 k 23.76 psi 8.60 8.61 Effective Flange Width... Based on Beam Span 4.110 ft Based on Beam Spacing 16.375ft Effective Width 4A10 ft W2TXd4 28.710 In 9,960 In 0.640 in 0.460 In 24,800 In2 84.238 *ft 2,850,001n4 213.401n3 213.40 1n3 Ixx : Steel Section I transformed Strans : top Strans : bot Strans : etf 0 bot n•8trans : Ef ® top X -X Axis from Sot Vh C 100% 2,850.00 1n4 6,941.131n4 866.57 In3 304.48 in3 259.461n3 3,805.41n3 22.80In 391.27 k • • ENGINEERS—NORTHWEST INC. P.S. 6889 WOODLAWN AVE, N. E. - SUITE 205 • SEATTLE, WA 98115 • (206)525-7560 • FAX # (206) 5224696 Joe No, JOB NAME '.157.-01904 DATE SUBJECT Sko-otMe--"v • 40000 A G-Airid-- ikehateD Lf00 wierkt., f�7 A*ij -11 Row.100.", kodt. SHEET SY Kt). 'refoKi— 100'nfa X 12.3$ Yliro SQL' froe0 T144.0 ilgefv, 4-43)(12sv3 T-10° 60H., 1• 2‘411(---4,064fitert I.= 57337 saffRI Pasitt 9741,K) t-feorot ?Atter& PrZeit)(9t lucv)o u.)-(= 11)00,70.50:4,11t- f, eb11241) ptoe,k4i2A.6- tack —$5w 4,tRAtr I "1-FriA, : :5 I so ID 12 It„ Ars.voizo- 19 4-144 2-7C s cou( kivtlessa. • 14 Oar q11 Woo= "1.4-41c.- PLANNING DIVISION COMMENTS DATE: July 28, 2000 PROJECT NAME: Exodus Underground Storage Tanks PLAN CHECK NO.: MI2000 -181 Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. Prior to permit issuance a determination that the project qualifies as a Planned Action under Tukwila's MIC Implementation Plan is required. Please submit a Planned Action checklist for review. July 28, 2000 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Steve Black Sabey Corporation 12201 Tukwila International 131, 4th Floor Tukwila, WA 98168 RE: Letter of Incomplete Application h1 Development Permit Application Number M12000-181 Exodus Seattle 3 — Fuel System 3355 South 120111 Place Dear Mr. Black: This letter is to inform you that your permit npplicntion received at the City of Tukwila Permit Center on July 26, 2000 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Daghwjadahm, Ken Nelsen, Plans Examiner, at (206)431 -3670, if you have any questions regarding the following: 1. Provide 4 copies of n soils report. Planning, Division: Nora Merloff, Associate Planner, at (206) 431 -3141, If you have any questions regarding the attached. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision dons not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a `Revision Sheet' :rust accompany every resubmittal. 1 Imo enclosed one for your convenience. Revisions must be made in person and R'lll not be accepted through the oral or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431.3672. Sit erely, Brenda Halt Permit Coordinator encl File: Permit File No. MI2000.181 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 3670 • Fax: 206431.3665 r,l3 t nd that tile E�ia !SEC JON 15600 undetsta sUbl�;ct t FUEL OIL STO A�' GE TANKS, DOUBLE WALL PART 1 - GENERAL 1.1 RELATED REQUIREMENTS 00080,00 AECETUKWIL ► CITY OF PERMIT CENTER A, Comply with Division 1- General Requirements and referenced documents, B. Comply with all other Division 15 Sections, as applicable. Refer to other Divisions for coordination of work with other trades as required, 1.2 SYSTEM DESCRIPTION A, Provide labor, materials, equipment, tools, and services to perform the operations and installation of the fuel oil storage tank (s), pumping, and piping systems as shown on the Drawings. B. It is the intent of these specifications to install a system in total compliance with the most current Environmental Protection Agency (EPA) statutes. If items of equipment and piping are required in addition to that specified herein to comply with such then they shall be provided at no additional cost. 1.3 QUALITY ASSURANCE A. All equipment and materials shall be now and of the best quality. 13. All equipment and materials shall be installed in a workmanlike manner by experienced mechanics and as recommended by the manufacturer. 1.4 SUBMITTALS A. Product Data: Submit manufacturer's descriptive literature and installation instructions together with pump curves and head calculations. 13. Shop Drawings: Submit in accordance with Section 15010, Include piping diagram of system with each component labeled and tagged correlating with a bill of materials and data sheets for each. 1.5 PRODUCT HANDLING A. Cover and protect equipment in transit and at site, Equipment not properly protected and stored and which are damaged or defaced during construction shall be rejected. May 30, 2000 15600 -1 M Imo- tsi ., 00080.00 B. Storage and protection of materials shall be in accordance with Section 15010. PART 2 - PRODUCTS 2.1 FUEL OIL STORAGE TANK, DOUBLE WALL A. Provide underground fuel oil storage of the reinforced fiberglass type as manufactured by Owens Corning Fiberglas Corporation or Xerxes. Size, capacity, and location shall be as shown on the Drawings. Tank shall be designed for storage of liquids at atmospheric pressure, with specific gravity's up to 1.1, and with maximum temperatures as high as 150 Deg. F. Tank shall be chemically inert to petroleum products. Tank shall be Xerxes DWT- 11, 10' diameter, 40,000 gallon tank. B. Submittal data shall include drawings giving dimensions and other construction details relating to tank, calibration charts, installation instructions, and cleaning instructions. C. Tank shall be designed, constructed, and installed in accordance with NFPA -30, NFPA -31, UL, and all EPA requirements. Tank shall have a yellow UL Certification plate/label affixed to the tank. D. Immediately before installation, tank shall be air - tested for leakage to 5 PSIG. The manufacturer shall certify that tank has withstood a vacuum of 11.5 inches of mercury applied at the factory. Tank shall withstand an actual depth of 7 -feet of overburden with a safety factor of 3 :1 against buckling. Tank shall withstand all possible surface water loads after installation. Tank shall support accessory equipment, such as drop tubes, when installed. E. Provide anchor straps, as indicated on the Drawings, per manufacturers recommendations. Each "leg" of each strap shall be capable of withstanding a tension load of not less than 50,000 pounds. F. Furnish tank with factory installed 42" attached collars where indicated on drawings. G. FIttings shall be threaded NPT, constructed in accordance with UL Requirements, and shall be supplied with cast iron plugs. Standard threaded fittings shall be 4 -inch diameter, and shall be half couplings. Provide reducers for smaller piping as indicated on the Drawings. Each fitting shall withstand a minimum of 750 foot- pounds of torque and 1,000 foot - pounds of bending moment. H. Terminate suction line four inches (4 ") from the bottom of each tank. May 30, 2000 15600 -2 4 Itedi ig • 00080.00 Provide an OMNTEC OEL -8000 tank gauging and leak detection system for simultaneous monitoring of product levels and leak sensing points. Install magneostrictive probes, tank monitors, remote alarms and sensors where indicated on drawings. Install per manufacturer instructions. J. Provide lifting lugs on tank, designed for 300% of the empty weight of the tank K. Provide on tank, fiberglass- flanged manway with a minimum 22 -inch inside diameter as shown per manufacturer data. L. Provide piping sumps with flanged manway for each tank, manway as detailed, per manufacturer data. M. Provide the following tank accessories: 1. Four -inch (4 ") submerged fill drop tube, equal to OPW 6150-4010. Field cut bottom at a 45- degree angle. Provide tank bottom protector shield. 1 Observation/monitoring manholes; four (4) for manual vapor monitoring as detailed on the drawings, equal to OPW 104 -A -0800, 8 inch size. Body shall be cast iron with steel skirt and heavy -duty cast iron cover. Provide monitoring cap and slotted PVC 4" tube. 3, Spill container, with 5- gallon spill capacity, pull to open drain valve. H20'rated lid, 2 -piece construction with lockable lid and flush mounted ring. 4. Provide tight fill adapters and caps for spill container, equal to OPW 633 top seal adapter and OPW 62 -11 toggle lever cap or OPW 634 cap. Adapter to have bronze body with BUNA-N gasket and be a four inch (4 ") coupling size. Cap shall be high impact composite with stainless steel pins and corrosion resistant plated steel links. Cap shall have locking capability, 5. Float vent valve extractor assembly equal to OPW 233 -V with float vent valve equal to OPW 53 -V, and vapor vent equal to OPW 23. Extractor to have cast iron body with " Duraguard" protective coating with bronze extractor. Float vent valve shall have a 2" stainless steel ball float, cast iron body with duraguard protective coating and float seating material. Vent shall have an aluminum body with a 40 mesh brass screen to fit a two -inch (2 ") pipe. May 30, 2000 15600 -3 00080,00 6. Double poppet foot valves, one (1) each, equal to OPW -86 and extractor fittings equal to OPW -233. Foot valve shall have metal to metal seat and 20 -mesh screen. Foot valve shall be made of plated cast iron with bronze poppets and seats. Screen mesh shall be monel. Extractor shall have cast iron body with bronze cage and cap, and either BUNA -N "O" ring or chromed tanned leather seals. 7. Manhole frame and cover for tank leak monitoring conduit riser equal to OPW -104- A, 18" round size, Body shall be cast iron with a steel skirt and heavy -duty cast iron cover. 8. Round manhole frames and covers for access to piping sumps. Cover shall be heavy - duty cast iron with steel skirt, Cover shall be minimum 36" diameter. 9. Equals by EBW or Universal Valve Co., Inc. will be considered. 2,2 DUPLEX FUEL OIL PUMP SYSTEM A. Provide a packaged duplex fuel oil circulating pump system as manufactured by Red Jacket, Gordon -Piatt, Sepco, or Viking. B. Fuel oil pump system shall be suitable for No. 2 fuel oil with a maximum oil viscosity of 38 SSU at 100 Deg.F, C. Circulating pump system shall be completely factory assembled, piped and wired, to include starters, D. Provide the following piping specialties to be part of the assembled packaged unit: 1. Manual ball shut -off valves at each pump discharge. 2. Check valve in each pump discharge with 50 psi internal relief, 3. Check valve in each pump relief valve discharge, 4, Pisces flexible piping, fully retractable with internally expanded SWI couplings on piping terminations, E. Provide Schedule 40 black socket welded, to connect all components indicated herein and as shown on the drawings for the packaged unit, above ground piping only. F. Provide duplex No, 2 fbol oil, Submersible Turbine, centrifugal type pumps, Pump motors shall be suitable for application with 208/230, 1ph, 60 -hertz electrical characteristics and be nominal 1725 RPM. Pump is designated for direct installation through a tank mounted 4 " "FNPT fitting. G. Provide NEMA 12 control panel enclosure to include individual magnetic across the line motor starters with individual phase overload protection, 115 volt stop down control transformer, operating pilot lights, manual -on and manual -off and automatic switches for each pump. Provide relays and auxiliary contacts for connection to day tank(s) and control(s) to energize pumping system. Provide 2 keys with lock for enclosure. Provide permanently affixed electrical ladder control diagram in Control Panel. Provide lead -lag control and alternator for even wear of pumps and motors, Both motors shall operate together if needed to maintain system pressure. Control components, wiring and installation May 30, 2000 15600 -4 00080.00 by Mechanical Contractor. Power line voltage wiring and connections by Electrical Contractor. H. Day tank System: Provide UL -142 listed 500 - gallon double -wall day tank with complete control package and appropriate accessories per drawing. Install day tank per manufacturers instructions. Pump controller shall operate two supply and one return pump. Supply control shall automatically alternate between the two supply pumps. Internal return pump shall be used for high level pump out only. Control panel shall actuate & intertie with float switch,' hp, 230 volts, single phase pump motors and have overload protection. 5 level float switch will be provided for supply pump on/off, return pump on/off, high and low level. Rupture basin float leak detect switch and additional 4" fnpt fitting will be provided. Panel shall have high/low & leak warning lights with audible alarm. Model # PDWT -500 & PTC- 30SR as manufactured by Phillips Pump. 2,3 FUEL OIL PIPING A. Fuel oil piping above grade shall be Schedule 40 black socket welded piping fittings. Contractor has the option to use threaded pipe to connect main lines to day tank where applicable, and as designated on the drawings. B. Underground fuel oil piping shall be fully retractable, flexible piping with hilly bonded secondary containment system as manufactured by Pisces. Pipe and fittings shall be installed in accordance with the manufacturer's recommendations, and within the limitations of the UL Listing for this use. All piping shall be UL Listed for underground petroleum use. See component narrative on drawings and manufacturers data, C. Provide a supply line, return pipe, fill pipe, and vent pipe for each tank. Provide appropriate fittings for terminations of fill and vent pipes, with NFPA 30 approved vent cap. D, Provide foot valves in tank at base of supply line (fuel oil suction piping). E, Provide flexible vent piping total containment SP2501, 2.4 FUEL OIL TANK AND PIPING LEAK DETECTION SYSTEM A. Furnish and install a combination Underground Fuel Oil Storage Tank and Piping System Leak Detection and Monitoring System to comply with all Environmental Protection Agency (EPA), State of WASHINGTON Commissions, and local City and county government requirements for the specific site conditions encountered. B. The Tank Monitoring System shall be a hydrostatically based type with a 15% Brine Antifreeze solution stored in between the inner and outer tank walls. Solution type shall be as recommended by the tank manufacturer. May 30, 2000 156005 00080.00 C. Provide tank reservoir sensor with lead cable, PVC riser pipe, cap, and fittings, flexible conduit and switching contacts, compatible with system type installed. D. Electronic Control Panel shall be constructed of U.L. Listed electronic the following features: 1. 120 Volt, 20 watt, power requirement. 2. Sensing/Monitoring circuit incapable of causing ignition of No normal or fault conditions. 3. NEMA 4X weatherproof rating. 4. Monitoring circuit power of approximately 12 volts A.C. 5. Normal and alarm lights for each circuit monitored. 6. Alarm test button. 7. Warning bell with silence switch. 8. Internal fax modem. 9. Wall mounting brackets/hardware. 10. Padlock hasp. 11. Fiberglass or stainless steel panel housing construction, 12. RS -232 communication port. 13. Locate as shown on the drawings. components with . 2 fuel oil under E. Provide a pre- assembled compatible switch panel suitable for the number of circuits monitored. Panel shall be non - metallic construction with a NEMA 4X U.L. Listing. F. The following items require separate monitoring circuits: 1. Annular space of double wall tank 2, Containment collars of tank piping sumps, one (1) circuit for each, total of two (2) circuits. 3. Transition sumps and as designated on the drawings. G. All double wall containment piping systems shall terminate open into the piping sumps to facilitate leak detection of the piping system. Provide sump leak detection sensors for each of the sumps. PART 3 - EXECUTION 3,1 INSTALLATION A. Each item of equipment shall be installed in accordance with the requirements of the governing authorities, the manufacturer, and these Specifications. B. Prior to installation, contact the equipment manufacturer and obtain his written recommendations for installation, May 30, 2000 15600 -6 00080.00 C. Fuel Oil Tank: Install tank on a concrete foundation in accordance with the manufacturer's instructions, and the API's Standard entitled "Recommended practice for Shipping and Installation of Reinforced Plastic Tanks". Follow the manufacturer instructions concerning backfill material and its installation and other state or local code requirement as may apply. After tank has been installed, and before piping connections are made and equipment attached, block outlets and fill with No. 2 fuel oil. After piping connections are made, clean tank and nozzles in accordance with the manufacturer's instructions. Cleaning and testing shall be done at the factory; sealed and shipped as if sterile. D. Fuel Oil Pumps: Each installation shall comply with applicable NFPA standards, and with applicable NEC requirements for "Hazardous Locations ". END OF SECTION May 30, 2000 15600 -7 07/25/00 08152 FAX 6128871870 XERXES C RP. //\T XERXES® 4,*=`: CflNPAN�Td COPPORAraN July 25, 2000 Mr. Bill Durkin Northwest Pump Equipment FAX (206) 766 -7413 Re: 10' — 40,000 Gallon Double Wall with Brinefill Underground Storage Tank Exodus,':; Tukwila, Washington Dear Mr. Durkin: The buoyancy data for your installation has been summarized for the above - mentioned site. All of the calculations are based on the site data and standard engineering values for the physical parameters which you provided for the site. All of the calculations have been made In accordance with Xerxes' protocols. These protocols present an analysis of underground tank buoyancy, which is based on common engineering practice. The basis Is similar to that shown in Section 5 and Appendix A of PEi/RP 100.97, Recommended Practices for Installation of Underground Liquid Storage Systems. It is the tank owner's repor Xerxes' sole responsibility Given the installation paran 40,000 gallon double wall b Factor of 2.48 :1. Xerxes r sibllity to determine the suitability and applicability of the Installation. any installation is that which is presented In our standard warranty. eters that you have provided, our calculations show that the 10' -- inefill tank with full slab anchoring system, has a Buoyancy Safety commends a minimum of 1.20:1 Safety Factor. Copies of the worksheets ale Included for your files. If I can be o • . - I asst let T Techn port Enginee tance, please feel free to contact me. CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431.1288 PHONE (952) 887.1880 FAX (952) 887 -1870 07/25/00 08 :52 FAX 6128871870 XERXES CORP. tJ002 XERXES CORPORATION BUOYANCY CALCULATION FULLSLAB BURIAL WATER AT GRADE EXODUS/.'IUKWILA, WA BILL D JRTCIIV/wy 1 07n5/00 TA DATA NOM. CAP. (C1AL.) 40000 INSTALLATION TOTAL COVER INCLUDING SOIL TYPE (SWge1;DWP2;DW1Ib3) 3 & SLAB (P1) 6.00 DRY�1; WET-.2 2 TOP SLAB THK (IN) 8.00 TANK DIA. (PT.) 10 TOP SLAB LNG (FT) 75.69 •••••• * ** .s* **a *04 ** * *• *, ** * *•** *$ *•••** * * * *•• * * ** TOP SLAB WID (P1) 12,00 PROD STORED (GAL) 0 TANK SPACING (IN) 36.00 SPEC. GRAV. USED 1.00 BOT SLAB LNG (FT) 73.69 ERNE FILL (GAL 560 BOT SLAB WID (FI) 13,00 SAFE EACTOR BOT SLAB THK (CN) 24.00 DOWN FORCE FORCE 2,45 :1 # 48" PIPE SUMPS 2.00 # 42" Pi. sumps 0.00 IMILWELQUIS DOWN FORCES CONCRETE WEIGHT 221888.48 LBS. BACKFILL WEIGHT 633055.14 LBS, TANK WEIGHT 23000.00 LBS. PRODUCT WEIGHT 0.00 LBS. TOTAL DOWN FORCE- 877943.62 LBS. UP FORCES TANK DISP. FORCE 357638.89 LBS, TOTAL UP FORCE- 357638.89 LBS. WORKRDFET ,DATA SHELL DIAMETER--- 10.00 FT. • ACTUAL CAP (GAL) 40304.00 -- SHELL LENOTH 63.69 FT, * TANK WT. (LBS.) 23000.00 -. -- -•-- DOME PROJECTION--- 5.00 FT. • O.A.L. (FT,) 73.69 -- MID POINT HEIGHT--------- 10.33 FT. • NUMBER OF RIDS 48.00 COLUMN Io!G 16.33 FT. • ••••••••••••••••••••••••••••••••••*••••••• ......._ --- RIB VOLUME---------- 2631,00 CU. IN. DOME A. (SQ FT) 78.54 DOME VOL. (CU PT) 523.60 -is a saris. t T1: PT 1 INFslog TOP 8LAD 605.52 BOTTOM SLAB 191 5.94 --.. -- -- ---- -- TOTAL WET VOLUME 2521.46 FORCE • VOL, X 88 LDS /CF 221888.48 LBS. DeCKFILL VOLUME (Ci Fj OVER BOTTOM SLAB--- 9913.92 END WEDGE 637.00 . ---- -• TOTAL WET VOLUME 10550.92 FORCE. VOL. X 60 LDS /CUBIC FOOT 633055.14 LBS. NUM= SHELL VOLUME------- ---- -- 5136.25 CUBIC FT. DOME VOLUME--------- - ----.- 523.60 CUBIC FT. R.U3 VOLUME 73.08 CUBIC FT. TOTAL VOLUME 5732.94 CUBIC FT. VOL X 7.48 OAL/CL FT. 42882.36 GALLONS FORCE 14 GAL X 8.34 (LBS, /GAL.) 357638,89 LBS. 07/25/00 08:53 FAX 6128871870 XERXES CORP. 07/24/00 18:38 0S /31 /00 11:44 DATE: CUSTOMER: '(Tank Owner) PROJECT NAME: CONTRACTOR: FAX 12066 .629 FAX 809 683 1600 NW PUMP, EQUIP, XERXES NORTHWEST ) XERXES CORP. XERXES CORPORATION ® ��� xERx o BUOYANCY CALCULATION REQUEST ..1121100 wassra■asawirl exo MAC L aims t..wiE g CONTACT: PHONE ( FAX ( t003 II001/001 601 CONTACT .ji.la C ©u_� u,- PHONE (moo;.) nista -1141p FAX (tots) Tank Size: „ gals. dia, SW Burial Depth (Top or Tank to Grade), (o ' , Including Top Slab (when appropriate) 0 of Attached Collar Riser (ACR) � 4c Diem, Top Slab Thickness 8ackflll Type Water Table (cow. or.) Deedmen or Full Bottom Slab Len 8 11 ht sli lets T.na. ! ft; Width in; Thickness ._„ in, Tank Spacing 1�' In; Size _„_ _ft. by Thickness 423. In, Submittal Outline 1. 40,000 gallon Xerxes storage tank with Hydrostatic Monitoring 2. OEL -8000 Tank monitor system a. Monitor probe b. Sump (leak sensor) c. Hydrostatic reservoir sensor d. Remote annunciator for tank high level 3. H-20 rated manhole covers for access to tank probes & sensors. 4. Vent cap for tank vent riser 5. Fill adaptor top seal cap 6. Fill adaptor 7. Monitor well manhole for tank farm monitoring 8. Fill point spill containment 9. Overfill valve for use at the fill point 10. Retractable piping system 11. Sump bulkhead fittings 12. Transition Sump 13. Submersible turbine pump 14. Fuel cleaning system 15. Day Tank Package 40,000 gallon Xerxes storage tank with Hydrostatic Monitoring • . . ,'z,_,. . <L., -a.: .� •.i,. -i r •5'...LfiK:rY.:a:. t/— •.•'a.'lr.., 6. ..V«7 ?..11 ••" tr./ f/ • XE ES® / CORPORATION 9J. • • /7/ A • 22 / •ti7 �a. /// /:/ i/ /!/ �/ >r / TIE XERXES LOUBLE WALE r- Why Xerxes Fiberglass Y g Tanks? X;rre4 S:crece t:+nks offer a nurr Aber J aC'vant?CeS: 1. S. undue triter r I ric d esicn ar �c :cr.s:r'Jc:lcn of prem:ur , re ;lr, ,, r JI er • fcr,:erreri Tr y p et +- r I .-.+, 2 G CcSi•fic_. 'r�r_ ._ ,�,2.t 'C r;( � rl�p,C; dSS ic�r'KS cr•,.. _ :rr.g st. ',rCerr : r..d' r 'tuery'asS r;i, .irrr' °_ .r'"Ir? :e :re icy ^r e:r.rer t `ef ' e:!:erral :orrosicr• of :re :ank 3. Ficef `+1 ?s; t ?nk is r+; y hcin :er ?yrd� e ?S'yer :o Irsty ?;i :rr?r, Seel a ?r!.S, e i -. ? :;I Ir e 1 ee for r :a∎ of ~0,Csv'i Ju; rre: l: «urirG trs:all ?tier. 3 ° :.brr:aS; t.Ne r '"va:: '`rrrrs ?n cr:C:ral irs :?lia•oon fit it s:?Il ttcn of a n2'.V't:cr:tc~~. S. Xerxes : ?nks c rr. wl:r: t? 2O•ye ?r / ?rrelIzy a J ?In;t struarr?l fa,it;ra cl r1,i 0•; :errc%i ccr`cSicr". trA XERXES...The Difference Xer :r tar: oft. :nt `r CMGe r ari m?cr �: 6 nie' e ::Cre ?nw :Cr~mer :PI C„rrrar:., ;terles C,rrf1It're!1t :: Q�iGIriQ r'I�n•yl/L�I'i: 't.' •:p�irlt;+�r�r•. rirvd:JG:4 nos Coen ;rover tnrcucn ;Ix Ce: ?:,es :f Cave'oc:n;; .'r `sorsGc?ting ccst•effe:tiv:' tauipricr+t, .,Gtr zf nrcvo ion anC 'eeC.ar:n:ts tnnves trircugncu: cur coer ?dons 0 TANKThe • ight ChOICL Why Double Wall Tanks? Several `actor lead companies and consumers to Choose double -wait underground storage :auks, ;vnetrer or not :hey are recuired by taw to Cosa: I , Xerxes fiberglass double wall tanks are rt:s,•oroof, maintenance- free and formulated to be chricat!oIe :' /It?' all petroleum fuel rr'd• acts, alcohols vci mixcur s. 2. ; :vo .;raUs of brotec :ion allot;/ for maximum security -• in the unlike - I;; event of a leak in the primary wall. 3. Xerxes tanks offer a full 36O•flegree secondary containment. Unlike amen types of double -wall or jacketed tanks, the secondary con- tainment can be pressure tested at me Irstallatlor, site tom prior co and after Installation. 4. Various types cf monitoring devices can be invaded in the intersti• Val space inherent in double wall tank;. With Xerxes' TRU•CHEK' Hydrostatic i■1eritonng System, owners/ users are abte to conduct A tank tightness test that nteets EPA criteria and has Urloerwri :ers Leboratcries third.oer^, verification, Xerxes engineer: were the first to utiNZe integrally constructed nos Ir fiberglass tanks for added :ank strengtr, We were also the first to manufact:;re a Linde /writer; t.accratorle; IL/L1 fisted fiberglass double wall tank and provice a factoryorine•6IIed tank system, Through innovative to :nnologles, as well es extensive research arc, develop` merit, Xerxes remains at the forefront of the underground storage tank industry: That is the real difference. • w.444.1431: . 1 'r fh :fr `i tpft! - ' j•t r:} ♦: f t "i��'p'.i ` y'r'' t:. • .11 006400021110101.. 5 f9•.) 1/4' -- �IJ•�0 J /4••' —∎-mat J7'.J J/4' — ..15 *•1 1 /1• • —�� I1'.4 1/11 J114 9 9 ` . 611■--..4,1 49 I/1 71 'et a IR 161I17111ni)4I 10 )1 31 33 14 10 '^1'I 41 1/1 491/3 I9 1 /1I11P) 00 491/1 441/3 491/1 ..,..- bi MINOR 10....GS 00 — 41,4P1 140/41109 1111100 yak Ri vtc rur11H3 w11N I1'rI1'.I ga aMJ1ic PKAUE 91'01A IiANMAY 19$111 F- 4'APl'6 IN 00V14 4•13'1,I3'81Iva GAUD[ PIAIES . 49'014 i 4I'H11/1 AIIAC11I0 COLLAR AIM wins 31•01A s 91001110e WISING to 40119 04 ♦1fl1H0 100 11 LUGS 91011910 Al rA011 100A110H, 14010'00014 910AP LUCA1 1014 4 LU3 10104) 7J'4 I/4'' —•--- .'- ---- -- °• A• �.'r1 i'i •.�rL• +'^w�li�rr' iC •:,.1w li •��w1i1 �1�q•N1 �1��1�1 -MZA� � • :A •ewn•. ja r•NN�M I•• 1 4' Optional Tank •Acces ir r.. y,(:;, tandard Tank Notes 1. Tank bottom gauge /deflector plates are standard under every manway and service fitting. 2. Anchoring strap locations are indi- cated by arrows on each side of certain ribs, Straps are to be placed on the top of these ribs. 3. Standard service fittings to the pri- mary tank are 4" NPT half-cou- plings. (Additional manways and fittings are available on made- co-order tanks,) 4, 4" monitor fittings provide access to the rib cavity and the Interstice. S. Four generic types of monitoring systems may, be used with Xerxes double wall tanks, Certain restric- tions may apply: a. Hydrostatic Monitor - When a hydrostatic monitonng system is used, the level of liquid in the reser- voir may be monitored to detect a Teak in either the Inner or outer wall of the tank. Opuonal reservoir sen- sors supplied by Xerxes are avail- able, b. Vacuum Monitor - When vacu- um monitoring Is used a rnaximum of 3" mercury (1.5 psi maximum) must be maintained. c. Uquld Sensors - When dry inter- stitial monitors are used, the moni- tor is positioned - on most models over the rib at either end of the tank. The interstice may be either vented or sealed. d. Positive Air Pressure •- When post• tive airpressure monitoring is used, the maximum air pressure is 3 psi. 10 Shell Wall Service Fitting This service fitting allows access to the interior of the primary tank. Fittings through both shell walls must be located along the top centerline of the tank or the UL label will be void. They are available in 2 ", 4" or 6" NPT half - couplings, An 8" NPT half - coupling is available in a manway cover only, See standard drawings for size and quantities. 8 Duplex Shell Wall Service Fittings Duplex service fittings allow for the placement of two service connecdons In one location, Fittings are placed astride the tank's centerline in any standard Acting location, Fittings are available In 2 ", 4" and 6" NPT halfcouplings. Fiberglass Nozzle Flanged and Gusseted Flanged and conically gusseted fiberglass reinforced plastic (FRP) nozzles are available in 2", 4 ", 6 ", and 8" diameters. The flange face matches the ANSI 150# face pattern, Mating flanges must be flat-faced, These fittings may only be placed on the top cen- ferilne of the tank. 0 k•`�L+.ri r,L•; "��,t�y yf�:� I.i�r(��t•':%:Y /l�t:t�•�'SL l���•!••• •� jj • Optional 'Tank Acces- - rues ; _ : , •t., �.•....�..:,..�.i:S. ..N:t.w::. ..: .�i+.:.'...::� i� iii: art .''"w�:ir�'�%i«.�.i.�•'J'�1:t�. `.�i r.. Monitor Fitting The monitoring fitting allows for the placement of probes) to detect the presence of liquid in the interstitial space. Fiberglass Reservoir/Brine Xerxes double wall tanks can be shipped with a factory brine-filled Interstice, which provides a positive pressure hydrostatic monitoring system to detect a Teak. This system provides continuous leak protection for both the primary and secondary walls of the tank, In addition, Xerxes TRU.CHEK® UL verified tank-tightness test can be perform- ed on all brine-Ailed tanks, See page i6 for more TRU•CHEKZ details. Fiberglass Manways Manways provide both access to the interior of the tank as well as a location for service fittings. The standard manway 10, Is 22 ". Manways with 30" and 36" I,D.'s are available on certain tanks. Each manway is provided with a steel cover, with plated bolts, nuts and washers, and a Ul.•Iisted gasket.,Manways are placed in standard locations as shown on the standard tank drawings. NPT Fittings Steel NPT service fittings In the manway cover are available in 2", 4 ", 6' and 8" half-couplings, See Standard Tank Data on pages 7, 8 and 9 for size and quantities, • . tL Typical Manway Cover Fitting Configurations A� Fitting No, of Radius from Cover Center Pattern Fittings 22" 30" 36" Spacing 4 NPT Manw ( ) ay anw May Manway A 1 Center Center Center -- 8 2 8' • 12' 15' -- C 3 8' 3 8' is 3 8' F 4 H 0 -- 12' 15' 5' 12' 15' 81 r 12 15' 8' 12' 5' 120' 90' 90' Notes: 1. All coven ut provided with t 3/8' NPT plug to orttd mehweys outing prtcnion tuUrtesr 2. Sfindtro hdings ate 4' NPT tonged heti touolings, 3, Optional B' NPT fittings en initiate tot use with 4' NOtrglsss fill teats 4. Maoe.fo.0lae ravers eat evelliOb upon reouest• 5. On configuration '0' the six inch tilting must be located in the center Mho mini* cover. 0. When ordering tanks, specify manway lilting configuration. Bolt Hole Configurations Manway Site 22" 30" 36" Ola. of Cover 28' 37 1/2' 46' Bolt Circle 01e. 26' 34 1/2642 3/4" 8011 Hole OIa. 3/4' 3/4' 3/4' Bolt Size 5/8' 5/8' 5/8' No, of Botts 24 30 32 Fiberglass Manway Extensions Tank entry in high groundwater conditions and /or deep burials may require manway exten• slops. When bolted to the manway, an extension provides a watertight access to the tank Interior, Extensions are available in 22 ", 30' and 36' diam- eters, and in two foot lengths or more, up to a maximum height of 6'. Extensions Include nuts. bolts, washers and a • askct. Optional Tank Access th • r Attached Collar (AC) This fiberglass attached collar, without flange, ran be used to surround the fittings) or manway. The collar can be used with attached collar risers (as shown below in I & J). I.0,'s can be 42' or 48 ". Strap locations can be affected. Use of only one riser will be permuted on sizes 600 tnru 3.000 gallons. Maximum use of two risers will only be allowed on 4,000.6' dia, or 6,000.8' do. or larger tanks. 0 Attached Collar Riser (ACR) This fiberglass attached collar riser is intended for use with a 42' or 486dla• meter attacnea collar. (This is sold separately, See H,) Riser body is 42' or 48" 1.D„ with a flat top and a 22' or 32•dtameter friction fit cover within top, This riser provides an en• closure for a submersible pump and also provides a termination point for double wall piping systems. The bonding of riser to collar is to be Done by the contractor. (Achesive kits s4, are Included) 12 Watertight Attached Collar Riser (ACRWT) This fiberglass watertight attached collar riser Is in. tended for use with a 42' or 48' diameter attached collar. (This is sold separately. See H.) The riser body is 42" or 48'1.D. with a 30" diameter opening, This riser provides an en- closure for a submersible pump and also provides a termination point for double - wall piping systems. The bonding of the riser to the collar and the top to the riser is done by the contractor. (Adhesive kits are included.) Secondary Contained ', Service Fittings Secondary contained service fittings, typically a 4' NPT within a 6' NPT, allow the tank to be connected to a secondary contained piping system. cJ Fiberglass Bulkhead Coupling Kit The 3" FRP coupling Is a two•piece fitting that is bonded to the attached collar riser by the contractor. So''�� The male and female sections; of the FRP coupling are threaded together to hold the fitting in place while the adhesive cures. Eacn kit in- cludes one 3" FRP coupling, t adhesive and Instructions, wart i►xes YvMP MAC( se v SEA Electrical Bulkhead Coupling Kit The I" electrical coupling kit is a three•piece Acting which is bonded to the r,,"' attached collar riser by the contractor. The male and female sections are threaded together to hold the electrical coupling in place while the adhesive cures. Each kit in- cludes four I" steel couplings, adhesive and instructions. ;; Optional Tank *Act• rj,s es r�es����:fi Fiberglass Isolation Riser The fiberglass isolation riser provides a non- corrod- ing access from the street box down to the top of the tank. Since the bottom is open, the riser will rill with water if water surrounds the outside of the riser. This riser is available in lengths up to 6 feet in height. Use of only one riser will be permitted on sizes 600 thru 3,000 gallons. Maximum use of two risers will only be allowed on 4,000.6' dia, or 6,000.8' dia. or larger tanks. C Fiberglass Fill Tube Fill tubes are screwed into the bottom of the 6" x 4" NPT double•tapped re- ducer bushing that Is located In a 6" service fitting, The bottom of the fill tube is la cated 4" above the bottom of the tank with the open end slanted 45'. The top of the 4" NPT service fitting is closed witn a 4" cast -iron plug to facilitate shipping and testing, A 6" NPT fitting Is provided to accommodate fiberglass fill tube. Tank Ladders FRP, aluminum or carbon steel ladders are attached at the tank bottom by FRP mounts and restrained at the top by an FRP bracket. This allows the ladder to slibe freely to com- pensate for tank expansion Or Contraction. ( Manway and ladder are sold separately.) Helical Heating Coils For highly viscous products such as #6 heating oil. helical heating coils are available. Attached to a heavy -duty, epoxy-painted, carbon-steel 22" I.D. manway cover, the I 1/40 schedule 40 carbon - steel heating coil is installed to leave 9" clearance from the bottom of the rank. Suction and return couplings. , not included with the heating coil, can be installed in the manway lid. Coil area for heat calcula- tions is 20.6 square feet. A heating coil can also be centered on 30" and 36" manway covers, The heating coil is shipped separately. For a detail drawing on the heating coil, please contact your local Xerxes representative, Lifting Lugs Each tank provided with a minimum of one lifting lug. Y Fiberglass Holddown Straps Straps are used when a tank requires anchoring, The scraps provide the link between the tank and the ownersupplied anchoring hardware, For more information on straps and their use, refer to the current Xerxes installation Manual, 13 ( -"--•L yrp PAT Monitor gr System �.:• L .:r-, t ... ..... } >:';:s,:..,.,:i r.•1S•i �..� .•r � .l• s il�' S:,.%5.. .� t r«. 1t.'"f}l• } .; • . i : %� .: t�r s+�••.1 ' i�• i'r 'i . ; �r. µy }r?;r: t siJ..t•, 4* 1i? , •L r • ` .SN -{ i Effective Hydrostatic Monitoring Systems for Xerxes Double Wall Tank Xerxes double wall tanks may be monitored with a variety of systems. Each monitoring mode •- depending on the eco- nomics of the installation - is designed to detect a leak in either the primary or secondary tank as well as the attached collar riser, Should an installation require maximum round•the•clock mon- itoring of tank interstitials, attached collar risers, and /or tank level conditions, a variety of options are available in both our LU and LPD series consoles which are pre-configured to accept from 1 to 9 sensors. PM, mpurc: towrga 006. ••; ,,,• sat os•i■ • Typical thne•tsnk installation with control panel Individually monitoring the attached collar risen and tanks, Controller /Monitor The control unit provides LED's (indicator lights) to show the individual operating condition of each sensor in the installa- tion, The control unit, also equipped with an audible alarm, may be located up to 2000' from the installation, Control Unit (Three•Chaannel Panel Shown) � f C.:441 • r�'• °•yj k,,••'a`s �e1%1i�31;r� � •�}' +fo:.. •J�r �1i S i1? i,:h JI. JIt:6TlV.n r• ? 1 ... Monitoring the Tank with a Reservoir Probe The accurate monitoring of the primary and secondary tank walls is accomplished through the use of an electronic sensor and the tank-mounted hydrostatic reservoir. With the interstitial space and reservoir factory.Alled with liquid to a predetermined level, a hydrostatic pressure is applied to the Inner and outer tank walls, If a leak should ever occur In the inner tank. the liquid level in the reservoir will drop as monitoring fluid drains Into the pri- mary tank, Should a leak develop in the outer wall, the moni- toring tluld will drain Into the excavation and again lower the level of monitoring fluid. Should a leak occur In the outer wall during high groundwa• ter conditions, the level of the monitoring Auld will rise as out side water seeps Into the interstitial space, In any of these situ- ations, a change in the liquid level beyond the acceptable Tim• Its will activate the alarm, The controller is also equipped with a test switch to prove the system functional. The control panel is weather and corrosion•resistent, I4 Horn (Units up to nine channels also available•) Power (green) — The system is powered. Alarm (red) -The alarm light. plus an audible warning, will indicate eitner a high level condition for reservoir sensors or a fuel condition for PD•Series Sensors. Alarm (yellow) —The alarm light, plus an audible warning, will indicate either a low level condition for reservoir sensors or a water condition for PQ•Series Sensors. The electronic monitoring system is listed by Underwriters Laboratories, inc. The monitor sensors for the reservoir and riser are intrinsically sale for use in Class 1, Group 0, hazardous locations, as defined by the National Electrical Code, r , l:, lg :12 • TRU- CHEr Monitorir i S sferris { #- = 411116:- , • is . ,5 {, double wall protection at its besi• "j`'+ " . ‘ 1 . 1 •. •• i .1f.11 r Xerxes CWT-II double weIt tanks with the TRU•CHEKK system �tion are factory•f:Iled with a brine solution in the interstice sttiveen the two tank walls. The brine also partially fills a reservoir affixed to the top of the tank. This creates a hydrosta- tic pressure that enables owners /users to monitor both the primary tank and the secondary tank walls, The TRU•CHEO system provides a simple and precise method to perform a tank•tigntness test. It was developed in conjunc- tion with Dr, Robert Plunkett. Sc.D., consulting engineer (pro- fessor emeritus), University of Minnesota. TRU-CHEK0 has received third-party verinication from Ur1Ceo,vriters Laboratories. TRU•CHEKD testing meets the EPA criteria for tank-tightness testing, which states that a test must be able to detect a leak rate of 0,1 gallon per hour from any portion of the tank that routinely contains product, The test has a 9596 probability of detection (PO) and a S=h probability of false alarm (PFA). In other words, out of 100 chances, the test detects leaks 95% of the time. The test must also account for the effects of thermal expan- sion or contraction of the product. vapor pockets, tank defor• motion, evaporation, condensation and the location of the water table. TRU•CHEKm Is capable of detecting a loss rate as small as the NFPA 329 criteria of 0.05 gallons per hour. In addition, on extended tess, TRU•CHEKX testing offers 99% PD and I% PFA. 'he TRU•CHEK® test offers significant denefits to the owner /operator: 1,A wide range of tank sites can be tested, including Xerxes OWr•II tanks up to 20.000 gallons, 2. Product can be dispensed during cne 95%/5% test. 3. No waiting ume Is required to start the test as long as a fill of new product does not vary more than 20°F from the existing product temperature. How continuous monitoring works If both the inner and outer walls are tight, the reservoir level will be stable, If there Is a fracture In the Inner wall (Diagram A), the brine level in the reser- volr will go down, The brine level will also go down if there is a leak In the outer wall (Diagram H) With a high•water table and "wet-hole" conditions (Diagram C), a leak in the outer wall will cause the brine level to go up If the height of the water table above the leak is j 30% greater than the brine level above the leak. See Xerxes TRU•CHEKQ brochure for mare ails• 16 " <' %'::�'. • Diagram A Reservoir Level Down ANS Diagram B Reservoir Level Down Diagram C _ w - ..�..•�... Retorvo r level Up • Water Level Above Tank 1/4404..4.0,444. ••,,,1/1/1/1/ 1/1/1/1/. . Fractutg Outer Wall 1/1/,1/1/ -._ .....•...r.,. ��+.. �.-� us ail Guide Specificatione1 Part I: General rest tic Monitor "g 1.0 The tank manufacturer shall supply a continuously moni- tored hydrostatic head pressure leak detection system. The system shall be designed by the manufacturer to detect a leak in either the primriry tank or the secondary tank in either a wet or dry excavation. The system shall include: a brine solution to prevent freez- ing) delivered to the job site in the interstice of the double wall tank, a reservoir mounted on top of the tank to provide a liquid medium for monitoring, and an electronic monitor- ing system to sound an Audible and visual alarm when the liquid level of the reservoir rises or falls to predetermined alarm points. The system shall also include an electronic sensing probe to monitor the attached collar riser for the submersible pump, if so specified. Part II: Standards 2,0 The double wall tank with a brine -filled interstice shall be list- ed by Underwriters Laboratories, The electronic monitoring system used to monitor the liquid reservoir and the attached collar riser shall also be fisted by U.L, for intrinsic safety In a hazardous locanon. All equipment shall be installed in accordance with the man- ufacturer's instructions and all applicable federal, state, and local law, and regulations. Part III: Requirements for Liquid•Filled Double Wall Tank 3.0 The Interstice of the double wall tank shall be filled with a brine solution, Tanks up through 20,000 gallons snail be delivered to the site with the brine solution in the interstice. Brine filling of interstice on 25,000 and 30,000 gallon tanks shall be done acjob site by contractor, The reservoir shall be constructed of fiberglass and mounted directly to the top of the tank, The reservoir shall be fitted with one 4 NPT fitting for installation of the electronic- reservoir probe. Part IV: Requirement for the Electronic Monitoring System 4.0 The Controller The panel shall receive the signal from the reservoir and /or attached collar riser and provide for the following Indications: 1. System normal 2. System fault (The "fault" Indication must not be the same as the 'alarm' Indication,) 3, System leak alarm Also, a systemiest switch indicating the system is functional shall be provided, All alarms shall be both audible and visible. The unit shall be able to be reset. The control panel shall provide indication of which tank is in the alarm condition, if more than one tank is being moni• cored, The control panel shall be capable of monitoring up to eight probe points. The system shall provide intrinsic safety at the probe locations: 4.1 Reservoir Probe The probe shall be constructed of a material which is suitable for prolonged. complete immersion in the monitoring liquid. The monitoring liquid may be: salt brine (3046 CaCI in water). , The probe shall detect and report a change in liquid level either above lhigh•alarrn point) or below Ilow•alarm print) the neutral level established during the initial filling and sub- sequent maintenance of the system. The probe shall not operate by inducing an eieccncal current into the liquid medium that is being monitored. The sensing range represents a built -in allowance for pres- sure and thermal variation. Until the Ilquid level exceeds ;he allowable variation, the probe shall not send a signal to the monitor unit. The probe shall be capable of being mounted in the reser- voir in a manner that allows adjustment of location. The probe must be able to t:e mounted so that normal +iuctua- tlons of the liquid level do not interfere with the normal operation of the probe, The probe shall be capable of operating at a distance of 500 feet from the control panel. 4.2 Attached Collar fuser Probe (if applicable and shown on the drawing) The probe shall be constructed of a material that is suitable for prolonged, complete immersion in any of the fluids listed In U,L. Standard for Safety 1316, Table 14.1, all columns, The probe shall detect the presence of liquid In the riser when the liquid level has risen to a maximum of one Inch above the bottom of the probe. as located In Its permanent mounting position, The permanent mounting position is determined by inc installer at the time of Installation, The probe shall be capable of being mounted In the riser In a manner that allows adjustment of locadon. The probe shall be able to be mounted so that an Increase In inc liquid level does not interfere with the normal operanon of Inc probe. The probe-mounting assembly supplied and installed by contractors shall provide protection for the probe from the operational activities that may take place within the riser, The probe shall be caoable of operating at a distance of 500 feet from the control panel. 4.3 Operating Parameters: Temperature: 0° F to 150• F Voltage: 110 or 220 VAC, 50/60 Hz Part V: Performance 5.0 The continuous hydrostatic-monitoring system, including the electronics and the probes, shall be capable of detecting and alarming when the liquid level in the tank reservoir rises or drops beyond the allowable variation. Part VI: Materials 6.0 The materials used in the monitoring system shall be corrosion res■stant to the liquid used to fill the interstice. Part VII: Installation 7.0 The monitoring systems shall be installed in accordance with the manufacturer's installation instructions, and all applicable federal, state, and local laws and regulations. 17( C.3 § Guide :Speci IC!tiOfl r...'`- :.7i'Li 'rw'K :[v •ia'Yifjt$ � nr•,, .�iiaaR� iui •.w �I,,..����iYu B. Product Storage: 1. Tanks shall be capable of storing petroleum prod- ucts with specific gravity up to I . I . 2. Tanks shall be vented to atmospheric pressure. The tank is not designed as a pressure vessel, except for use with vapor - recovery systems, provided the pressure of vacuum does not exceed 1 psi. 3. Gasoline; gasohol (90% gasoline/ 10% ethanol mix- ture); 90,5% gasoline and 9.5% Oxinol -50* (4.75% methanol and 4,75% GTBA mixture); Dupont EPA waiver (gasoline with S% methanol and a minimum of 2.5% cosolvent- gasoline with up to 20% (by vol- ume) of MTBE: gasoline /water /ethanol or methanol- blend motor fuels, including 100% ethanol or methanol or MSS (85% methanol) at ambient tem- peratures; jet fuel; a•gas; kerosene; diesel fuel; new or used motor oil; or used for fuel oil at temperatures not to exceed I S0 °F. C. Materials: 1, Tanks shall be manufactured with 100% resin and glass•fiber reinforcement. No sand fillers, 0. Tank Dimensions (Refer to Xerxes literature on gallonage.): 1, Tank snail have nominal capacity of gallons. 2, Tank snail have nominal outside diameter of .,,. feet, 3, Tanks shall have approximate overall length of - feet. E. Interstitial Space 1, Tank shall have a space between the primary and secondary shell walls to allow for the free flow and containment of all leaked product from the primary tank. The space also allows the insertion of a moni• Loring device through a monitoring fitting, 2,02 Appurtenances and Accessories A Optional Anchor Scraps 1. Straps shall be FRP anchor straps as supplied by tank manufacturer, 2. Number and location of straps shall be specified in current literature by tank manufacturer, 8. Manways All manways are to be flanged and 22' W. com• piece with U,L listed gaskets, bolts and covers, (30' and 36"1.0. manways are also available.) 2. Location is shown on standard tank drawings. 3. Optional manway extensions shall be FRP and 24` long. 4. Each steel manway cover shall have a minimum of three 4" NPT fittings. (See Dimensional Data on page 7.9 for actual size and quantity of fittings.) C. Optional Fill Tubes 1. Fill tubes shall De FRP or contractor supplied and installed aluminum. Locations are shown on drawings. 2. FRP tubes shall be 4' diameter, with a 6" x 4' dou• ble•tapped reducer bushing, and include a 6" NPT :../ fitting on the tank. FRP tubes can be installed in the manway cover or tank shell wail. Aluminum rubes (contractor supplied) shall be 4" in diameter and fit directly into a 4" NPT fitting. Tubes shall ter• minate a minimum of 4" from the bottom of tank. 'TM Arco Chemical Co` SHORT FORM: ;e contractor shall provide Double Wall Fiberglass • ainforced Plastic (FRP) Underwriters Laboratories-labeled underground storage tanks as shown on the drawings. Sizes and fittings shall be as shown. The tanks shall be fiberglass tanks as manufactured by Xerxes Corporation. Tanks shall be tested and installed with pea gravel or crushed stone as specified in the current installation instructions pro- vided with the tank. LONG FORM: Section 13177.1 Part I: General 1.01 Related Work Specified in Other Sections A. Liquid-Level Gauges: Section 15174 B. Plastic Pipe: Section 15064 C. Anchor Bolts: Section OSSO 1 0, Cast-in-Place Concrete: Section 03300 1.02 Quality Assurance A Acceptable Manufacturer: Xerxes Corporation B. Governing Standards, as applicable: 1, ASTM standard document number 04021.92, 2. Underwriters Laboratories, Inc. (U,L) Standard for Safety 1316, File MH 9061 for storage of Mamma• ble liquids. A U.L label shall be attached to each tank. 3. National Fire Protection Association (NFPA) Standards: NFPA 30: Flammable and Combustible Liquids Code NFPA 30A: Automotive and Marine Service Station Code NFPA 31: Installation of 011-Burning Equipment. 4, City of New York Department of Buildings M.EA, DMson # 161.89.M. 5. Los Angeles Fire Department, Part 11: Products 2,01 Double Wall Fiberglass Reinforced Plastic (FRP) Underground Storage Tanks: A Loading Conditions - Tank shall meet the following design criteria: 1. Internal Load • Tank shall withstand a 5•psl air• pressure test with a 5:1 safety factor, Contractor shall individually test tanks for leakage prior to installation, Maximum test pressure is 5 psi. 2. Vacuum Test • To verify structural integrity. every tank shall be vacuum tested by the manufacturer at the factory to 1 1.5 inches of mercury, 3. Surface Loads • Tank shall withstand surface H•20 axle loads when properly installed according to current manufacturer's installation instructions. 4. External Hydrostatic Pressure • Tank shall be capable of being buried in ground with 7' of over. burden over the top of the tanks, the hole fully flooded and a safety factor of 5: 1 against general buckling. 5,Tanks shall support accessory equipment -• such as heating coils, drop tubes, submersible pumps and ladders -- when installed according to tank manu- facturer's recommendations and limitations. 18 Guide Specification -= ;Doutile =l D. Gauge Plates - Gauge places shall be installed under each service fitting and manway opening, E. Heating Coils 1.Oprional heating coils shall be installed in a separate 22" manway and shall be the standard item supplied by tank manufacturer. 2, Location is shown in Dimensional Data on pages 7-9. F, Optional Ladders - Ladders shall be the standard ladder as supplied by tank manufacturer (aluminum, carbon steel or fiberglass), G, NPT Threaded Fittings 1. All threaded fittings shall be a material of construc- tion consistent with the requirements of the U.L. label. 2, AI standard threaded fittings shall be half couplings and shall be 4" in diameter, Reducers are to be used for smaller sizes where shown and provid• ed by contractor, 3. Sizes Standard Other Sizes Fill 4" Gauge 4" Inlet 4" all,; Yom) ". �64: FRPTaAsfo lie ,� e - :' : :� . '•,..:E =fps -otag i. •.J Sizes Standard Other Sizes Outlet 4" Vent 4" Extra 4" 4, Strength -• NPT finings shall withstand a minimum of 150 foot- pounds of torque and 1,000 foot- pounds of bending, both with a 2:1 safety factor. H. Monitor fittings - Each monitor fitting shall consist of a 4" NPT fitting on the secondary tank, Part 111: Execution 3.01 Installation Contractor shall be trained by the tank manufacturer, the state or other approved agency, 3.02 Testing Tanks shall be installed and tested according to current double wall installation instructions provided with the tank. (Refer to current publication and include as part of specification.) Part IV: Warranty 4,01 Warranty shall be manufacturer's current standard warranty. (See below). Limited Warranty Petroleum or Alcohol Fuels Storage for Double Wall Underground Petroleum Storage Tanks with Resin Specified for Expanded Fuels Xerxes Corporation ('Xerxes'] warrants to ('Owner) that our underground storage tanks, if used in accordance with Xerxes' published specifications and operating guidelines, and if installed in the United States according to Xerxes' published installation instructions and all appllcabde taws and regula• Pons: I) WilI not fad for is period of thirty (30) years from date of original delivery by Xerxes due to natural external corrosion, 21 %mil not fail fora period of thirty 1301• :rears from date of anginal delivery by Xerxes due to internal corrosion, provided the tank is used solely, with or without tank water bottoms. to stare the following products: a. Gasoline, jet fuel, aviation gasoline!, motor oils, motor vehicle waste oils, kerosene, diesel fuels, or fuel oils at temperatures not to exceed 150'x. b. Alcohol, alcohol-gasoline blend, and oxygenated motor fuels stored at ambient temperature: I, Ethanol and Ethanol Blends • 100% E ft Alcohol • Gasonod 19004 gasoline ano 10% WO &condi 2. Methanol and Methanol Blends • 100% Methyl Mond + M85 (85% Methane( and 1 5% gasoline) • OxinohSO' waiver 190.5% gasoline and 9.5% Oxino1•50' comprised of a 4,75% methanol and 4.75% GTBA mixture) • Dupont EPA waiver (gasoline with 5% methanol and a minimum of 2.5% cosolvent • the blend may contain a maximum contents• bon of up to 3.7% weight percent oxygen in the Mai fuel), 3, Other Oxygenated Fuels • Gasoline with up to 20%. by volume, of methyl tertiary butyl ether (MTBE), ethyl tertiary butyl ether IET8E), di•isopropyl ether (OIPEI, tertiary amyl methyl other i1AMEI, or ternary amyl etnyi ether (TAEEI. 3) AiS(11 not fail for a' period of tniny (30) years from date of original delivery by Xerxes due to structural failure, (dented as spontaneous brewing or collapse caused by material defects in materals or workmanship), My post installation repairs or conk alterations must be performed by Xerxes or its authorized contractor, 4) WiII meet Xerxes' published specifications and will be free from material defects in materials and workmanship fora period of one (1) year follow• ing date of original delivery by Xerxes, If any tank is to b' removed from an lnstaltation, moved to Owner's new location and is intended for active service at the new location, the tan): must be recertified by Xerxes in order to maintain the warranty as originally extended. Tne foregoing warranty does not extend to tanks damaged due to mu of God Or tank failures Caused, in whole or in part, by misuse. Improper installation, storage, servicing, maintenance, or operation in excess of their rated capacity or contrary to their recommended use, whether intentional or otherwise, or any otner cause or damage of any kind not the fault of Xerxes. Xerxes does not warrant any product, components or parts manufactured by others. Owner's sole and exclusive remedy for breach of warranty is limited at Xerxes' option to; la) repair of the defective tank. ibi delivery of a replacement tank to the point of onginal delivery, or Ice refund of the original purchase price, A claimant must give Xerxes the opportunity to observe and inspect the tank prior to removal from the ground or the claim will De barred. Ali claims must be made in wnung within one II I year after tank failure or be forever barred, THE FOREGOING WARRANTY CONSTETUTES XERXES' EXCLUSIVE OBLIGATION AND XERXES MAKES NO OTHER WARRANTY OR REPRESENTATION, EXPRESS OR IMPUED, WITH RESPECT TO THE TANK OR ANY SERVICE. ADVICE. OR CONSULTATION, IF ANY, FURNISHED TO OWNER BY XERXES OR ITS REPRESENTATIVES, WHETHER AS TO MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR OTHERWISE. THE REMEDIES SET FORTH IN THE ABOVE WARRANTY ARE THE ONLY REMEDIES AVAILABLE TO ANY PERSON OR ENTITY FQR BREACH OF WARRANTY OR FOR BREACH OF ANY OTHER COVENANT. Dijr', OR OBLIGATION ON THE PART OF XERXES. XERXES SHALL HAVE NO LIABILITY OR QBUGATION TO ANY PERSON OR Et`fTITY FOR BREACH OF ANY OTHER COVENANT, C)u'Y pit OBLIGATION UNDER THIS WARPANTY EXCEPT AS EXPRESSLY SET FORTH HEREIN. IT IS EXPRESSLY AGREED THAT THIS WARRAW Y DOES NOT PAIL OF ITS ESSENWJ. PURPOSE. XERXES SHALL HAVE NO UABtJTY FOR TANK INSTALLATION OR REMOVAL, COSTS. ENVIRONMENTAL CONTAMINATION. FIRES, EXPLOSIONS OR ANY OTHER CONSEQUENCES ALLEGEDLY ATTRIBUTABLE TO A BREACH OF WAR. RANTY. OR INCIDENTAL, CONSEQUENTIAL. OR PUNITIVE DAMAGES OF ANY DESCRIPTION, WHETHER ANY SUCH CLAM OR DAMAGES BE BASED UPON WARRANTY, CONTRACT. NEGUGENCE. STRICT UA31UTY OR OTHER TORT. OR OTHERWISE. IN NO EVENT SHALL XERXES' TOTAL LABILITY HEREUNDER EXCEED THE ORIGINAL, PURCHASE PRICE OF THE TANK WHICH GAVE RISE TO SUCH LABIUM'. 'TM Arco Chemical Co. 191 Effective 1/15/98 It i; . . _ - • • "•,.. anstallation Manual and Operating Guidelines For Sirgie-Wall and Double-Wall Fiberglass OrmidOgro-trAd:.,Storage Tanks - • • • • • • • • . , • f•".j,i: • C r.t L't Z•'4''•14 ' 14. • • ti • .**•.'"*.... • ' • • • - • - • • ..;••••••••••••••••••,,i,,,,,.... • - . . • • ••••• ":"•••"1111.L.•!'r • (VP •■•• ••07••••t••••■•••414.....„... • „ilk- • - - • Jt.-• ----- " ,f • • •• • t Z • LLS -J O 0 w w X -J W 0 2 ? • 4cL B • w w w w 0 W P 0 ,a. IAN f flF CON f f N 1'; ,•(•r.'\ Section 1, •::;; • 4 •,". Introduction p.1 1.1, Safety Notes 1,2. General 1.3. Definitions. ' • • Section 2. Preparation for Installation p.2 ••••• • • , • • Section 11. Piping and WmtfOg 11.1 ,Internel Piping 11.2. External Piping 1'1.3. Venting Tank 11.4. Venting Interstitial Space • .3 *, 2.1. General Section 12. Filing Ti6k ' p.18 12,1 . Genital Section 3. Prelnstallation Testing p.3 ' 1 . .s. • , s . 3.1. General " ' , Section 13. . illickfitlint to Grade . is II I I I , • 4 I p.18 3.2. Single-Wail Tank • ., - , 13,1, General • • ••• - • .. .: • 3,3, Double-Wall tank"1.4ith Dry • • • ••• . Interstitial Space Section 14. . Deflection Meutimments.':, • , I I p.18 3.4. Double-Wall lbnk with Liquid-Filled 14.1. General ....,.., ., • "...;... Interstitial Space . . . 14.2..Dipstidc'PriOarationt" • ' 3,8; Singio.-Wall Multicompartment Tank • , - 14,3, First Diameter Reading - . - '' • c. . • • ' ' • ; - '' -withlIngleaulkhead , • 14.4,,Second Diameter Reading . : „ ... . . , . • • : . • .. ' • 3.8. Single•Well Multicompartment Tank • - `14.5 .-Calculation and Comparison., '•,;'• • .• , ' . •• . • . • . • . ; : • • . " si114,0oUble Bulkheads • ' • ' J., • , , .!... •, , 1 - • •'. •• : ,: • . „.• • .-, '31. DoUbli*IMulticornpattrnentilink , Sector' 18., • .. MonItOring/..'"A'. . .. • . , ; .• ... i . • p.iv • a , A • , '1 ' ,. AA , , •y. ,, : l'. , ., ''. - with 0 . IMO ' al Space . , , . I :t .. t . • . . '•'‘. ''' ' 3,ibolikVai : mpidmint:Tilk . ,,. .. . . , .4 • , . „ ., . . .. 7 . ' ,' I . . ': t With liquid-Rod Interstitial apace' • • e : ' ' • •, • •'' i I. • •‘ - . -.• ,•. 1-4 -,,,i ,.'. , -7 ••: • ' 'c':.t' , ' t ' •• ,•, " ,, :,Li IIIIII ' :‘ . '"• .'',' 1 Seion i : 1 D•. I MMI'' tOO • ; :•. Pm ' ' ; ' • .1.11!.: . , ..' , '• 4' a a, a 4 ', ''':' •a. . '• • ,.• " : '! • .% •••••.■ . „ .. • . ' 1 :• i , ' : s : '• • ' -• • ` '4. 1• , 7 . " ' • 1 • . ; ., ,..1.•. . . .. s' ' . s , ' , 4t.;, 1 , i i a . G e ne , ^ r, •? •sI • " tt„it • . iIt, / '• i r P .I ",1 " .. . .i I, . 1 . . , ; ,'7 . , • , . , :' ' , l • * . O. n • i' oI n 10, . • in _ s. ' t, 1 ,, e •. • l • Oi i n''•l'.g,'l* 1 t•s's.:':c1l, . i, d Co. ', • l l,.a'i .'r i, k, ' , . • en(• , As C'• • • R' ) p, . 8dJOnl Exiaon ssanaterii.•.6 6 6 , p.0 • ', . . ' it, :, f 1 '''1';',! ' -116.1. Gerieral'A ,,, - '• •:'•` • ','". • ''''' ' ' ,i ' ' Ikvad'• " • " •• . • ,, ' ‘` ''.' 'a 1 GineriCt y• % . • •'!= i • ' „ . 4 '4,a ':' ,.... , ,:a a ", / ,, . 4,, '• '," . . . . ' • . '; • . 16.2,,Preinetelia. • 1,. •• 7 , • • , , ' ' ' \ ' - 8.2.•Tank'Spedrig."..):i:" ;;', `: '1. ' • , , • , . , , , „ . , ■ 1 • . ,.., ..., , 4,, tip , . '18,3. Preparing the 011arind Riser Body: ,, • 4, . . . ,„ . , ..t.,;•., ., • ,• . • . • , . , • Section O. ' , • ' Anatiadnii Tanks.•';...,..i.‘:i ..... • • 'ep.i2. .i...... • ,. .1` 4 '' • '. 4' • ' ',.. ," • , • . a 1.1,',,c4;* • . •• .,„ • 1 a , ...'-' ' .1. ',' , . , .'" ..•-‘1. .. t . „ , „ ''', • ,',"••.: . ' .,:, ,,,, 16,41: , eilingand Asiembly,` , • a . I, „• , , , • ■ ■ . I • • •1 • ' . •••••.•• • 1 1 0 ' c 10.8. Okdroltatiti. Water 'Nat . '.. .. • • , , •., •. 77• . . .. ,. '•,•-•','.1.:;:: , •.. ; ,, •,.., • y •• • •• • .. . . . . 'OA, Desdinen Anchor!, •„., , • , . , , „. ,, .. „ .; , •/:,• ..." •• . . , I, • , . •'' • '•• 10..6., Watertight Cow 418%11180n" ONT) , , ., '• . 18,7. FlnirACR In6Isiritioil • " •i'' • • •• I. , . • %, ...•V•it'.■-, 4% •1:0 I ' ' 8,2; Xerxes:Outman Anchor, • , v ..: - • ! . • , , ••••• . , • . • • .1 . , • • . . 1 f . ' • • it • : ' • ' , ,I ' • , ' ' ' .. 11 ' 8.3'...'Andtit81(1b1 '•••',' '' •.,.•.,f';••''''' ••• ' 7' . • 7' Section:it ' • Adding Tanks d biding Locations .. ', p24•,•,'I • ; .' • ' ' •" 7.. ', • '. . • . ' ••,,• .'8,4Sfictialdaiiiff triPI • '', • '.: .'' '....' ..• Cif ' •i• • „ ...... '-'• ; :".. ..' - . • • 17,1;Geniral ',,j,,,i; ';.',...3 ..-,• ' '4'. .•( .• "' %?:;7".• i•'' ; .„ • , • . . '• . ' • , i ''1:4S.8.114rdware snd•A,n,ohodng Points ' •• • ., : • - . .• • .. • '., • • , . . ,... • .. • . . : ,..,, •,, ., .„... , . „. .. ,•••:,•J„ ,,,, ;LAM. ''..-• . .4,11,0 Me*Out.of-HoloAnch, oring '.' ' '. •',.. • ' • •.:... •,'.• ••,;' '. • ••••• i:... • . t • 7 , . ng Methods In , .„ , . , , ,. • .... ' 17.2.. Preferred Meat, 17,3. Ntirmate Method '. . •,. - • • .. •, ....-, t. ••,•:4 ...' , • • • , • , • ,, -, • ...,...• 7. •• . • • - ,. •„• .. . „ • .. • ....i, „ . :4... , ,...,...47., 1,,,... ',... 6,, ; •,..o1 • . • , I. , . • , .,,• I ‘` .. ' I 1".4'4.7i,'- .. 1. •••■ . ,. , , • , , , . • . . . '4," , . , ' ' ' ' • • . ' ''1•11b ..:/ ..,.!.. " *' . f: ,,' :, Section 11. • • ••• . Operating Guidellipti- ,. ... • .: .. ' pi , v.,. , . , ., • " 1., • •• •• • V ' '.* 4' .. ' 1 I , .t. ai, • , - • ■as1 ' • 4 • • • Li ' i' .• ••.... - • • o. a ■-• •• •i ' ' • ' * IC,' .•', '.!.1•14 . ' V '0. 1.• • ' • '0,'! •,'1.1 ' • • • t4 ' 1 ' "Oa ny Sum Fitungt,...;,...‘.i,‘:.‘,‘,..,,pei.,5 , .,,..7,,,,,y, : : ,,,,,,,.,:,:„.‘„ ,(1,r.,.., .,,. ,.....ijoe.::12.4orlirminritini;(,:.4,;:.. ,..,,,,.,. . • .. ; : ..,71‘.i.,:.,.; - t..,,,' .0 % .1, . : :,•t 4 .1‘i l'' %t• %11 A.A.ki ''..4 .';'' •.:' ' ' ; 1 ' '' , ' . ,'41.1 .‘ ''::' ! ; • ' 11113 tering •• .... . . , • •1, =, • ,,, „ •,•,..4 4, 1fi. 'I. .. ' • .t.t.,t's 4.1 il ,„*% ...,41..".(r;:,., "i.t,,.,".):' 7 ..:•;It:::;'. ;," :.,. '.. • . •• , , • • Vol' • 1,4...,,, ••4 N• •,,,,,,,..,N, ',', • ' . ,"' 1....1' , z. 4'" . •., ',',,o,•„. ,. ' ' .' ...,■••, ' ;•„'",'. ' 18.1-..Sing".1e-Wali Tink ' • ', ',...'':'• .• • ••• ', ..',' , 18.2. Double-Wall 'link • ,./.: •• . • . • , • 18,3, ?kik ilth Dry InteOtIttal Space 15;4;3'ink With Liquid-Filled Interline! • 't .‘ • ' ''' •••: :. • ..,, .. %I ...•1 • . .4 • '‘ 0.'•' .: i.C; r 8adian 1," ''',!.•ifistausiiiii ,.•....i.,". •.• 57° lt. . •...' ii ig' . .: ,• '1' • '' -• ' - ' • • lingo 19. •• .„ .‘..„. . • .. , ..,... . . • : • .• •, ••• 4, • , , . . 4.„ „ , t .,111,•:•,,.... ok f . ' •.' . a t' . ',' • , ...3 • l'' 1 8,1, (Pinail", '•,...4.. A. '..."4v.,:11; i', I '... ...re ' • Iss • I • • • . 0 1., • 1 e . • ' • S.' 8.2.'Dry-Hole Ihstallation - • ,. .....- • • . • • •. , • • , 1 ss s . L . ' '.11;•I's' 113. Wet-Hole Initallsuon ..k • • • '• •'•";.• ..;t 1 ' s •■ • , , ,., , , le 1, , /....• • A ' ; ' '.1.1 .• • ,, '. '' . . . • . • • , ... ,' A • • ;•% "1. ' . • • . , • • ' • , • Section' 20. '.. - -Selected: List of Supplemental . „ •••;.4 • • ,• . , • . .. , „ ••••,., . f.''.". O.. ; 1 .., ;•.‘ Sidon 9.. ' ' : Postinatallation Tedng ...*. . • ...... p.11.• . • .t.:C ..,. ,. ' Materials ;... . . •,•••••• • . .. ... • ..p,25 ..q. • • „ . • A s s• . I • * t 4•V 't ' ..4 ' ' 4 ,N • • 1... ', . .... 4.'7.',' • "4.";■• ! • . 9:1, Ginenal . ' . , , • • ' . : ..• ... • . • ? ' •, • ,' 20;1; General . , .•• . . ., ... • • . , .+, •: . • i • .• . • • • • •• . • • . .. ..:1 . . • •,• •, .% . • . • • 4 0 • p• , . ., k • • • •• :. • " Sidon 21. : Retaining: IngtallatIon Manual . • . p.25.... •. - . ..,,..., • , ,......,.. ..;: i , • .., ;.• -- . , • . •■■ . % t . • . . ' Bandon 10.,:.. . Ballasting:. ' .• . . . •t.';:s• ••• -• • ' P.11 • •,;;;I: ' •• " ••• • ' . sc• ' • 21.1■.1■Iinerill ../z.., ' 1 -.... . . . . i •• •,. • ••• • •• • •,. , Tank Handling Oed • . •fr . p2/ , • • .4 • . •:••• • ••• • • 7 • • • . • • .. • .• • • .y. • . . • 4 4 4 - • •r ; t .; • • . , • 0 • • ••• " • • • • • • . • ' , . . . • • • . `••• • • 4' neua au tnsrrucuuns una uperuung guiaettnes oejore tnsruttat:on. To Installer: Before installation, . dad Installation Manual and Operating duidelines. After installation, give Installation Manual and Operating Guidelines to owner, ;,.. ;:.,'"o Owner: After installation, retain Installation Manual and Operating Guidelines for future reference to ,.; :: •: 'perating guidelines, 1 INTRODUCTION 1.1. SAFETY 1.1.1, Before beginning the tank installation, road through the entire installation Manual and Operating Guidelines (subse- quently referred to as 'Installation Manual'), It is the responsibil- Ity of the owner, installer and operator to comply with all federal, state and local laws, regulations, codes and safety precautions, 1.1.2, No instructions or procedures presented in this Installation Manual should be Interpreted so as to put at risk any person's health or safety, or to harm any property or the environment. 1.1.3, Keep the Installation Manual available at the installation site to refer to safety procedures as needed, 1.1,4, Working In excavations Is dangerous, and Is regulated by both federal and state safety regulations, 1.1.6. Careless activity or operation of equipment can cause death, serious personal Injury or property damage, A WARNING Follow OSHA regulations for tank excavations, Collapse of excavation walla could result in death, serious personal injury or property damage. 1.1,8. The following dentitions will serve as a guide when reading the Installation Manual: -1111r DANGER Indlates an Imminently hazardous situation, which, If not avoldad, will result In death, serious personal injury or property d&maga, Indicates a potentially hazardous situation, which, if not avoided, could result In death, serious persons) Injury or property damage. ! CAUTION Indicates a potentially hazardous situation, which, if not avoided, may result In minor or moderate personal Injury or propody damage, It may also be used to alert against unsafe practices, 1.2, GENERAL 1.2.1,1t is important to follow the procedures and instructions In this manual in order to safely and properly install a Xerxes underground storage tank and accessories. Failure to follow these instructions will void the tank warranty and may cause tank failure, serious personal injury or property damage, 12.2, The Xerxes warranty applies only to a tank installed according to these instructions. Since Xerxes does not control the parameters of any installation, Xerxes' sole responsibility In any installation is that presented In our warranty, 12.3. It is the responsibility of the owner and operator to always follow the operating guidelines set forth in Xerxes' applicable warranty and Section 18 of this Installation Manual. A Xerxes warranty Is found in each product brochure or Is available upon request from the UST coordinator at the Xerxes plant nearest you, It Is the responsibility of the owner to retain this Installation Manual for future reference to operating guidelines. 1,2,4, Use the Tank Installation Checklist (included in this manual) for all eingle•wall tanks (SWT), doubie•wali tanks (DWT), oillwater separators (OWS) and multicompartment tanks (MCT) as the Installation proceeds. Retain a copy of the completed Tank Installation Checklist, and any correspondence, certification, etc., related to the tank. Each tank requires a separate Tank Installation Checklist, Consult your Xerxes representative or distributor If additional Tank Installation Checklist forme are needed, 1,2,6, The tank owner and/or installing contractor should retain a copy of the Tank Installation Checklist to facilitate any warranty claim, 1.2,8, Comply with all applicable regulations and etandards, ouch as: • federal, state and local construction, health, safety and environmental codes; • National Flre Protection Association standards (for example, NFPA 30, 30A and 31); • Industry standard practices (for example, PEI RP100, API RP1615); • EPA reference materials (for example, 'Doing It RIght"), 1.2.7. For additional information, contact your state, county and city storage•tank authorities, including health, fire or building departments, and environmental agendas. All work must be performed according to standard industry practices and OSHA regulations, 1 1,2,8, Federal, state and local codes and regulations always take precedence over a Xerxes requirement, :t=., 1.2.9, Xerxes must authorize — in writing and prior to tank Installation — any variation to, or deviation from, this manual's Instructions, 1.2.10, All correspondence regarding variations must be retained for any warranty claim to be valid. 1,2,1 1, If you have questions or encounter situations not covered in these installation Instructions, contact technical support at Xerxes Minneapolis, 812487.1 890, 1,3, DEFINMONS 1.3.1. For terms related to Xerxes tanks, see FIGURE 1.1, URN Lug Maenad Co4ar (AC) Mammy , im PMtUp, (K • �� w 41110111P And+w Strop a.Me. Rang Sunders 4' NPT H I.Caup ng (seem to primary tat ony) Monitor Pte+p :only) space kMatratiat adaes only) Dina Owe Piat PIN Number hum Laotian Aland Claupa Math Mew 11 Urge and matwlys) FIGURE 1.1 1'141 1'llfl/11 Rc)N 1 Off IN'; AI 1 A nfN • 2.1. GENERAL 2.1.1, Although Xerxes corroelon- resistant tanks are rugged, care must be taken so they are not dropped or damaged during delivery, unloading and handling on the Job site, WAItNINO The tank is heavy and ha a large surface area The tank wit roll on sloped suffices and could be blown about by dra wind, Movement of the dark could cause death, serious personal injury or property damipe. 2.1,2. Before the tank is unloaded or relocated on the Job site (and before prelnatallation testing at Job site), complete the following steps: 2.1.2.1. Visually inspect the entire exterior surface of the tank to make sure that no shipping or handling damage has occurred. Look particularly for holes, cracks or deep scrapes. 2.1.2.2. Sign the shipping papers accepting the tank as delivered, 2,1.2,3, Be sure that all equipment used to lift the tank is rated to handle the load. Refer to the Xerxes Tank Installation Checklist, Tank Handling data section for tank shipping weight 2.1.2.4. Prepare the unloading and /or storage site by removing all rocks and debris, 2,1.2.5. Arrange for sandbags or tires to be used as chocks, (See FIGURE 2.1.) FIGURE 2.1 2,1,3, When hoisting the tank, take the following precautions: 2,111, We the lifting lug(s). 2,1,3,2. Do not wrap chain or cable around the tank, 2,1,3,3. Use guy ropee to guide the tank when needed, 2.1,3.4. Do not roll the tank to move It. 2.1.4. A tank larger Than 12,000 gaflone has multiple lifting lugs. Uee all the lugs to move the tank, (See FIGURE 24,) FIGURE 2.2 2.1.5. Whenever a tank is stored at the site, chock It In place to prevent rolling, (See FIGURE 2• t.) Tie the tank down If high winds are expected. 2 3 PREINSTALLATION TESTING 3.1, GENERAL ..3.1.1. Xerxes tanks are tested prior to shipment, but all ;1..anks must be retested prior to installation — even if shipped with vacuum — In order to verify the absence of shipping and handling damage. 3.12. The tester is responsible for verifying that all of the test equipment is in goad working condition, and Is properly configured and calibrated. 3.1.3. Construct a test manifold as shown In FIGURE 3.1. The air-supply gauge must have a maximum full-scale reading of 15 psig with 114 -Ib, or 1110•Ib. Increments, and a pressure•relief device set at 8 psig (4 psig for 12-foot tanks]. From Alr Supply Preeeure•Rollof Device Service Fitting R FIGURE 3.1 3.1.4. In air tests, temperature change could be a factor In changes In gauge readings. Note: Multiple test manifolds will be required to teat muiticompartment tanks. 11.1 It Is the Installer's responsibility to select a thread sealant ' that is compatible with the product being etored. Some sealants cannot be used with some products. Remove, clean and redope all factory-furnished temporary plugs with appropriate thread sealant. install permanent plugs In all unused openings. Make eure all manway bolts are tightened, and fitting plugs are properly doped and sealed. 3.1.8, Refer to the appropriate section below for instructions for the following situations; 3.1.8.1. For testing a single-wall tank, see SECTION 3.2. 3.1.6.2. For testing a double -wall tank with a dry interstitial space, see SECTION 3.3, • 3.1.6.3. For testing a double -wall tank with a Ilquld•filled interstitial space, see SECTION 3.4. 3 3.1.8.4. For testing .. single-wall multicompartment tank with a single bulkhead, see SECTION 3.5, 3.1.8.5. For testing a single -wall multicompartment tank with double bulkhead(s), see SECTION 3.6. 3.1.8,8. For testing a double-wail multicompartment tank with dry Interstitial space, see SECTION 3.7. 3.1.8.7. For testing a double -wall multicompartment tank with liquid•filled interstitial space, see SECTION 3.8, 3,1.7, If damage is detected, do not attempt repairs. Contact the UST coordinator at the Xerxes plant nearest you. Telephone and fax numbers are found on the back cover of this manual, 3.1.8. After installation and before backfiliing to grade, testing ' must be repeated to verify that no damage has occurred during installation. When the tank is under pressure, the movies and/or fittings may dislodge, or the tank could rupture and result In death, serious personal injury or property damage. Before beginning the Net, note* al people on the feet site to remain In a safe location. ALWAYS ATTEND TO THE TANK DURING THE TEST. Stand door of manwaya, Ilttings and tank ends during the test. — �WAIININO The maximum test preuure is t! pelg (3 psig for a 12•loot tank]. Position the pressure gauge so that the pressure readings an be dearty read at al Mum See FIGURE 34. FIGURE 3.2 a WARNING The pressure- relief device or regulated air source must be rated at a maximum of 6 psig [4 psig fora 12 -foot tank] to reduce the risk of overpressurztng the tank, 3,2, TESTING A SINGLE -WALL TANK 3,2,1. Remove all temporary service fitting plugs, redope and reinstall all fitting plugs except one (needed for test manifold). Install permanent plugs in all unused openings. 3.2,2, Install the test manifold in the open service fitting. Connect. the pressure source to the test manifold, (See FIGURE 3.3) AlrSupply Valve From Air Supply Presaure•Rellef Device A1rSupply Gauge Service Fitting FIGURE 3.3 3.2,3, Pressurize the tank to 8 pslg (3 pslg for a 12.foot lank). Allow the pressure to stabilize by adding or removing alr as necessary. 3,2,4. Close the alr-supply valve on the test manifold, Discon• nect the air- supply line, 32.6. Soap the entire exterior of the tank. Watch for active air bubbles, which indicate a leak. Pay special attendon to fittings and manways. Litt the tank to check the bottom. Do not ma the tank. 3.2,8. Monitor the pressure for one hour. A WARNING Do not stand under ar. tank. This could result In death, serious personal Injury or property daunago. 3,2,7. When the teat is complete, carefully release the alr preaaure from the tank by opening the alr•supply valve, 3.2.8. When sir flow atop', remove the test manifold, 3.3. TESTING A DOUBLE•WALL TANK WiTN DRY INTERSTITIAL SPACE 3.3.1, GENERAL 3,3.1.1. The tank will arrive with a quick - disconnect assembly, (See FIGURE 3.4.) 3.3.1.2, if the tank is not configured as shown In FIGURE 3-4 prior to preinstaliation testing, call the UST coordinator at the Xerxes plant nearest you, 4 , Nylon Tie • Pressure - Relief Device From Alr Supply Air-Supply Valve AlrSupply Quick- Disconnect Gauge AFslty + Service t ontor senmbly ,, Fitting FIGURE 3-4 3,32. PRIMARY TANK (INTERNAL) 3,3,2.1, Remove all temporary service fitting plugs, redope and reinstall all fitting plugs except one (needed for test manifold), Install permanent plugs in all unused openings, 3.3.2.2. Install the test manifold in the open service fitting, Connect the pressure source to the test manifold, (See FIGURE 3-4.) 3,3,2.3. In order to test the primary tank alone, the quick. disconnect aesembiy must not be connected to the service fitting - keep the nylon tie In place. 32.2,4. Pressurize the prtrnary tank to 5 psig (3 petg for a 12. foot tank), Allow the pressure to stabilize by adding or removing alr as necessary. 3.3,2,6, Close the alr-supply valve on the teat manifold, Disconnect the air- supply line, 3,3.2,8, Soap all service fittings and manwaye, Watch for active air bubbles, which indicate a leak. 3.3.2.7. Monitor the pressure for one hour, 3.3.3, SECONDARY TANK (EXTERNAL) 3.3.3.1. Maintain the pressure In the primary tank. O CAUTION Do not o nn.ctairsupplydtecay to are intotalltlakpace monitor Ong, Pnaswfring the secondary tot* (brta rtftlai s_ by itself may damage the priiriary tank orclue tank Miurr. 3.3.3.2. Free the hose from the servlceifitting by cutting the nylon tie, 3,3.3.3. Insert the hose into the quick - disconnect fitting, This will allow alr to transfer from the primary to the secondary tank, �g =1) 3.3.3,4, Reconnect the air supply line. Allow dressure to stabilize at 5 psig [3 psig for a 12-foot tank] by adding or removing air as necessary. 115. Close the air - supply valve on the test manifold, '.aconnect the air-supply line. 3.3.3.8. Soap the entire exterior of the tank. Watch for active air bubbles, which indicate a leak Pay special attention to fittings and manways. Lift the tank to check the bottom. Do not roll the tank. 3.3,3,7, Monitor the pressure for one hour. L ,A WARNING Do not stand under the tank. Thla could result in death, serious personal Injury or property damage. 3.3.3,8, When the test Is complete, carefully release the air pressure from the tank by opening the air-supply valve, 3,3,3,9, When the air flow stops, remove the test manifold, 3.4. TESTING A DOUBLE-WALL TANK WITH LIQUID-FILLED INTERSTITIAL SPACE CAUTION ------1 Do not connect airsupply directly to the Inter: dal-space monlbzr flfdng, Pressurizing the secondary Irk (lntersddal space) by itself may damage the primary Esnk or cause tank Itture, I,1, PRIMARY TANK (INTERNAL) 4,4,1,1, Keep the tank vertical (the reservoir on top) at all times or the monitoring fluid may drain from the reservoir, 14.1.2. Remove all temporary service fitting plugs, redope, and reinstall all fitting plugs except one (needed for Wet manifold) and the fitting on the reservoir, Install permanent plugs In all unused openings. Do not open the monitor fitting Of present) or monitoring fluid could be lost, 3.4.1.3, Check the liquid level in the reservoir, It should be about 1/4 full, 3.4.1.4. Visually check the Interior of the tank for liquid. There should not be any. 3.4,1,13. InstaU the test manifold in the open service fitting, Connect the pressure source to the test manifold. (See FIGURE 3.5.) Air- Suppply Vo Alr•Supply Gauge From Air Supply Pressure - Relief Device Reservoir Fitting Serif Fitting FIGURE 3-5 5 3.4.1.8. Pressurize primary tank to 5 psig. Allow the pressure to stabilize by adding or removing air as necessary, Note: The liquid level will rise during the air test. 3.4,1.7. Close the air - supply valve on the test manifold. Disconnect the air-supply line, 3.4.1.8. Soap all service fittings and manways. Watch for active air bubbles, which Indicate a leak, Check the reservoir for bubbles in the monitoring fluid, (The level of the monitoring fluid in the reservoir will naturally rise due to the pressure in the primary tank.) 3,4.1,9, Monitor the pressure for one hour, 3.4.1.10. When the test ie complete, carefully release the air pressure from the tank by opening the air-supply valve, 3.4,1,11, When the air flow stops, remove the test manifold. 3.4;1,12, Check the liquid level in the reservoir, It should be at approximately the same level as the pretest level. 3,4.2, SECONDARY TANK (EXTERNAL) Do not connect alr supply dkecdyto the intrrstNal space monitorRing, Pressurizing the secondary tank(inIwsVd91 space) by Itself may damage the primary tank or cause • tank failure. 3.4.2.1, Check the exterior of the tank for monitoring fluid. (The monitoring fluid is dyed blue to distinguish between moisture and monitoring fluid.) if monitoring fluid is found, wipe the lank dry and verify that the monitoring fluid does not reappear. Lift the tank to check the bottom. Do not roll the tank. ' RNING Do not stand under the tank This could result In death, serious personal Injury or property damage. 304.2.2, Visually check the Interior of the tank for liquid. There should not be any. 3.42.3. Replace the protective covers In the service fitting and the reservoir fitting, 15, TESTING A SINGLE•WAU. MULTICOMPARTMENT TANK WITH SINGLE BULKHEAD 3,5,1, GENERAL. 3.5.1.1. Remove all temporary service fitting plugs, redope and reinstall all fitting plugs except one in each compartment (needed for test manifolds). install permanent plugs In all unused openings, (See FIGURE 3-6 and FIGURE 3-7.) �e Og Lifting Lug Typal Manway with Mingo •%, Typical G Mea Fining Monitor Fining When Double BunQttad la Wind End Tank Bulrhaad Scam tor End Tank . flat Seam for Alb Bun Tank Sam lot End Tank FIGURE 3.8 Atr Test of tress Tank FIGURE 3.7 FIGURE 3.8 AIr.Teet Monitoring of Double Bulkhead(e) FIGURE 3-9 3,5,2. AiR TEST OF BABE TANK 3,5,2,1. Install the teat manifold In the open service fitting, Connect the pressure source to the test manifold on the base tank, (See FIGURE 3-3 and FIGURE 3.7,) 3,5,2.2. Pressurize the base tank to 5 psig (3 psig for a 12-foot tank), Allow the pressure to stabilize by adding or removing air as necessary. 3.5,2.3. Close the air - supply valve on the test manifold in each compartment. Disconnect the air-supply line. 6 15,2.4, Soap the entire exterior of the tank. Watch for active air bubbles, which indicate a leak. Pay special attention to fitting and manways. Lift the tank to check the bottom. Do not ref the tank. 3,5,2.5. Monitor the pressure for one hour. Do not release air pressure. 3.5.3. AIR TEST OF END TANK(S) 153.1, Install the test manifold in the open service fitting, Connect the pressure source to the test manifold on the end tank(s). (See FIGURE 3.3 and FIGURE3 -8.) 3.5,3,2, Pressurize the end tank(s) to 5 psig 13 psig for a 12-foot tank], Allow the pressure to stabilize by adding or removing air as necessary, 15,3.1 Close the air - supply valve on the test manifold. Disconnect the air - supply line, 3,5.4, EXTERNAL SOAP TEST 3,5.4,1, Soap the entire exterior of the tank. Watch for active air bubbles, which indicate a leak. Pay special attention to (Ming and manwaye, Lift the tank to check the bottom, Do not rot the tank. 3,5,4,2. Monitor the pressure for one hour, 3,5.4.3, After the test Is completed, release all tank air pressure and remove gauges, 3.6. TESTING A SINGLE -WALL MULTICOMPARTMENT ,TANK WITH DOUBLE BULKHEAD(S) ASAUTION Do not connect alr suppldirectly to the Interstitial -space monitor Meng. Pressurizing the secondary tank (Interstitial space) by Itself may damage the primary tank or muse tank failure, 3,6,1. GENERAL 3.6.1.1. Remove all temporary service Ring plugs, redope and relnatall all fitting plugs except one In each compartment (needed for teat manifolds). Install permanent plugs In all unused openings. (See FIGURE 34 and FIGURE 3.7,) 39.2, MR TEST OF BASE TANK 3.6,2,1, Install the test manifold In the open service fitting, Connect the pressure source to the teat manifold on the base tank. (See FIGURE 3.3 and FIGURE 3 -7.) 112.2, Pressurize the base tank to 5 palg (3 psig for a 12 -foot tank], Allow the pressure to stabilize by adding or removing air as necessary. 16,23, Close the air - supply valve on the test manifold In each compartment, Disconnect the air - supply line, 3.6.2.4, Soap the entire exterior of the tank, Watch for active ale bubbles, which indicate a leak. 3.6.2,5. Monitor the pressure for one hour. Do not release alr pressure, • 3 ti • 16,3, AIR TEST OF END TANK(S) 3,13.1. Install the test manifold In the open service fitting, Connect the pressure source to the test manifold on the end tank(s), (See FIGURE 3.3 and FIGURE 3-8,) 3,8,32. Pressurize the end tank(s) to 5 psig (3 psig for a 12 -foot tank), Mow the pressure to stabilize by adding or removing air as necessary, 3,6,3,3, Close the alr-supply valve on the test manifold, Disconnect the air supply line, 3.6.3.4. Soap the entire exterior of the tank(s), Watch for active air bubbles, which Indicate a leak, 3,8.3,5. Monitor the pressure for one hour, 3.6.4. TEST OF DOUBLE BULKNF,AD(S) 3.8.0, Install a 4-inch NPT plug with a 0.18 psig gauge (1/41b. or 11104b, increments) into all monitor fittings leading to the double bulkhead of the base-tank domes, (See FIGURE 3.9,) . Closely monitor all these gauges for any pressure Increase, 3.6,5, EXTERNAL SOAP TEST 3.8,6,1, Soap the entire exterior of the tank, Watch for active alr bubbles, which Indicate a leak. Pay special attention to fittings and manways, Lift the tank to check the bottom, Do not roll the tank. 3,6.5,2. Monitor all gauges for elater a lose in pressure from the tanks or an Increase in pressure in the bulkhead Interstitial space, 3.6.5.3, After the test Is completed, release all tank air pressure and remove gauges. 3,7,'TESTiNG A DOUBLE-WALL MULTICOMPARTMENT TANK WITH DRY INTERSTiTUL SPACE CAUTION Do not connect air supply directly to fine lnterntiUal apace monitor Ong. Pnasurtafng too secondary tank (Interstitial woo) by &o frneydarnage tine prtnaiy tank o muse kink Um. 3.7,1. GENERAL 3.7.1,1. Remove all temporary service fitting plugs, redope and reinstall all fitting plugs except one In each compartment (needed for test manifolds), Install permanent plugs in all unused openings, (See FIGURE 340 and FIGURE 341,) . FIGURE 3.10 7 FIGURE 3.12 Air•T.st Monitoring of Secondary Tank FIGURE 3.13 3,7,2, MR TEST OF BASE TANK 3.7.2.1. Install the test manifold in the open service fitting, Connect the pressure source to the test manifold on the base tank, (Soo FIGURE 3.3 and FIGURE 3.11,) 3.7,2.2. Pressurize the base tank to 6 psig, Allow the pressure to stabilize by adding or removing alr as necessary, 3,7,2,3. Close the air- supply valve on the teat manifold In each compartment. Disconnect the air - supply line, 3,7.2.4. Soap all service fittings and manways, Watch for active alr bubbles, which indicate a leak. 3,7.2.5. Monitor the pressure for one hour. Do net release alr pressure, 3,7,3, AIR TEST OF END TANK(S) 3.7,3,1, Install the test manifold In the open service fitting. Connect the pressure source to the test manifold on the end tank(s). (See FIGURE 3.3 and FIGURE 3.12) 3,7.3.2. Pressurize the end tank(s) to 5 psig, Allow the pressure to stabilize by adding or removing alr as necessary, 3,7.3.3, Close the air- supply valve on the test manifold. Disconnect the air - supply line,. WARNING �� 3.7.3.4. Soap all service fittings and manways. Watch for active alr bubbles, which indicate a leak, 3.7.15, Monitor the pressure for one hour, 3.1.4, AIR TEST OF SECONDARY TANK 3.7.4.1. Attach the quick•disconnect hose assembly from the end-tank monitor fitting to the primary-tank service fitting (with a female quldtsoonned fitting in place). This will allow air to transfer to the interstitial space. (See FIGURE 3.4 and FIGURE 3.13) 3.7.4,2, Add air as required and stabilize the air pressure in the total tank system to 5 psig. 37,1 t(TERNAL SOAP TEST 3,7.5,1. Soap the entire exterior of the lank. Watch for active ak bubbles, which indicate a leak. Pay special attention to fitting(s) and manways, Lift the tank to check the bottom. Do not roil the tank. 3,7,5.2, Monitor the pressure for one hour. Do not stand under the tank. This mud result In death, serious personal Injury or property damage. 31,6.3. When the test is completed, carefully release the air pressure from the tank by opening the air-supply valve, 3,7,8.4. When the air flow stops, remove the test manifold. 3.1 TESTING A DOUBLE-WALL MULTiCOMPARTMENT TANK WITH LIQUID-FILLED INTERSTITIAL SPACE Do not connect air supply dlrectfy to the IntervitIU•sprce monitor Ring, Pressurising the secondary tank (Interstitial space) by Itself may damage the primary kink or muse tank tlalu c 3,8,1. GENERAL 3.8,1.1. Sae FIGURE 3.10 and FIGURE 3-11, 3.12. PRIMARY BASE TANK (INTERNAL) 3.8.2.1. Keep the tank vertical (the reservoir on top) at all times or the liquid (brine) may drain from the reservoir. 3.8.2.2. Remove all temporary service fitting plugs, redope, and reinstall all fitting plugs except one for each compartment (needed for test manifolds) and the fitting on the reservoir, Install permanent plugs in all unused openings, Do not open the monitor fitting (If present) or monitoring fluid could be lost. 3.8.2.3. Check the liquid level in the reservoir. It should be about 114 full, 3.8,2.4. Visually check the interior of each compartment for liquid, There should not be any, 8 3.8.3. PRIMARY TANK AIR TEST OF BASE TANK 3.8.3.1. install the test manifold In the open service fitting. Connect the pressure source to the test manifold on the base tank. (See FIGURE 3.3 and FIGURE 3.11.) 3.8.3.2. Pressurize the primary tank to 5 psig, Allow the pressure to stabilize by adding or removing air as necessary. Note: The liquid level will rise during the air test. 3.8,3.3. Close the air-supply valve on the test manifold. Disconnect the air - supply line. 3.8.3.4, Soap all service fittings and manways, Watch for active air bubbles, which indicate a leak, Check the reservoir for bubbles In the monitoring fluid. (The level of the monitoring fluid will naturally rise due to the pressure In the primary tank.) 3,8,3,5, Monitor the pressure for one hour. Do not release air pressure. 3,8.4. PRIMARY-TANK AiR TEST OF END TANKS) 3.8.4.1, Install the test manifold in the open service fitting In the end compartments. Connect the pressure source to the test manifolds, (See FIGURE 3.3 and FIGURE 3.12.) 3.8.41 Pressurize the primary tank of the end tank(s) to 5 palg. Allow the pressure to stabilize by adding or removing air as necessary, Note: The liquid level will rise during the alr test. 3.8.4.3. Close the alr-supply valve on the test manifolds, Disconnect the air-supply line. 3.8.4,4. Soap all service fittings and manwaye, Watch for active air bubbles, which indicate a teak, Check the reservoir for bubbles in the monitor Auld, (The level of the monitor Quid will naturally rise due to the pressure In the primary tank.) 3,8,4,5. Monitor the pressure for one hour. 3.8.4.8, When the test Is complete,•carefully release the air pressure from all compartments by opening the air - supply valve., 3.8.4.7. When the alr kw stops, remove the test manifolds. 3.8,4,8. Check the liquid level In the reservoir, It should be at approximately the same level as the pretest level, 3.8,5, SECONDARY TANK (EXTERNAL) A CAUTION Do not connect air supply c' o the Inbsysb'da4psce monitor fitting. Pressuring the secondary tank (lent rstitlal space) by Itself may damage the primary tank ormuse kink failure, 3.8.5.1. Check the exterior of the tank for monitoring fluid. (The monitoring fluid is dyed blue to distinguish between moisture and monitoring fluid.) If monitoring fluid Is found, wipe the tank dry and verify that the monitoring Auld does not reappear. Lift the tank to check the bottom. Do not roil the tank. L, A WARNING Do not stand under the tank. This could result in death, serious personal Injury or property damage. Visually check the interior of the tank for liquid. Replace the protective covers in the service fittings and the reservoir fitting. 4 RACKFII_L MATERIAL 4,1. GENERAL 4.1.1. Xerxes tanks must be installed using either pea gravel or crushed stone as backfill material. 4,1,2. Using other than approved bedding and backfill materials without prior written authorization from Xerxes will void the tank warranty. l A WARNING J Use of unapproved baclMll material could cause tank failure and result In death, serious personal Injury or property damage. 4.1.3. Approved backfill material must meet the following specifications; 4,1,3,1. The material Is washed, free•llowing, and free of ice, pow and debris. 4,1,3,2, The material conforms to the specification of ASTM C•33, par. 9.1, size numbers 8 through 8 of Table 2. 4.1.3,3. When using pea gravel, the material le to be a mix of rounded particles, sizes between 1/8 Inch and 3/4 Inch. (See FIGURE 4.1.) 3/4' moo www elsol A,•, �r•� 10, , owel lad FIGURE 4.1 13,4. When using crushed stone, the material is to be a mix of angular particles, sizes between 1/8 inch and 1/2 inch. (See FIGURE 4-Z) 9 1/2" MIONNial amenimi 4 1 /e' 44,111.11b4611 P46110 lirge* III FIGURE 4.2 4,1.3,5. No more than 5% (by weight) of the material may pass through a #8 sieve. 4,1.3.0. It is recommended that the materials supplier certifies that the material conforms to ASTM C•33 and any other applicable specifications, 4,1.4, For additional Information, refer to the Xerxes document, "Fiberglass Tank Backfill Guideline," 4,1.5, If material which meets these epedflcatione Is not available, contact technical support at Xerxes Minneapolis for Information on enemata, materials and the process for approval. `i FXCAVA11ON 1'ARAME H RS 1 WARNING Follow OSHA regulations for tank excaystlons. Collapse of excavation walla could result In death, serious personal Injury or property damage. 5,1, GENERAL. 5.1.1. The installing contractor must take all precautions, necessary to protect employees working in or near a tank excavation, These precautions should Include; but are not limited to the following; 5,1.1.1, Locate and protect any utllity installations near the excavation before opening the excavation. 5.1.1.2. Secure the walls of the excavation, 5,1.1.3. Prevent exposure of employees to hazardous fumes from the excavation, 5.1.1.4. Protect employees from hazards associated with water accumulation in the excavation. ismarrarsuramaroshatrimmissaires 5.1.1,5. Erect barricades, etc,, to prevent unauthorized vehicle or pedestrian traffic. 5.1.1,6. Inspect, a minimum of once a day, the excavation and surrounding area. 5,1.2. For additional information an excavation, trenching and shoring safety practices, consult OSHA's "Construction Industry Standards,' Part 1928, Subpart P; and 'Fall Protection Rules and Regulations' 5,1.3, The minimum depth of the excavation is normally • determined by the presence or absence of groundwater and the presence or absence of traffic at the site, These dimensions "are critical to the successful installation of a tank and are often regulated by code. 5,1.4. For additional requirements and specifications, refer to federal, state and local codes; NFPA 30, 30A and 31; API RP 1815; PEI RP100; and FIGURE 5.1 and FIGURE 5.2 11.8.1n all cases, the depths of cover given in 5.1.5.1. and in 5,14.2. are minimums. 8.1,8.1, Tanks subjected to traffic loads (H -20 Toads) must have a cover depth of at least 18 inches of backfill (36 Inches for 12 -foot tanks] plus 6 inches of reinforced concrete or 9 Inches of asphalt, (See FIGURE 5.1.) In a wet condition, sufficient overburden and/or sit appropriate anchoring system must be present to offset buoyancy of the tank. 1°111 111,11 L,II:E 111111 I.ffi�ffi I iII 1111 11111 ul I I 1111; III 11 :1 _ 1, I i 111111 I,i I.. 1411;41 it Jl Note: Number In brackets refers to 12.foot tanks. FIGURE Si . 5.1.5.2. Tanks not subjected to traffic loads must have a cover depth of at least 24 Inches of backfill (48 inches for 12-foot tanks], or 12 Inches of backfill (36 Inches for 12-foot tanks] plus 4 Inches of reinforced concrete or 6 inches of asphalt. (See FIGURE 5.2.) In a wet condition, sufficient overburden and/or an appropriate anchoring system must be present to offset buoyancy of the tank. 10 Note: Number In brackets refers to 12•foot tanks, FIGURE 5.2 & WA NR ING 1 In nonUgmo Installation, ensure that the areas above the tanks are not subjected to traffic or other types Woods, which could cause tank damage and mutt In death, serfoua personal Injury or property damage, ' 5,1.5.3. The maximum burial depth Is 7 feet of cover over the top of the tank, Deviation from this may be permissible with prior written authorization from Xerxes, Call your Xerxes represents• five for a special quotation prior to tank purchase if the burial depth Is to be greater than 7 feet. 8.1.5.4. Asphalt and concrete pads must extend a minimum of 12 inches beyond the tank In all directions. 5.1.5.8. An unattached manway riser (if present) must not transmit load from the concrete slab to the tank. A minimum space of 8 Inchea must exist between the bottom of the riser and the top of the tank, 5,1.5.6, Traffic loads from the top slab must not be transmitted to an attached Bump or riser. A minimum space of 3 Inches must exist between the riser or sump and the slab. 52, TANK SPACING 52,1, GENERA" 5.2.1,1. The following are minimum spacings and must be Increased as needed to accommodate deadmen or anchor slabs. (See Section 8,) Always provide sufficient clearance to allow the deadmen to be set outside of the tank "shadow." (See FIGURE 54.) it 111111:- 11. Tank Shadow 111 II! -1 1-- 1:II;1 1'1111 =J .I II:I 1:1111.1111 111111' -,1111 Ali _____, IIICI-= I N''t - MI sue; I . ;II. ,il i I -1 � ": -: I 1 �' lilt I I i 1dNi 1. 1 11111: -mill -- 111Ti -1 :1111 1,0,1 1+1(1 N „I - Ndl1 t- 2 x Width Width (See TABLE &1,) t 1 FIGURE 5.3 5,2,2, STABLE IN SiTU (NATIVE) SOIL CONDITIONS 5.2,2.1, Where shoring is not required to maintain a vertical wall from top to bottom of the excavation, and where the soil is stable, the minimum spacing between the Bidwell or endcap of the tank and the side of the excavation must be 18 Inches (24 Inches for 12-foot tanks]. 81,22. If more than one tank is to be Installed in the same hole, allow for at least 18 inches between the tanks, Mee FIGURE 84.) FIGURE 5.4 5,2.3, UNSTABLE IN SITU SOIL CONDITIONS Xerxes recommends that the tank owner seek tho advice of a local foundation professional engineer if he In situ soll Is extremely soR or Inherently unstable (for example, peat, quicksand, muck, landfill, very soR or highly expansive day, underground stream, eta.), 11 5.2.3.1. If the sort nas less than 7501bs sq, ft cohesion as calculated from an unconfined compression test; or In soils having an ultimate bearing capacity of less than 3,500 Ibsisq, ft; or where soli will not maintain a vertical wall, the excavation must allow a minimum space equal to half the diameter of the tank between the side and the endcap of the tank; and the • excavation wall to enhance lateral resistance. (SeeRGURE5 ) 52.3,2. The spacing between adjacent tanks is to be at least 18 inches, (See FIGURE 5 5,) I n 111 1'1 !ilk FIGURE 5.5 8,2,3,3, A reinforced concrete slab maybe required under the tank as a foundation in the excavation where the bottom is unstable. 5,3, GEOTEXTILE 8.3.1. The tank owner or the owner's technical representative Is responsible for determining whether a geotextile or an alternate filtering technique Is appropriate for a specific installation, Geotexdle allows the passage of water, but prevents the migration and mixing of In sltu soil and the select backfill material. Geotextile helps preserve the Integrity of the select backlit envelope, which surrounds and supports the lank, 5,3,2, Xerxes recommends that geotextile be used when the tank Is installed in; • areas with frequently changing groundwater conditions or areas subject to tidal fluctuations, • unstable soils such as cited In SECTION 18,3, • water conditions with silty In situ soll.. 5,3.3, For further Information concerning geolextile specifications and Installation procedures, consult the geotextile supplier's Installation guidelines or instructions, 5,3.4, Polyethylene film is not considered an effective geotextile material, It may tear or degrade while In service, 0 m 2 gl 6 ANC] ORINC, TANK; A CAUTION Xeres recommends that al tanks be anchored In Instals- . dons In which the dank could be exposed to water, Xerxes recommends that every site be thoroughly evaluated for the potential of a Ilse In the /oral water fable or of trapped water, Failure to anchor a tank under these conditions may damage the tank or surrounding property, 6.1. DEADMAN ANCHORS 8,1,1, A deadman is typically a reinforced concrete beam, 8.1.2. The length of the deadman is typically equal to the length of the tank, 8.1.3, A deadman may be fabricated In multiple sections as long as the total length Is not decreased and each section contains at least two balanced anchor points. 8.1.4. The width and thickness of the deadmen depend on the tank diameter, water-table height, number of attached collar risers and burial depth, 8.1.8; Deedmen should be designed according to the American Concrete institute (ACI) code, 8,1,8. Rater to TABLE 8.1 for typical deadmen dimensions given the situation of an empty tank with a burial depth of 3 feet, with groundwater to grade and with one attached collar riser, Tank Diameter Typical Deadmen Dimensions (Width x Depth) 4' 8' x 8" 81' 12'x12' 8' 12 x 12' ' 10' 18'x12' TABLE 8.1 8.1.7. Tanks of 10-foot diameter and a capacity of 30,000 gallons or more may require larger deadmen than those in TABLE 8.1, depending on burial depth, to offset buoyancy, Contact technical support at Xerxes Minneapolis for further information, 8,1.8. Lay the deadmen In the excavation parallel to the tank and outside of the tank 'shadow,' (See FIGURE 8.3) 8.1.8.1n multiple tank installations with deadmen: • each tank will have its own set of deadmen (one deadman may be used between two tanks if the deadman Is double in width); • a separate anchor point must be provided for each hold• down strap; • the minimum spacing between tanks must be no less than twice the width of a single deadman. 12 8.2. XERXES DEADMAN ANCHORS 8.2.1. A Xerxes - supplied deadman is pre - engineered and sized to the tank ordered, As with any deadman, water -table height, number of attached collar risers and burial depth must be considered. 82.2, Placement of a Xerxes deadman is the same as a standard deadman, (See FIGURE 6.1,) • 8.2.3. A Xerxes deadman Is supplied with 314- Inch•diameter, plated 1.1-bolts, These bolts protrude up through the slots in the deadman and are held in place with cotter pins, A WARNING Only use the Wolfs when lifting and positioning the deadmen, A spreader bar may be required to lift longer sections of deadmen, Use guy ropes to guide the anchors when lilting. Failure to do so could result In death, serious personal Injury or property damage, 8.2,4. The U•bolts can be moved and positioned to match the hold-down . strap locations on the tank (marked by arrowhead symbols H 8,2.8. When using these deadman anchors in man-out-of-hole strapping applications, align the U -baits with the proper ribs before setting them to the hole, 8.2,8. Care should be taken to keep backAll from entering the U•bott slot until Anal adjustment le made, 8,2,7, The deadmen are to be butted together at the tank center, on each side of the tank when multiple sections are used. 8,2,8, Uae one U.bbolt per strap end and only ono etrap per U-bolt, 81 ANCHOR SLAB 8,3,1, An anchor slab Is typically a reinforced concrete base, 8.3,2. The total length of the slab must be at least the same as the length of the tank. 8.3.3. The minimum stab thickness is 8 Inches, 6.3.4. The width of the slab depends on the tank diameter. The slab must extend a minimum of 18 Inches (12 inches for 4•foot• diameter tanks] beyond the width of the tank, 8.3,6, Rater to TABLE 6-2 and FIGURE 6.1 for anchor -point dimensions. 6.3.8, Provide a separate anchor point for each hold -down strap, 6.3,7. All anchor points must be engineered to withstand the tank's buoyancy forces. 6.3.8. When using a concrete base slab, allow sufficient depth in the excavation for 12 inches of bedding material below the tank. (See•FIGURE 6-1.) 2 MIiIIII►. Position Strap C 1 °111111 at Tank Top (illll�l 111111E ~111111 11E111111 iil11EiI IIIIII� II Ii111Elll, 111E11101 a91111IE. I111111I It. 1111E111111 111111111/ caesura '°''�'� EMI)I E11111E. •� 11111E-111111 11111E1111. # �r -- o — 1111116 EMIRS rum_ u�inur�lll(I (Iflll111 UIIH�111111. =1111 - ^ 11�= 11111-= ((IIII IIIIIIa E1 111I1E111111E1111112:111111E11 1111EiI( EIMI E11111I FIGURE 8.1 Tank Diameter Anchoring Dimensions 'E' Min. E Max, MI ' 8' ' C '0' 4' 24' 18 12' 8' • 4.114' 27' 30' 8' Eli 23' 13' 12' • 1" 42" 48' 8' El 31' 16' 16' • 1' 62" 58' 10' 67' 46' 16' 18' • 8414' 89' 75' 12' 58' 60' 23' 22' • 8.3/4' 87' 93' TABLE 8.2 8.4. HOLD-DOWN STRAPS &O. Only Xerxes straps may be used when anchoring a Xerxes tank 8,4.2. The locations for hold-down straps on each tank are marked on the tank by the arrowhead symbols ■■ . 6.4,3. Straps must be used on all marked hold-down locations. A CAUTION Do not place soaps bebwen ribs (except on 442ot. diameter tanks). FaJlure to property place strops may result In tank damage. 8.4.4. Data for hoid.down straps are given In TABLE 8.2 and FIGURE 6.1. 8.4.5. Evenly distribute loads by tightening all hold -down straps uniformly until they are snug over the ribs but cause no deflection of the tank. 6.4.6. Take an intermediate measurement of the tank diameter after the straps have been Installed and tightened. (See SECTION 14.) .. '. HARDWARE AND ANCHORING POINTS .4.1. Anchoring hardware must be sized according to TABLE 61, and manufactured to Industry standards and dimensions. 13 Tank Diameter l 1 Turnbuckle Diameter (by Type) MIn�— Wire—Rope Diameter Hoak Jaw Eye _�_.....�„ 4' 3/4' 1/2" 318' 6' 3/4' , 1/2' 1/2' 318'_ 1/2' 8' 1.1/4' 3/4' 3/4' 10' 1.114' 3/4' 3/4' 1/2" 12' 1.1/4" 3/4' 3/4' 1/2' TABLE 8-3 8.5,2, The installing contractor is responsible for providing hardware and anchor points of sufficient size and strength. 8.5.3. The particular configuration of hardware w8 be determined by the contractor, the owner or the owner's representative. 8.5.4, Locate the anchor points as shown In TABLE 6.2 and FIGURE 8.1. Refer to dimension "E.' Align all anchor points with the marked arrowhead symbols N on the tanks, within a tolerance of x1 inch, 8.5.5. For specific Information on hardware and its use, consult the hardware manufacturer or,suppller. 8.5.8. The installer le responsible for using appropriate and approved engineering practices when fastening wire rope. Refer to recommendations of wire-rope manufacturer and supplier, and follow accepted industry standards when selecting, using, attaching or connecting wire rope. (See FIGURE 8-3, FIGURE 8•4 and FIGURE 6-5.) CAUTION Use only appropriately sired hardware with the strip eye. Oversized hardware may damage the soap eye and result In personal Injury or property damage. See FIGURE 6•2 for dimensions of strap eye. Strap Clips 3.1/4" FiGURE 8.2 • 8.5.7. When connecting the end of a hold lawn strap bo the anchor, common methods are using a drop forged turnbuckle or a looped wire rope, or a combination of both, as shown In FIGURE 8.3, 6.5.8. All exposed metal on the anchoring system must be coated or galvanized to protect against corrosion. 6.5.9. When fastening wire rope, use a minlinum of two dips for a 3/8-Inch wire rope and three dips for a 1/2-inch wire rope on each termination, See TABLE 64 hbrminimum wine-rope diameter. 14, • FIGURE 8.3 6.5.10, Turn back from thimble the exact amount of wire rope specified by.the manufacturer of the cites used, 6,5.11, Apply the first dip at a distance from the dead end of the wire rope that Is equal to the largest width of the dip used. (See FIGURE 64) 6.6.12. For each clip, apply a U-bolt over the dead end of wire rope. (See FIGURE 84) (Note: Live end tests In saddle,) FIGURE 6.4 6.6.11 When two dips are required, apply the second dip as near the loop or thimble as possible, (Sat FIGURE64) 6.6,14, When more Than two clips are required, apply the second dip as near the loop or thimble as possible, tum nuts on second dip firmly, but do not tighten initially. (See FIGURE 64.) 6.6.15. When more than two dips are required, space additional dips equally between the first two, take up rope slack, and lighten nuts on each U-bolt evenly, 6,5.16. Tighten all hardware unitormiy and follow the manufac- turer's torque specifications, Double -check the tightness once the anchoring system is complete, 6.5.17. If forming a loop in the wire rope, a splice Is required for connecting the two ends together. Standard rigging practice for splicing wire rope calls for using twice the number of clips recommended for a single-end termination. Use a minimum of four dips for a 3/8-inch wire rope and a minimum of six dips for a 1/2-Inch wire rope, Place the rope ends parallel to each other and Install the dips as shown In FIGURE 6.5. 14 3/8" Wire Rope 4----- Live End 4— Load Dead End Load—b. Dead En Uve End— . 1/2" Wire Rope T-- --Live End 1-d4- -- --Dead En .__Load Dead End :. Load -9. Uve End - ----•� FIGURE 6.5 8.8. MAN-OUT-OF-HOLE ANCHORING 8,6.1, The Xerxes man- out•of•hoie (MOH) strapping system is designed for use In installations where water Is in the excavation and /or where personnel may not enter the hole because of site restraints. An MOH strapping system can be, but need not be, used in conjunction with Xerxes deadmen. 6.8.2. When using the MOH strapping system, the placement of components le critical, (See FIGURE 6-6.) tiU:'li IIII Load ender LAIR - -- Illllltrlll L �III111 111111E111 t� • Tank etnp C�IIIIII lllllt EiII1I, xerxe, = IIIIII Deedman IIIIIIt=111111�,I"` 1 -11111 ��_ ,�� ��� ►���zJ11111I=111111 111111:- 111111+E111111� _ f111111.-',llllllc 111111` 1111F1111111 F IIIIIII = IIIIII IIIlUE 111111[- 1111111: 111111(== 1111111`v llllll • FIGURE 64 61, ALTERNATE ANCHORING METHODS IN WET- HOLE INSTALLATIONS . 6.7.1. In wet -hole Installations, when Xerxes' preferred method of man-out-of-hole anchoring is not available, the methods described below may be used, 6.7,1.1. With both methods, place the hold -down strap between the wire rope and the tank so that the wire rope is never in direct contact with the tank. 6,7.1.2. The H-shaped positioning clips around the strap are designed to accommodate the wire rope on top of the strap as shown In FIGURE 6 -7 and FIGURE 6.8. 6.7,1,3. The following method is shown In FIGURE 6-7: • attach a wire rope to each end of each hold -down strap; • secure the termination of the wire rope; (See SECTION 6.5, for suggested method,) '.'' ' • center each hold -down strap an each rib marked with the arrowhead symbols tH ; • place the deadmen on top of the wire ropes on each side of the tank; • lower the deadmen to the bottom of the excavation; • take the slack.out of each wire rope and splice the termina- tion of the wire ropes on top of the tank. (See SECTION 8,5.) FIGURE 8.7 8,7,1.4. The following method is shown In FIGURE 8.8 • loop a wire rope around the deadman at each location that COP responds to each rib marked with the arrowhead symbols 041; secure the termination of the wire rope; (See SECTION 8,5. for suggested method.) ; °; • lower each deadman to the bottom of the excavation using the wire rope; • center each hold -down strap on each rib marked with tho arrowhead symbols H; • bring the live end of each wire rope up to the top of the tank at each marked rib; • take the slack out of each wire rope and splice the terming• tion of the wire ropes on top of the tank, (See SECTION 8.6.) FIGURE 64 / LiOl [OM SUMPS AND E I I1 WG:i 7,1. GENERAL .7.1.1.11 the tank has a bottom sump or fitting, take extra care that the tank does not rest or roll on the bottom sump or fitting prior to installation. 7.1.2, During installation, provide a' clear area In the backlit' bedding so that the tank rests on the backfill bedding and the sump or bottom fitting is clear. 7.1.3. After setting the tank, fill and tamp the resulting void by using hand tools before continuing the backfiliing, 8 INSTAL LA LION A CAUTION-- Adequately ballast the tank (add liquid) In a wet hole or In a dry hole that may become wet (for example, from site runoff) until the Installatkn Is totally completed. Failure to do this may damage the tank or surrounding properly. A —WARNING If product is used as ballast, exercise spedal cam In handling. Safeguard against sparks, fire or product spills. Improper handling of product could cause a lire or explosion, and death, serious personal Injury or property damage. ! WARNING Do not use air preuure to test tanks that contain or have contained flammable or combustible liquids or vapors. The Net and sir mixture could explode and cause death, serious personal Injury or property damage. Tanks should be air tested before ballasting. 8.1. GENERAL 8.1.1. Uee only approved backlit] materiel. (See EECTION4.) 8.1.2. Do not mix approved material with sand or in situ soil, 8.1.3. Do not use in situ soil as backlit, material, 15 8.1.4. M excavated In situ soil must be replaced with approved material, 8.2. DRY -HOLE INSTALLATION 8.2.1. Prepare a smooth level bed, 12 Inches thick, of approved backlit' material. 8.2,2. Place the tank or tanks onto the bed. Do not set Xerxes tanks directly onto a concrete Bleb, on timbers or cradles, or onto the in situ soli, 8.2.3, As the tank Is being placed, slope the tank according to site specifications. (Xerxea does not require that a tank be sloped The slope is determined by the tank owner's specifications.) 8,2.4. Sloping of tanks may affect accuracy of Xerxes calibra- tion charts, • 8.2.5.1f a double-wall tank Is sloped, the monitor should be at the low end, 8.2.6. Use the tops of the ribs to establish longitudinal level. Establish lateral level by placing the level across the top of a fitting or a manway, c 8.2.7. When the tank is placed, take the first diameter reading (Deflection Reading 'A' on the Installation Checklist), See SECTION 14 for instructions on taking deflection readings. 8.2.8, If tank is to be anchored, install the anchoring hardware at this time. (See SECTION 6.) 8,2.9. Place one 12.lnch lift of approved backfill material evenly around the tank, From the edge of the hole or the top of an adjacent tank, push the backfill In place by using a nonmetal probe long enough to reach beneath the tank. Work the backfill material under the tank body and domes so the tank is fully supported — that Is, so there are no voids under the tank, (See FIGURE 8.1 and FIGURE 8.2.) CAUTION Do not strike the tank with the probe or tank damage may result. mm FIGURE 8.1 FIGURE 8-2 8.2.10. Repeat Step 8.2.9. with a second 12 -Inch lift. 8.2.11. After the second lift of material has been placed and worked under the tank, bring the backfill to the top of the tank. 16 • 8.2.12, When the backfill Is to the top of the tank, take the following steps: 8,2.12.1 Take the secondary diameter reading as an in•process check (Deflection Reading 'B' on the Installation Checklist), See SECTION 14 for instniclions. 8.2.12.2. Repeat the 5 psig air test (3 psig for 12-foot tanks] as outlined In SECTION 3, soaping all exposed areas of the tank and all fittings, and monitoring the pressure for one hour. 8.2.13. After completing.the air test and measurement of tank deflection, ballast the tank until piping installation and final backfilling to grade is completed. When filling the tank, make sure that the tank Is adequately vented, The vent must be large enough to allow the displaced air to escape, (See SECTION 10,) WARNING If product Is used as ballast, exercise special care In . handling. Safeguard against sparks, fire or product spills. Improper handling of product could cause a fire or explosion, and death, serious personal Injury or property damage. 8,3. WET -HOLE INSTALLATION 8.3.1, Follow the dry -hole installation procedure with the following modifications: 8.3.1,1, Before performing Step 8.2.1. of the dry-hole installe- Uon, pump the water from the hole and continue pumping to maintain minimum water level during tank installation. 8.3.1.2. During Step 8,2.2, of the dry-hole Installation, when setting and leveling the tank, partially ballast the tank untll It settles firmly on the prepared bed, The ballast level In the tank must never exceed the water level In the hole by more than 1 foot untl the backftll machos the top of the tank. (See FIGURE 8.3.) 111111' 111111 111111: 'I 111111: 11'111' II 111111 : 111111 _.111 111111 1,1111," :1111 '1111 1,1; '111111,- 11111 • 111111_.. 11110 ' IIll _ ,,„„ 111111` 111111 11 Ilk_ 111111 IIII L_.111111 ;Ililil ^I►I'ili'; FIGURE 8.3 8.3.2. Cover depth must meet minimum depth specified in SECTION 5of this Installation Manual. 8.3.3. Completely ballast the tank once baclffill is even with the top of the tank. V)E 9. POSTINSTALLA TlON TESTING WARNING Do not use alr pressure to test tanks that contain or have wined flammable or combustible liquids or vapors, The and alr mixture could explode and cause death, serious personal Injury or property damage. Tanks should be alr tested before ballasting. I A WARNING 1 If product Is used as ballast, exercise speclal care In handling, Safeguard against sparks. fire or product spills, Improper handling of product could cause a fire or explosion, and death, serious personal injury or property damage. 9,1, GENERAL 9.1.1, After backflll is brought to the top of the lank, make an Intermediate measurement of vertical deflection according to the Instruction In SECTION 14, 9.1,2. After the tank has been measured and vertical deflection is determined to be within the limits specified by Xerxes, the tank must be pressure tested to ensure that no damage occurred during installation. 9.1.3. Follow the procedure in SECTION 3, soaping all exposed areas of the tank and ell fittings, and monitoring the pressure for one hour. t, Carefully relieve the pressure in the tank. Remove the +rick- disconnect assembly from dry doubie•well tanks. 10 13/111 ASiING (AIMING 1 101111)) Do not use alr pressure to test tanks that oontaln or have contained flammable or combustible llqulds or vapors, and do not pertbrm any postlnstallation pressure tests. The hrel and alr mixture could explode and cause death, serious personal Injury or property damage. Tanks should be ski toted before ballasting. When balloting the tank make sure the tank le properly vented. The vent must be largo enough b allow the displaced alt to escape. Failure to properly vent the tank may cause tank damage, �� WARNI GN J If product is used as ballas4 exercise special pre In handling. ^ "reguard against sparks, lire or product spills. Improper ,dling of product could cause a fire or explosion, and oath, serious personal injury or property damage. 10,1. GENERAL. 10.1.1, In most anchoring systems, a tank is not adequately protected against flotation until the tank is fully backflited and the top slab Is in place. Therefore, during the installation process, the tank should be ballasted completely after the backflll is even with the top of the tank and postinstallation testing has been successfully completed. • 10.1.2, Only under wet -hole conditions should ballast be added before the backflll is even with the top of the tank. (See SECTION 8.) A WARNING When filling the tank, make sure the lank Is properly ' vented, The vent must be large enough to allow the displaced alr to escape, 11 PIPING AND \JEN TING 11.1. INTERNAL PIPING 11.1.1. All piping must conform to all applicable coded and standards. (See SECTION 1.) 1 ,WARNING All internal piping must be at best 4 inches [B Inches for 12•foot•diameter tanks] from the tank bottom. L -ACAUTION ■MI All metal fittings and other metal components must be coated to protect against corrosion. 11.1.2. Refer to FIGURE 11.1 along with TABLE 11.1 to determine the correct dimensions for elzing Internal piping. —eau Dimension Une 8Inglo•Well & Double•Wa&I 11 Dimension Una Double•Well 1 single -Weu Double-Well 11 Double -Wall 1 Ribbed Outer Wall Smooth Outer Will Note: 1. M fitting dimensions are measured from the top of a service fitting to the inside bottom of the tank and include gauge•piate clearance. 2. Interior diameters do not Include gauge•plate clearance. 17 FIGURE 11.1 It interior Dimensions In FIGURE 11.1 Tank (Amstar • 4' - 8' ' 8' 10' 12' 'A" 491/4' 73' 92' 121' 1381/4' '8' 54112 78" 98" 126' 1431/4' ace 48' 713/8" 913116' 1193/16' 1385/8' 'D' 49112' 72314' 91.12 120' --r ' E" 55' 77-3/4' 97.1/4' 125314' -- ' F' 48' 705/8' 90518' 118'•1/' --i. '0' 51.112' 754/8' 954/8' 12331/2' --- 'H' 56518' 80.114' 100110 126.518' — ' 1' 48' 713/8' 913/16" 119318' -- TABLE 11.1 11.2 EXTERNAL PIPING WARNING When pressure testing the external piping, the tank must be Isolated from the Internal piping system. The test pressures for external piping could cause tank fleiflure, and result In death, serious persons! injury orpropattydome. CAUTION When extending monitoring or vapor‘recavery piping to the surface, make sure the at -gredo fittings are different from any fill fittings and will not accept standard 1111 hoses. 11.3 VENTING TANK All underground tanks/compartments must be vented to atmosphere for proper operations. Failure to vent could result In death, serious personal Injury or property damage. 11,3,1. In the double -wall and triple -wall tank, the primary tank Is designed to operate at atmospheric pressure, 11.3.2. The tank's venting system must be adequately sized to ensure that atmospheric pressure is maintained at all times, . Including during filling and emptying of tank. 11.3,3. Whenever installing overfill protection, such as alarms, automatic shut -of! devices ('Rapper valves') or vent-restriction devices ('ball -float valves'), follow the instructions provided by the manufacturer of the overfill- protection device and consult the authority having jurisdiction to determine the level at which the overfill protection should operate, WARNING Oven, u protection, such as autiomaUo shut -off devices or vent- restriction devices, should not be instaued if owner /operator will allow pump or pressure filling of the tank. Failure to fbuow this instruction could cause tank failure, and result In death, serious personal Injury or property damage. • 18 11.4 VENTING INTERSTiTiAL SPACE A CAUTION All reservoirs must be vented for proper operations, 11.4.1. When the tank's interstitial space is filled with a liquid , the space must be vented. It is sufficient to drill a 1 /4.inch• diameter hole in the side or cap of the reservoir riser pipe as supplied by the installer, If the groundwater level could be high enough to enter a drilled vent hole, install a vent line from the riser pipe to above high-water level. 11.4.2, When the interstitial space is dry, it is not necessary to vent the space to atmosphere. 17 FILLING TANK 12.1. GENERAL, 12,1.1. Xerxes recommends only gravity filling of tanks, 12.11 See SECTION 18, Operating Guidelines, 13 E)ACKI II LING TO GRADE= 13.1, GENERAL. 13.1,1, Continue to take safety measures (such as piecing barricades) around the excavation site until Installation is completed, 13.1.2. When the tank has been set, tested and backfilled, and all piping and venting has been completed, add the balance of the backf ll material, 13.1.3. The backflll must be free of debris, Ice or snow. Any blocks or bricks used as support material during piping must be removed prior to completion of backfilling. 13.1.4. The backflll material specified In SECTION 4 must be used to completely fill excavation. 13.1.5. Be sure that the Installation meats ail of the require- ments of minimum cover as speckled In SECTION 5. • 13.1.8. When the tank has been backfilled to subgrade, take the final diameter reading (Deflection Reading "8' on the Tank Installation Checklist). 13.1.7. Complete the Tank Installation Checklist. 14 DEI LLC1ION r.1EASUr1LML-NI'; 14.1. GENERAL. 14.1.1. One method of taking the deflection measurements Is the dipstick method described below. Similar methods can be used, such as a tape measure, etc. 14.2. DIPSTICK PREPARATION 14.2,1. Drive a small-headed, nonsparking nail (for example, brass) halfway into a wooden dipstick 1 inch above its base. 14.3, FIRST DIAMETER READING (PRIOR TO 8ACKFILL) 14.3.1. Place the dipstick into a service fitting. ' 14.3.2. Measure and record the distance from the tank bottom to the top of the fitting. 14.3.3, Pull the dipstick up until the exposed nail catches on the Inside top of the tank. . 14.3.4. Measure the distance from the tank top (Inside) to the top of the fitting. Subtract 1 inch from this measurement and record the distance. 14.3.5. Subtract the second distance (inside tank top to top of fitting) from the first (tank bottom to top of fitting) and record this value as Deflection Reading "A" on the Tank installation Checklist, 14.4, SECOND DIAMETER READING (AFTER BACKFiLL) 14.4,1, Place the dipstick Into a service fitting with a standpipe, 14.4.2. Measure and record the distance from the tank bottom to the top of the standpipe. 14.4,3. Pull the dipstick up until the nail catches on the inside top of the tank. 14.4.4. Measure the distance from the tank top (inside) to the ' top of the standpipe, Subtract 1 inch from this measurement and record the distance. 14.4.5. Subtract the second distance (Inside tank top to top of standpipe) from the Ant (tank bottom to top of standpipe) and record this value as Deflection Reading "B" on the Tank installation Checklist, 14.5, CALCULATION AND COMPARISON 14.5.1. Subtract Deflection Reading 'S' tram Deflection Reading 'A'. 14.5.2. Compare this value to the Table of Maximum Allowable Deflections shown on the Tank Installation Checklist 14.5.3. Vertical deflection in excess of these values Indicates Improper installation and voids the tank warranty. 1`, PJ( )NI((MITT , 15.1, SINGLE-WALL TANK 15.1,1. Single-wall tank installations may require release detection monitoring, which can include inventory control, automatic tank gauging, vapor monitoring or groundwater monitoring. 15.1.2. Check with federal, state and local officials for require- ments in your area. 15.2. DOUBLE -WALL TANK 15.2,1. A Xerxes double-wall tank has an interstitial space between the wall of the primary (internal) tank and the wall of the secondary (external) tank for the containment and detection of leaked product from the primary tank. 15.2,2, The tank, as supplied, will have a minimum of one monitor fitting that provides access into the interstitial space, 15.3. TANK WITH A DRY INTERSTITIAL SPACE 15.3.1. The monitoring system and method is the responsibility of the tank owner and/or operator, 15.3.2. A safe electronic or mechanical system should be used to detect either product or incoming water. 15.3.3. The monitoring system should detect leakage near the bottom of the tank. 15.3.4. Monitoring can be done through the monitor fitting . provided, 15.3.5.1f a double-wall tank is sloped, the monitor should be at the low end, 15.4. TANK WITH LIQUID - FILLED INTERSTITIAL SPACE 15.4,1. GENERAL , 15.4.1.1.1n a liquid-filled monitoring system, the interstitial space Is typically filled with monitoring fluid at the point of manufacture, 19 15,4.1.2. The system enables the owner to have continuous monitoring or to conduct a tank - tightness test TRUCHEK•, which meets the EPA criteria for tank-tightness testing. (See separate Xerxes document on TRUCHEK•) , 15.4,11 The level in the reservoir le set at the plant to a predetermined position, approximately 3 Inches above the top of the tank. When the tank Is delivered, check the monitoring-fluid level and record It on the shipping/receiving paperwork and Tank Installation Checklist. (See FIGURE 15.1.) ' FIGURE 16.1 CAUTION 15.4.1.4. If monitoring fluid Is not in the reservoir, call the UST coordinator at the Xerxes plant nearest you. 15.4.1.5.1f a tank is sloped, the reservoir should be at the high end. 15.4.1.8. In a tank with the Interstice filled with monitoring fluid, Xerxes recommends using a nonmetaiic riser pipe in the reservoir. 15.4.1.7. The monitoring-fluid level may fluctuate during shipping and may not be at the 3 -inch mark. Da not add monitoring fluid until after tank burial is completed and the monitoring system is set up. 15.4.1.8. The monitoring-fluid level in the reservoir will rise naturally under various conditions: • prelnstailation air test, • rise in groundwater level, • backfill compaction, • product loading, • product temperature variation, 18.4.1.9. Check and record the monitoring -fluid level during the Installation process, (See Tank Installation Checklist) 15.4.1.10, Any monitoring•fluld leaks will be detected during the preinstalfatton air test. (Su SECTiON 3.) 15.4.1.11. Do not attempt to set the finished monitoring-fluid level until backfllt and ballast Is completed. 15.4.2. ELECTRONIC MONITORING 15.4,2.1. The system also provides the ability to use an electronic reservoir- fluid•level monitoring system. 15.4.2.2. The monitoring-fluid reservoir sensor has two points, which sense either high or low monitoring•fluid levels. 15,42.3. Thls process includes setting the monitodng•fluld level at a level mid -point between the sensors. This Is determined by measuring the product or liquid level within the tank and then setting the monitoring -fluid level. (Su SECTION 15.43) 15.4.2.4. The level of the monitoring fluid may fluctuate due to such things as: • groundwater fluctuation, • tank Mling and emptying, • product temperature variation. 15.4.3. PROBE INSTALLATION ' 15.4.3.1.11 the tank contains product, stick the tank and set the monitoring -fluid level based on the product level. (See Points 15.4.13., 15.4.3.4, and 15.4.3.5.) 15.4.3.2. The sensor must remain in contact with the tank top at all times. Do not raise the sensor off the tank to meet the monitoring -fluid level. Add or remove monitoring fluid to change the level on the sensor. (See FIGURE 15-2) 20 Vent Reservoir/ Standpipe Top Slab (by others) Street Sox and Electrical Hookup (by others) Standpipe (by others) Sensor Cable Reservoir Sensor Monitorfng•Fluld Level Tank Rtb (cut away for sensor placement) FIGURE 1 &2 15.4.3.3.1f the tank Is between empty and 114 full, set the monitoring•fluid level at about 1.1112 Inches below the midpoint of the two points, 15.4.3.4. If the product level Is between 1i4 and 1/2 full, set the monitoring•fluld to the midpoint of the two points. 16.4.3.5. If the product level Is between 1/2 full and full, set the monitoring•fluld level to about 1.1112 Inches above the midpoint of the two points. 15.4.4. TRUCHEK• 15.4.4.1. If a TRUCHEK• Is required after Installation, follow the procedures In separate Xerxes document on TRUCHEK•. 15.4.4.2. After this test, reset the monitoring -fluid level to a position based on the product level, Ili IN`.,IAl 1 IN(; Al 1A( ill 1) (:i)I' Alt I1I',1 i(', (A(;12) 10.1. GENERAL . . 16.1,1. The ACR Is a termination point for secondary piping systems. It la designed to be monitored continuously for leaks using electronic sensors. Consult federal, state and local codes and regulations to ensure proper monitoring compliance. 0 CAUTION Fallin to follow these instructions may cause *void /idler., personal injury or properly,damape.• . • Always wear gloves when hurdling ACR components. • Always wear eye protection when grinding, cutting one attaching the sump unit. • Read and follow al! safety and application instructions on adhesive/sealant packaging. Failure to follow thls caution may result in personal Injury or property damage. lg 2g d§ 16.1.2. When watertight systems are used, tha...dace must be vented to atmosphere, above the groundwater level. WARNING Use alr- powered tools to prevent shock, fire or explosion from flammable liquids and vapors. • Do not pressurize the ACR assembly after Installation Is completed. • The ACR system Is an enclosed space, Hazardous Armes may be present so precautlons should be taken to property vent the space, Failure to follow this warning could result In death, serious personal Injury or property damage. • Each adhesive /sealant step must be allowed to set sufficiently before attempting any Nether assembly work or testing. • Make sure that no heavy objects are allowed to distort the riser top alter final assembly, This Includes the street box and concrete slab, No weight should be transferred to the tank • Maintain good drainage of water away 1bm the loess opening of the riser top. • Choose a street-box sire that mows suAfdrnt durance a vund tlee outside ofthe top opening of Me riser top. • Do not drop tie ACR assembly components or allow the Mir body to roll. • High winds could damage the ACR components, Protect Iseame alpliws should windy conditions arise. e m to follow this caution may !veld t In personal *my or property damage. 16.2. PREINSTALLATION 16.2.1. Visually inspect ell pieces end parts for any shipping damage. If any components are missing, contact the UST coor- dinator at the Xerxes plant nearest you. (See FIGURE 18.1 or FIGURE 18.2.) Attached Collar Riser (ACR) Access Cover FIGURE 16.1 21 16.2.2.11 conditions riw/ cause groundwater to rise above the ACR top, use an ACR•WT (watertight) riser top and cover. (See FIGURE 16.2.) Watertight Attached Collar Riser (ACR•WT) 8 Locking Ring Access Cover FIGURE 11.2 ' 18.2.3, The Joint between the collar and the riser body, (also the top Joint when a watertight system Is used) shall be eeeled by the contractor, Use only that material supplied by Xerxes. 16.2.4. Do not attempt any repairs to damaged ACR comp's nents. If damage le detected, contact the UST coordinator at the Xerxes plant nearest you. 10.3. PREPARING THE COLLAR AND RISER BODY 161.1, The burial depth of the tank determines the length of the deer body. (See FIGURE 1 6-3.) FIGURE 16-3 18,3.2, The riser body Is available and can be ordered in 1•foot increments starting at 36 inches, 18.3.3. Dry-fit the entire ACR assembly and mark it for proper elevation. If using any equipment not powered by air to trim the riser, before cutting, move the riser a salt distance from the tank, piping or any other source of flammable liquids or vapors to avoid sparks, fire or explosion. Failure to do so could result In death, serious personal injury or property damage, 18,3.4. Cut the riser body to length and prepare for sealing, If the riser needs to be trimmed, use a carbide- tipped blade or masonry saw, 16,3.5. Sand the areas to be joined, removing all glossy finish, All sanded areas should be a uniform shade of white, 18.3.6. Sand the Inside surface of the riser at the matching point where the riser body meets the collar (3600), 3 Inches up inside the riser body, (See FIGURE 16-4, Area A,) 16,3,7, Sand the outside surface of the collar Ilp (360'). (See FIGURE 16.4, Area 8.) FIGURE 164 , 18,3,8, Sand the outside edge of the riser top when using ACR• WT (3801), (See FIGURE 18.1, Area C.) 18,3.9, Sand the Inside surface of the channel at the top of the riser body (3800. When using the ACR•WT, the riser top sets Into this channel. (See FIGURE 181, Area 0.) 22 FIGURE 16.5 18,3,10, Wipe the sanded surfaces clean with a clean, dry cloth before applying adtieslvelsealants. Do not use oil -based solvents or water to clean surfaces. 16,3,11. Position the riser assembly on the collar to verify tit and elevation, 16,3,12. Remove the deer assembly and temporarily store it in a location where the sanded areas are protected from did, grease and other contaminants, 18,4. SEALING AND ASSEMBLY 18.4.1. Seal and assemble the riser assembly on the collar according to the instructions included In the adhesive/sealant package shipped with the riser assembly, 18,4,2. Follow the safety and precaution instructions for preparation and cure times Included in the adheelveleealant package, • Do not bump or move the rimer or perform piping attachments before the adhesive/sealant his set sufficiently. • My movement of the deer body before adhesive sets may cause seal failure.• • Go not sin preuum test an ACR•WT as this may cause personal Injury or property damage, 16,5 HYDROSTATIC WATER TEST 16,5,1, GENERAL. 16.5,11 , Test the entire assembly with water after allowing setup time required In adhesive /sealant instructions. 16,5;12. Plug any piping penetrations found In the riser body. 0§ 16.5.2. TESTING ACR RISER BODY 16.5.2.1. Fill the riser with water to a point 6 inches above the collar /riser seam. 16,5,2.2. Mark and record the water level and check It after one hour. If no leaks are found, remove the water and continue the Installation process, 18,5.3. TESTING ACR•Wr RISER TOP 16.5.3.1. Water test the riser top after the adhesive /sealant In the groove at the top of the riser has suffldently set 16.5.3.2. Plug any wall penetrations before starting this test 16.5.3.3. Fill the riser system with water to a point above this outer groove (to the top of the cover lip). 18.8.3,4. After one hour, inspect all joints and penetrations for leaks, 16.5.3.8.11 the system Is tight, remove the water. 10.5.4, REPAIRING LEAKS 16.5.4.1. If a leak is found in riser Joints (top or bottom), mark the spot and drain the ACR. 16.5.4.2. Dry the leak area both Inside and out. 16.5.4.3. Prepare the area by sanding around the leak at least 3 Itches in each direction. 16,5,4.4. Apply adhesive /sealant to the sanded area. 18.6.4.5. Retest after material suffldently sets up, • Do not stand on any portion of Ma Inite&W gown Ala may /vault In damage Ghat would want proper Healing. • Do not Ile the top what searing tto ACR•WR top or dwnaga may occur. 16.6. WATERTIGHT COVER INSTALLATION 16.6.1. inspect the gasket in the groove on the underside ot.the COVE, Brush away any debris and make sure the gasket Is dean. 18.8.2. Check the top lip of the opening for nicks or cracks, and dean as necessary, 18.6.3. Set the cover an the opening and seat it In place. 16.6.4. Open the clamping ring and tit it around the cover and top Hp of the opening, 16,6,5. Slowly close the clamping ring with the lever making sure both the cover edge and top lip are caught in the ring groove. Lock the lever In place. Do not force the clamping ring closed, or personal Injury or property damage may occur. If It binds, rotate the cover and ring, and by again. Note: The gasket In the watertight cover requires periodic replacement. 16.6,6. Check for gouges or cracks on the top Ilp using proper fiberglass, materials and procedures. If damage is detected, contact the UST coordinator at the Xerxes plant nearest you. 10. FINAL ACR INSTALLATION 16.7.1. The ACR must be isolated from all traffic loads. 16,7.2. The contractor must Install a concrete form to allow a minimum 3•inch clearance between the concrete pad/street -box frame and the riser top. 16.7.3. Backliil to the top of the ACR system. V 16.7.4. Bacldlii around the outside edge of the ACR, making sure 0. that no backlit is on top of the ACR. (See FIGURE 168, Area A) 16.7,5, Set a barrier on ea gravel to ensure a minimum 3-inch clearance between the barrier /concrete slab and riser top, Typical Installation wee a plywood or, equivalent barrier, (See FiGURE 16.81 Area B.) !lohi 18.7.8. Set the street box and check for clearance to allow access and space to remove the watertight cover. (See FIGURE 188, Area C.) 18.7.7. Continue with backfill, as required, to subgrade. (See FIGURE 166, Area D.) 8aokflll Street Box Barrier 0 0 0 r ;FTf ['PT 3' Top of ACR System No Backflil on Top of ACR .1.n -Alt u sc -gm /11111111N11.111...- Typical Inetslletlon (watertight cover shown) 0 BackfWU 11 • FIGURE 188 17 nf)DING rnNKS AT EXISTING I OCATiONS 17.1, GENERAL. 17.1.1. Additional Xerxes tanks may be installed at existing locations if proper foundation support exists, 17,1.2.1t is the responsibility of the tank owner to choose the correct method of Installation, 17,1.3, Xerxes requires that one of the following methods be used. 17.2. PREFERRED METHOD 17.2.1. The preferred method (FIGURE 17-1)1s: Install a new tank in a separate hole at least 3 feet from the original hole. Follow procedures outlined In this Installation Manual, Exercise caution in keeping unusual surface loads off existing tanks, Maintain the natural barrier of undisturbed soil between tanks. FIGURE 17 -1 17.3. ALTERNATE METHOD , 17.3,1. If the preferred method outlined above Is not practical, an alternate method (FIGURE 17.2) Is: • Bury additional tanks In the same installation hole, • Empty existing tanks to less than 1/4 capacity, • Remove the surface slab, • Enlarge the excavation for the new tanks, leaving as much' backflll as possible around existing tanks, • Install shoring, If neceeeary, to make sure that existing tanks do not move and sufficient backlit! remains. • Follow procedures and requirements outlined In this inetalla• tfon Manual, • See SECTION 8 for excavation parameters. 1�`tt� 1110 FIGURE 17 -2 18 OPERATING GUIDELINES • 18.1. GENERAL 18.1,1. Owner must retain the installation Manual and Operating Guidelines for future reference to operating guidelines, 18.1.2, In addition to these installation instructions and operating guidelines, follow all federal, state and local laws, regulations, codes and safety precautions that pertain to underground storage tanks and /or their associated systems. 18,1.3. Consult tank brochures, separate system instructions (such as olUwater separators) and separate accessory Instructions, which are available upon request from the UST coordinator at the Xerxes plant nearest you, (See SECTION 20) 18,1.4. Consult the applicable warranty for each tank for further operating guidelines and limitations, A copy of the warranty Is available upon request froth the UST coordinator at the Xerxes plant nearest you, (See SECTION 19) 18,2, FILLING TANK 18,2.1. Never overfill the tank. 18.2.2. Xerxes recommends only gravity filling of tanks, C ErVARNINO Xerxes does not recommend pump or pressure doing of the tanks because an overfill or ovorpressuriradon could occur. Overfilling the tank while under prepsure could cruse tank failure even If the fink vent is unrestricted. Tank failure could result in deaUi, sense penronal INury or property damage. 18,2,3. Each time the lank is filled, the owner /operator must make sure the tank Is property vented, (See SECTION 11.) 18,2.4, Owner /operator must determine whether the tank has overfill protection, such as automatio shut -off devlcse ('flapper valves') or vent•reetriction devices Mali-float valves "), which will dose off the internal piping and reduce the tank's capacity, 18.2.5. Ownerloperator must notify whoever fills the tank that it has overfill protection, which reduces the tanks capacity. 18,2,6, Before each tank filling, owner/operator or the delivery service must determine the tank's reduced capacity due to the overfill protection, and consult the instructions or guidelines provided by the installer and manufacturer of the ovenill• protection device to determine how much additional product the tank can hold, 1 1 0 1 6t4 2. OEL -8000 Tank monitor system OMNTEC aELooO AutomaL Tank6auging and La-!Jetection System PART NUMBER: Description The 0E1.3000 Is a comprehensive ttmk•gaug- Ing and leak - detection system that can simulta- neously monitor product levels, water levels, temperatures and leaks In up to S tanks. This OAMNTEC state•of•the•iut system was designed to help bring trulk owners into compliance witll EPA regulations. The system is suitable for a v ui- . ery of gauging and leak•ietection applications, Typical uses are aboveground and underground tank-gauging, monitoring of interstitial spaces, sumps, double -wall piping, dispenser pans. contain- ment dikes and obse nation wells. The OEL3000 provides sensor and probe outputs suitable for use In Class I, Group D hazardous loc.uioits, Up to S mtlgnetosnietive tank•giltOng probes and 24 leak. detection seniors can be monitored. The 0EL8000 Indicates system functions and alarm conditions via a - trine by 4Q- character backlit LCD display. Standard features are an audible 9 :- decibel piezoelectric horn and a series of LEDs on the controller that indicate system status. Optional alarm indicators are low-voltage remote atuutnci:;tors (RAS Series;. Printed reports are available from an optional 24- character thermal printer: Inventor Status Report, Shift Report. Delivery Report. Volumetric Leak - Detection Report. The printer can be programmed to print automatically when an alarm occurs or on command. An optional 2400 -baud modem in the OEL3000 allows users to access tank data remotely. An RS2 :32 communications port Is also available. Features Large. backlit LCD display Accepts up to 3 magnetoscrictive probes Accepts up to 24 leak sensors Intrinsically safe High- water•level alarm High -level alarm Caution-level nInn i Low. Product -level alarm range of self-cliagnostic codes Tests remotely Remote PC tank - inventory monitoring Battery- backed memory RS232 communications port Removable probe and sensor input connectors C'L •listed Cost - effective NEM.\ 4X enclosure (optional) Third -party certified (.1 GPH and .2 GP 4) AE ESL I CORPORATION 0EL8000 1l ON hH W W M ( z3 ©cj Ot13t! c©' aac Q J w pecifications Optional Feedlots: 24- character thermal printer tip to 8 Individually prograrnmable relays Low. voltage programmable remote annunciators • programmable remote tine -out on high-level alarm • flashing caution output Modern finish: Input Power, Epoxy powder coat Power to Sensor. Power to Probe: Audio-visual Controls: Display: Audible alarm: Printer Key pad: System status: Allay Outputs: ---- 120 VAC +/• 10% 50/60 Hz 10 amp 2VDC @13niA 26 VDC 4.1Ine by 40•character backlit LCD 95 dB piezoelectric horn 24. character thermal 20-key oil-resistant tactile 3 LEDS (OK, fault, alarm) 120 VAC @ 5 amp resistive SPDT, 8 maximum Lew-voltage Outputs: Modem Captions!): Operating temperature: Compatible Sensors: 12 VDC 2400 baud 20 to 1401 F 14-I LS-AS SCoo LWF PDS PDWF S OW8 Sorter For high-liquid level (requires special remote) For liquid detecdon In underground and aboveground containment areas For double wall fiberglass dry Intorsdce For aboveground and underground applications For double-wall fiberglass dry interstice For double-wall stool intersdce and Xerxes 4-foot fiberglass tanks For olVwater separator applications :Inner CabII: Compatible Probes: Shlelded12 AWO with drain wire (OMNTEC EC-4 or EC-12) Maximum length 2,000 feat MTG•8• MTG•!0' MTG•F••Series (Flex) *Number signifies shaft length and corresponds to tank diameter. Contact representative for additional lengths. Consult factory fir special applications (floats, tvella, vapon,etc.), Probe Cable (MI: Shielded Belden $8701 Low inductance; equal to or less than .2 mlcrohenries per, foot Low capacitance; equal to or leu than 60 picofarads per foot Maximum length 1,000 feet For lengths 1,000.2,000 feet use EC-2X (Belden #9182), Consult representative/or longer win runs, heesseriee: weight: Approvals: RAS Series P8.101 MD R-1 RD Series C4.20 20 lb, Remote annunciators Thermal printer 2400-baud modem Relay card (4 SPDT relays per card) Remote displays RS232 to 4.20ntA converser tile Listed 51.04, Third-party certified Wales Current published specification are subject to change without notification. Verify $periffcations with manufacturer. Fu tsd►otul leto►roetima: OMNTEC OAINTEC M.f ., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516.8814001 Fax; 516.981 -2007 Email; tousntec @cs.com for solos liiorsedet XERXES wandiAnos XERXES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55131 Phone; 612 - 8874890 Fax: 612. 8874382 http : //wanv.xirxescorp.com (3§ OMNTEC'" Magtostrictive Tankmtiauging Probe PART NUN1SERS; 1 Description The magnetostricnve tank - gauging (MTG) probe utilizes magnetostrictive technology to provide users with the stone level of reliability, durability and cost - effectiveness they oxpecc with all OMNTEC products, The MTG probe used iAlth the OELS000 monitors product levels. :water levels and temperature in both under• ground and aboveground tank applications. The MTG probe monitors for the following conditions. high- product level, low- product level and high-water level. To provide the greatest flexibility of use, the probe's shaft is stainless steel and the floats are available in a variety of materials, Tile n1imt)er probe part number indicates the shaft length find corresponds to tank diameter, Custom lengths can also be ordered. The MTG probe is ruggedly conscnicteci to provide reliable and cost - effective performance. Arc_ii2FM;Mil+i3.'S„°.1+. Xt' A3FYkhA, r�N« t�ttp' cE�.: �I'a'Cs.'t�6,x.:- xR+�e ^a_' ^.s;: src.•;.� • Features ■ Patented reflection technique for reliability ■ Durable rube . in•a -cube construction ■ High signal -to -noise ratio 2 Fast, accurate update • Float options ■ Custom lengths 9 Intrinsically safe ■ UL- listed ■ Cost - effective ■ Flexible shaft t,optional) XE XES' : RPCRATION MTG Probe 4' MINIMUM CLJIAAHCE' 2 &r CAP cAat.e ASSEMOLY SPACSA enAexer Sped ications Encluure tProbei: NEMA 4 Input Voltage: 28 VIOC +/4046 Probe Length: tip to 16 feet Consult factory for lengths over 16 feet Accuracy: 0.010 inches inventory mode 0.001 inches leak•detection mode linearity: +/• 0.01% of full scale or +i• 0.010 inches, whichever is greater Repeatability: Temperature Measurement: ate aAADS Temperature Accuracyl Absolute: ...a... STAINL899 STILL ../' PRODUCT FLOAT 3.Ia' LINOTH4. 4' CATHODIC SOOT • WAT�QRANI FLOAT 111' ."`*"'"•••• ADARRA FOOT • TO ALLOW FOR TANK D[FLICTION +1.0.00196 of full scale or +/• 0.00026 tnches, whichever is greater ti temperature.senstng devices (1 in head, 5 in probe length) +1. 2' F Temperature Measurement Auolution: */• 0.01° F Temperature Sensing Singe: Operating Temperature: Probe Output: Distance to Monitor. Pressure Sating: Compatible System: MTO includes: 40 to 150' F .10 to 180' F Digital over 2 wires Probe cable must be EC•2 (Belden 18781) up to 1.000 feet. For lengths 1,000.2,000 feet use EC.2X (Belden #9182). Up to 800 psi (float•dependent) OEL8000 4.1nch urethane tIoat kit Cap Splice kit Cable assembly Accsseerles: SL•34 SSF-1 SS F.2 UF-1 UF•3 Swap lock (probe•head isolation) for chemical applications 3.85.inch staWus•1tee1 float 1dt 1.83•inch etaWeu•stoel float Idt 3.86.Inch urethane float Idt 2.85.Inch urethane float Idt Approvals: UL•Ilseed Thlyd•party certified Note: Current published specifications are subject to change without notification. Verily specifications with manufacturer. for Whilst ten i* OMNTEC" OMNTEC Mtg., Inc. 1903 Pond Road Ronkonkoma, New York 11779 Phone: 516 - 981.2001 Fax 516.981•2Q07 Email; tomnteacs.com fu ales loins*: XERXES' c XERXES Corporation 7001 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone: 012.887.1890 Fax 612.8874882 http:/hvtvw.xerxescorp.com UMW po- OMN TECTt" LS -ASC Sensor PART NUMBER: Description Like all OAINTEC sensors. the LS :CSC is known for ease of installation, reliability, cost-effectiveness and remote-test capability, Its cylindrical shape and Nil' fitting allow the LS•ASC to adapt to a variety of installations. A major benefit of the LS•ASC sensor is that is can be tested from a remote location. This electro•optic sensor is designed to detect liquid in sumps or double-wall containment areas. Since it is not position-sensitive. the LS -CSC has the ability to detect liquids at any angle, This sensor contains a prism, LED and light detector. When the prism is submerged in a liquid, the light i$ refracted. This opens the closed beam of light. which sends an alarm signal to the controller. The controller will then identify the specific sensor with an alarm condition. Ruggedly constructed. with no moving parts, the solid-state I.S. SC sensor provides reliable and cost - effective performance. .v�tidti� +ataEGf i+.' YS: �A:►: �''. Sti? �K�+ P!? �' si` d�lt� 'il�.RC.�'a "P.(k�itli'�u:�xu, :y- ..•a.i. •,,x,�,.�..ae. �• �,,.,,.a.. Features ■ Tests remotely $ Detects liquids at any angle • No moving parts a Easily installed 1 Self•diagncstic ■ Not affected by hydrocarbon vapors or condensation 1 intrinsically safe • U.L. listed ■ Third•pal ty certified ▪ Cost - effective ■ Niodifled sensors for special applications XERXES-,, COAPCaanON �,� I —.' 1) LS -ASC 3/4• NPT / NIPPLE Specifications Solid - State: Cable length / 12 WI Power Consumption: Vint LS -ASC Double -wall Pipe installation Mf QQ1 t1tC CAP.0 Ah/ 11 1' CHI PIK t11111;°°11.. ■ No moving pate 2VDC@►13mA Sensor Cable: Shielded 22 AWG with drain ■ire (OMtNTEC EC-1 or EC.12) Maximum length 2,000 feet Principle of Operation: Dry condition: Alarm condition: Response limo: Closed beam alight Closed beam of light opens (refracts) Immediate Operating temperature: Compatible Controllers: 20 to 1406 F OELS000 LUZeries Weioht: Approvals: 2 lb. U.L. listed SL04 Tird.parry certified Note: Current published specifications are subject to change without notification. Verify specifications with tnanteacturel Ory Condition 1.10 Wet/Dry Condition 1.10 Fee ttKMhsi ieinestisc OMAITEMON ObMNTEC Mfa., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516.9812001 Fax: 516.8812007 Email: tanrntec@cs.com Wet Condition .. 111111 ei I,. o§ I II.• . .................. for sit kinetic XERXES' XERXES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone; 612-8874890 Fax: 612 - 8874882 http://wwtb.x escorp.cotn c. Hydrostatic reservoir sensor OMNTEC ! is PART NUMBER: J1 Description Like all OMINTEC sensors, the L•R.1 sensor is easy to install, reliable. cost•effective and capable of being tested remotely, This dual- point sensor was specifically designed to be used in double-wall brine•filled fiberglass tanks. The nonrnecallic materials used in this sensor protect it from the corrosive properties of brine. Utilizing electro•optic technology, the sensor is constructed with two prisms. LEDs and light detectors, An alarm is activated to signal changes in reservoir•liquicl level beyond accept• able limits. If a 1Fak o(.<urs in the inner tank. the liquid level in the reservoir drops as ruouui• toring fluid drains into the primary tank. If a leak occurs in the outer wall, the monitoring fluid drains into the excavation and lowers the level of monitoring fluid. If a leak occurs in the outer wall during high - groundwater conditions. the level of the monitoring fluid rises as outside water seeps into the Interstitial space. In each case, an alarm is activated. Ruggedly constructed, with no moving parts, the solicI.state I.-R.1 sensor provides reliable and cost•effective performance. Features ■ Easily tested without removal ■ Corrosion•resistant ■ Easily installed ■ No moving parts a Not affected by hydrocarbon vapors or condensation ■ Intrinsically saftt • L'.L listed ■ Third party certified ■ Cost•effective xERcE_S L =R -1 Cable Length / 20 Feat L41•1 Installation 13• L•R.1 Reservoir Levels seta • Specifications Sots /•State: Power Consumption: Senior Cable: No moving parts 2VDC0)13mA Shielded 22 WO with drain wire (OMNTEC EC.4 or EC.12) Maximum length 2,000 feet Prineipiu of Operation: Nigh level: Low level: Dry condition: Alarm condition: Normal condition: Alarm condition: Closed beam of light Closed beam of light opens (refracts) Open beam of light Open beam of tight closes Response time: Operating Temperature: Compatible Controllers: Immediate 20 to 140° 1" 0E1.8000 LPD. Series Weight: Approvals: 4 ib. U.L. listed 81.04 Third-party certlfled Now Current published specifications are subject to change without notification. Verify specifications with manufacturer. Ilt`t11 roam at Iwo vK. 411114 444 Wrtrr iKplytN CRV010 fgt teclalal taionutior: IOW OMNTEC OMNTEC/Electro Levels Mfg., Inc. 1993 Pond Road Ronkonkoma, New York 11779 Phone: 516-981.2001 Fax: 516981.2007 for Wes Wunudoa: XERXES' PQ*PQMfgN 7901 Xerxes Avenue South Minneapolis, Minnesota 65431 Phone: 612- $874890 Fax: 612.88 7.1882 hup:/lwww.xerxescorp.com d. Remote annunciator for tank high level OMNTEC RAS-Seies flemot Arniunciators {For 0E18000 PART NUMBERS: Description OMNTEC remote annunciators are easy to install, reliable, cost -effective and capable of being tested remotely. The RAS- Series remote annunciators add audible and 1.1sible high -level alarms to OMNTEC's automatic tank - gauging system. The RAS- Series interfaces only with OMNTEC's OELS000. The primary application of OMNTEC remote annunciators is as a cautionary audio - visual alarm to signal a filling operator that a tank is approaching an overall condition, A major benefit of all OMNTEC remote annuncia- tors is that they need no external power source. This feature ensures cost - effective and time- saving installation. RAS- Series visual annunciators are LED indicators rated MTBF 11 years. The annuncia- tors' audible alarm Is a low - voltage, 95- decibel piezoelectric alarm, The RAS- Series allows a filling operator to acknowledge the alarm con- dition with a switch on the remote annunciator. It is user - programmable for high-level, caution and time -out parameters. The R AS -NYS offers a remote- aruiunciator option for conditions when distance or background noise requires a high - intensiry, high - decibel remote annunciator. The visual indicator of the RA S -NYS Is a !lashing strobe beacon. The audible alarm is a 110 - decibel piezoelectric horn. ONINTEC remote annunciators have a NEMA 4.X rating, which indicates a weather- proof, corrosion - resistant product. Ruggedly constructed, these remote annunciators provide reliable and cost - effective performance, Features ✓ Easily installed ✓ No external power required a Tests remotely 32 VEMLa 4X weatherproof. corrosion-resistant ■ LED indicators rated M1Tl;F 11 years El High - decibel audible alarm ■ (.'.I., listed ✓ Cost - effective ✓ Modified remote annunciators for special applications XE CORPO(. t �t Og RAS -1 FRONT VIEW A A` QpNwMurltwur A BACK VIEW 1 1 RAS -4 FRONT VIEW 'ACK VIEW Imp 0108 VIEW • Specifications Enclosure: NEMA 4X (W) 6.75" x (11) 6.50" x (D) 3.75" Power Input: 12 VDC @ 200 mA maximtun Audio-visual Controls: Audible alarm (RAS•Series): Audible alarm CMAS•NYSI: Ned lights: Nern•of button: 05 dB pulsing hom 110 dB pulsing horn Liquid•hlgh•level alarm Flashing light for caution condldon Steady light for high-level alarm Silences horn (auto time-out also included) Response lime: Operating Temperature: Compatible System: Wire: Immediate 0to140'F OELS000 22 AWG minimum RAS•1 RAS-2 6 wire 8 wir RAS•3 7 wire RAS•4 8 wire RAS•1•NYS 8 wire Weight: 1 Ib, Approvals: U.L.•1lsted 51.04 Note; Current published specifications are subject to change without notification. Verify specifications tulth manufacturer. RAS -NYS FRONT VIEW AS am mum woo Z —111171, Leallemmt --- e,»' --'I Fer tesWal alereetlea OMNTLC' OMNTEC bite., Inc. 1993 Pond Road Ronkonkoma, New York 11770 Phone: 516.981.001 Fax 516.981.2007 Email: tomntrc®cs.com 810E VIEW WIRING 0AMS AO AA5•1 Fa seta aian+tiac XERXES' cauonunam XERXES Corporation 7901 Xerxes Avenue South Minneapolis, Minnesota 55431 Phone: 612 - 887.1890 Fax 612887.1882 httpJftvunv.rerzescorp. com • �d ` OPSIVIVW 3. H -20 rated manhole covers for access to tank probes & sensors et POMECO 110 SERI. ROUND MANHOLES POMECO 1 10 Series Round h'tanholes are designed for use in a range of service station driveway, . Thidustrial. and commercial applica- tions. The I lOs are used to provide access to all types of underground equipment including vapor recovery connections. UST monitoring equip- ment and submersible pumps. Features • Standard and Watertight Models Available • Watertight models include Buna -N gaskets and recessed hex -head bolts to prevent water intrusion. • Wide Range Of Sizes - Sizes range from 3" to 48" (21 to 122 cm) to accommodate a wide range of appli- cations. Custom sizes and configu- rations are also available, • Easy Installation • Manholes are shipped pre•assembled. • Easy Cover Removal • A conve- nient''T" handle is supplied with each watertight unit 24" and larger, A recessed dropdown handle is pro: 6 vided on standard models and the 6 vatertight 37TX, A "T" handle and provision for a lifting I/: "- 13 eyebolt are provided on 42" and 48" models, • H2O Load Rating • The rugged steel covers meet H2O load rating requirements. Materials: Skirt: Galvanized Steel Cover: Steel Diamond Plate Ring: Cast Iran or Fabricated Steel Gasket: 8uno•N Moment Ports Part No, Description P110.126 12" Replacement Gasket P110.166 16" Replacement Gas e 6 Ordering Specifications Model Description P 'DMECc o�•w, 14"". 0,0. - ∎••••• 1 103/4" Ltd t --' Dimensions ID. ---' Above SECiION 1 10.08WT ' Watertitht 0,D. in, cm, 90" 25 ID, In, cm, 8" 20 Thickness in. an, a/4" 9 Weight Ibs, k 12 •5 Cost Iron Ring 10•I2WT Watertl ht 133/4" 35 12" 30 3/4" 9 30 14 Cost Iran • 6 10.1200 Standard 133/4" `35 12" 30 3,4" 9 30 14 Fab, Steel 6 10.16WT Watertl t ht 18" 46 16" 41 3/4" 9 45 20 Fob, Steel 6 10.1600 Standard 18" 46 16" 41 3/4" 9 45 20 Fab. Steel 46 34 " 9 54 25 Cast Iron 6 10•18WT 6 6 6 6 6 6 10•37WT Watertl ht+ 37" 94 341/2" 88 1/2" 13 178 81 Fab, Stile 6 10.3710 Standard' 37" 94 341/2" 88 3/4"" 9 178 81 Fob, Stet 6 10.37TX Waterti, ht' 37" 94 3454" 88 Vs' 9 178 81 Fab. Sloe 6 10.4010 Standard" 40" 102 371/2" 96 34" 9 198 90 Fob, Stee 10.42WT Waterti ha t± 42" 107 391/2" 101 1/t "" 13 290 132 Fab, Stet 6 10.4200 Standard 42" 107 3914" 101 1/2"" 13 290 132 Fob. Sloe 6 10.48WT Watertight+ 48" 122 455/e" 116 3/4" 19 390 177 Fob, Sloe + Tee Handle ' Recessed Handle " Reinforced Cover Deep skirts available upon request Wotertl'ht 201/2" 51 18" 10.1800 Standard 201/2" 10.24WT Watertl, ht+ 24" 10.2410 Standard' 24" 10.30WT Wotertitht+ 30" 51 18" 61 2114" 55 61 223/4" 58 3/1" 9 46 3/r" 9 54 25 Cost Iron 34" 9 88 40 Fob. Steil 88 40 Fob. Stec 76 271/2" 70 1/2" 13 160 73 Fab, Stile 10.3010 Standard' 30" 76 271/4" 70 3/4" 9 160 73 Fab. Stee P110.18G P110.366 P110.36TEE 18" Replacement Gasket 36" Replacement Gasket (2 required for 42" and 48" models) "T" Handle Cover Ufter P110.121 Replacement Cover 12" P110.161 Replacement (over 16" P110.181 Replacement Cover 18' Replacement (over 24" 0.371 Replacement Cover 37" P110.421 Replacement Cover 42" P110.30WTUD 30" Cover, Watertight Pa 110 P.O. Bat 405003 • Cnmtnoti, Oho 45240.5003 • feleepiane: (S131 870.3219 • (8001 422.2575 • Fox (8001 121.3297 ® Copynght 1991.OPW Fueling Components /A Dover Resources Company, ?tinted in USA 5/97 IMPORTANT: OPW products should bo used in compliance with applicable federal. state and local laws and regulations, Product selection should be based on physical specifications and limitations and compatibility with the environment and matcrials to be handled. OPw MAKES NO WARRANTY OF FITNESS FOR A PARTICULAR USE. All illustrations and specifications in this literature arc bawd on the latest product inrorntatiun available at the time or publication. 0PW reserves the right to make changes at any time in prices. m:uwrials. specifications and models and to discontinue models without notice or obligation. • oPAN 3 4. Vent cap for tank vent riser Aboveground E. iergency Vents The 4 -inch and 6-inch emergency pressure vents work In conjunction with pressure vacuum vents. The sturdy cast-iron body and lid, along with the fluorocarbon o•ring, provide a tight seal when closed. Tank vent opens at 8 oz. pressure. The 4•inch venting rate al 2.5 PSI equals 89,000 SCFH. The 6•inch venting rate at 2.5 PSI equals 225,000 SCFH. Features Cast Iron Body and lid Viton 0 -Ring seal Part No, Size (in.) Application Lbs. 803. 200.01 4.00 pressure relief only 1a 00 803. 205.01 6.00 pressure relief only 30.00 The newest addition to EBWs line of emergency pressure vents, Is the 8•Inch aboveground emergency vent. As with the other emergency vents, the 8 -inch vent works In conjunction with the pressure vacuum vents, The body and lid are constructed of cast Iron, and with the fluorocarbon "0" -Ring, provides a tight seal when closed. The tank opens at 8 oz. pressure. The 8-inch venting rate at 2.5 PSI equals 480,000 CFH. Features Part No, Size (In,) Type Lbs. Cast Iron Body 803.208 80 Viton 0 -Ring — 8.00 Flanged 40.2 8.00 Threaded 40,2 Pressure Vacuum Vent This vent provides safe, rapid disbursement of upward vapor discharge and protects against harsh weather. The 2 -inch and 3-inch have vent rates of 96 cubic feet per minute(5,700 per hour). This vent is set to activate under 8 oz. of pressure and .5 oz. vacuum, or to customer specifications. It Is easily Installed to new or existing vent lines with a choice of either NPT threads or an O•ring and locking screw for unthreaded Applications. Dome shaped top provides reliable run-off and eliminates trapped snow, rain, and ice. The 2-inch pressure vacuum vent Is U.L. listed and meets NFPA 30 requirements. Features Pert No. Size (In.) Installation Lbs. Cast Aluminum Body Flame arresting, 30 mesh, bronze screen :10=1C••=17C=r3r43= Tank Vent 802.303.01 802.30302 802304.01 802.304.02 2.00 2.00 3.00 3.00 Threaded 0 -ring seal Threaded •r n sea 1.88 1.84 2.44 2,44 This cast aluminum updraft vent immediately discharges all combustible vapors upward to minimize hazards, The top casting is dome shaped In the center to quickly drain off all moisture Including rain, snow, and Ice. Attaches securely to vent pipes by a plated screw. Body and cover are cast aluminum with a 30 mesh, flame - arresting, bronze screen. Meets NFPA Code 30 requirements. Features Cast Aluminum Body Flame arresting, 30 mesh, bronze screen Part No. Size (in.) 800.206.01 ._._. �• 800.207.02 800. 203.01 • 1.50 2,00 3.00 Lbs. 1.00 1,00 1.19 , " • • 5. Fill adaptor top seal cap • I . OPW TIGHT FILL EQUIPML AT TOP SEAL CAPS OPW 634TTP The OPW 634TTP is similar to the 634TT with the added feature of a pressure relief valve incorporated into the stern of the fill cap, A small button protrudes out of the top /center of the toggle lever. and may be manually pushed open prior to removal of the cap. If any pressure buildup occurs in the drop tube, bleed -off is possible before removing the cap. It is important to note the use of OPW 634TTP will not release any more vapors than would be released by removing the cap normally. Ordering Specifications Product No. in. mm. lbs. kg, 63411P -8016 4" 102 1.01 .46 Dimensions shown applicable to 634TT, 634TTP, 634TTM. 62TT and 1711T. OPW 634TT The OPW 6341T is designed to mate with the 633T and other similar top seal adaptors. Heavy duty and corrosion resistant. the body is made of Duratuff' to help eliminate rust and oxidation for a long. maintenance tree life. The toggle lever distributes down- ward pressure to compress its buna -N gasket evenly, assuring a positive, uni- form, leakproof seal. The 63417 can be locked with a padlock or wire seal. Ordering Specifications Product No. in. mnl. lbs. kg. 63417.7085 4" 102 1.01 .46 Replacement Parts Part No, Descrl•fion H.059954M BunaN Gas et Materials Cap & links: Duratuff Pins: stainless steel Gasket: buna.N Color grey OPW 634TTP - - --�"� OPW 634T7 OPW 634TE The OPW 634TE mates with the OPW 633T and similar competitive adaptors. When removing the cap of the 634TE, the cam action of the lock- ing lever will force the cap free from the adaptor. The locking lever also has a cam action against the top of the groove in the adaptor. This provides a pull down action on the cap and a positive water and vapor tight seal. The 634TE can be locked with a padlock or wire seal. Patent 3,11 8,561, c •i w .10w. r.r...I Ordering Specifications Product No, in. mm. lbs. kg, 6347E4085 3" 76 1,11 .50 Replacement Parts Part No. Description C.01094•RB Lever —re 10165•M Gas et 11.107314E Pivot Pin Materials Cop: Duratuff.' Lever, brass Gasket: buno.N Pivot pin; stainless steel Color. grey OPW 634TE Telephone: (5131810.3219 • (8001422.1525 • For 15131870.9156 • (800) 421.3297 01999 OPW Fueling Components • P.O. lot 405003 • C, dnnoti, Ohio 45140.5003 • Printed In USA • TFCAP ° § 3 W Og • Fill adaptor ‘!'. • , ' '•“■1•• ! • • • Si r,. OP'W TIGHT F. {:. • .'P SEAL ADAPTORS OPW 633T OPW 633T adaptors screw onto the filipipe of underground storage tanks. Installation is easy with internal wrench- ing lugs, Designed for use with the OPW 634TT and 634TE and other similar top seal caps. the OPW 633T accepts top seal fill elbows. All 4" x 4" 633T and 633TE adaptors are now made to accommodate the 633LC lock clamp. OPW 633TE The OPW 633TE adaptor is similar to the 633T, except it does not have internal wrenching lugs. EQUIPMENT Ordering Spedfications Product No. in. mm. lbs. kg. Description 6331 8050 3"x7 76x51 0.54 .25. Hardcoated Al. 6331 8060 3 "x3" 76x76 : 0.96 :44, : Bronze 63318010 3"x4" 76x102 • 0.71 .32 Hardcooted Ai. 6331.8015 4 "z4" 102x102 0.82 .37 ' Her cooled Al. - -•-°- 6331.8076 4 "x4" 102x102 2.70 1.23 Bronze 63317985 4 "x4" 102x102 0.45 .20 Duratuff9 tI 6331.8080 4 "x3" 102x16 0.89 .40. Hardcooted Al 633TE1160 3"x3" 76x76 ' 0.94 .43 bronze 633TE.8180 44" 102x102 0/9 .36 ; Hardcooted Al. 633U 7986 44" 102x102:0.48 .22 Duratu II Note: Maximum height of adaptor is 2%" (68mm) OPW 6331.8076 Replacement Parts Part No. Size Description H•052894 3" x 3" Gas ecet 1 +04150•M 3" x 4" Gasket — H.041454 4" x 3" Gas ec�l- H•11199•M 4" x 4" Gas et LOCK CLAMP uPW 633LC OPW 633LC lock clamp is designed to lock the OPW adaptor onto the riser pipe. preventing any potential vapor leaks from pressurized systems. The locking clamp slips over the riser pipe. The 633T, 633TE, or 1611 adaptor is then threaded on to the riser pipe. Next the lock clamp should be slid up the riser until the protrusions in the lock clamp line up with the notches in the adaptor, Once the adaptor and clamp are engaged the lock clamp can be tightened and the adaptor will be locked on to the riser pipe preventing It from being loosened by a delivery elbow. Additionally the lock clamp can be turned upside down on the riser pipe to lock the riser into the base of all OPW spill containers, which have notches in them similar to the adaptors. Using the lock clamp in this manor will lock the riser pipe into the spill container. VI S2.o Materials: Clump: Stainless Steel Bolt: Zinc Plated Steal Set Screws: Stolnless Steel Ordering Specifications Product No, In. mm. Description 6331C•1000 4" 102 Stainless Steel OPW 633LC RISER PIPE OPW 6331 TOP SEAL ADAPTOR .r OPW633LC LOCK CIAMP 80118 NUT SET SCREW OPW6331C LOCK CLAMP SPILL CONTAINER BASE IMPORTANT, OPW products should be used in compliance with applicable federal. state and local laws and regulations. Product selection should be based on physical specifications and limitations and compatibility with the envirunntcnt and materials to be handled. OPW MAKES NO wARRAN°rY OF FITNESS FOR A PARTICULAR USE. All illustrations and specifications in this literature are based on the latest Product information available at the time of publication, OPW reserves the right to make changes at any time in prices. materials. specifications and models and to discontinue models without notice or obligation. . • . • • , • . • ' • ft4'.":"(t•"•tA4-:, • - • •• 7. Monitor well manhole for tank farm monitoring NO .; • ' OPW 104AOW & ; 4MW MONITORING /OBSL, IATION WELL MANHOLES The OPW 104AOW manholes are designed for monitoring and observa- tion well applications where limited access and clear identification are essential. The cover of the 104AOW features a permanently cast -in warning statement, and a black equilateral trian- gle inset into a white background in accordance with API Recommended Practices 1615, Two self - aligning stain- less steel bolts secure the cover to the body ring. A gasket located in the ring prevents contamination from surface water, The 104AOW 1212 incorporates cast iron interference bars to prevent entry of a delivery elbow, in lieu of a bolt down cover, The 104AOW cast iron covers and body rings are heavily ribbed to ensure maximum load bearing capacity. The sturdy steel skirts on the standard 104AOW's extend nearly a foot below grade to ensure trouble-free Installation even in deep concrete, Optional skirts that extend a full 191/4" below grade are available in the 12" and 18" diameter models for sandy soil locations, Models with unpainted covers and no bolt down provisions (104MW) are also available for monitoring well applications where limited access is not required, Features include: • Full size internal diameters for maximum access and working area. • H2O Load Rating. • Rugged cast Iron covers and body rings. • Graphic "DO NOT FLLL" warning permanently cast into the cover. • Two recessed stainless steel bolts with O.rings to secure cover. • Gasket located in body ring to prevent contamination from rain water or during washdown, • Sturdy, extra long steel skins. • Individually boxed for ease of handling. Pala........,, Materials Body ring: cast iron Cover: cast iron Skirt: steel Gasket: neoprene Ordering Specifications Product ID(in,) ID(mm.) Ibs, kg. 104 AOW0800 8" 203 15 6,8 104A0W 1200 12" 305 28 —Tr 104AOW 2' 12' 1-1T-17-767 104AOW1219 2 30 33 5. 104A0W1800 18" 4 7 50 22.7 104A 0W 819 V9" 457 725.9 104MW0800" 8" 203 15 6.8 1 o4Mw•12oou 12" 305 28 12.7 • Cost Iron interference bars " Unpainted, No bolt down provision Replacement Parts Part No. 00 14M E00515 E00299M� E00514I E005151 E005161 Dimensions Product 104AOW0800 104AOW1200 104A0W1219 104AOW.1800 104A0W1819 Description over or 8" 104A0 • 800 over or 12 04A0 • 200 Cover for 12" 104AOW1212 Cover for 8" I04MW0800 Cover for 12" 104M•1200 Cover for 18" 104AO•1800 6 C 8" 10%" 11W 12" 14%" 11W 12" 14%" 19%" 18" 20%1` 11W" 18" 20%" 19W" MONITORING / OBSE=RVATION WELL 00 NdT FILL tV' 1l'��i r , .7 r• �Ir.rt.•�'�M ldephone:15131170.3219 • (8001422.2525 • Fox: 15131810.9186 • (8001 421.3297 0 1999 OPW Fueling Components • P.O. Box 405003 • Gncnnoti, Ohio 45240.5003 • Printed In USA • 11104A • 2/99 EP 310 a Og Fill point spill containment OPW 101 BG•2100 :RIES BELOW -GRADE FILL CONTAINERS Step A, ' Lid and lever in open position. Step B Lid down. but not closed, Lever still in upright position, Step C Lid and lever in closed and locked position. Grade cover easily replaced on rim. EP 30.0 Materials: Grade cover: fiberglass reinforced composite (steel optional) Lid: gloss reinforced composite lever, top case: polyethylene Outer shell: polyethylene, powder- coated steel Containment cell: polyethylene Base: Duratuffm 11 or cast iron Ordering Specifications - Ouratuff° II Base Models Model Gal. liter Drain Valve lbs, kg. 11 BG•2100 5 19 Pul 60 27 01116-2115 15 57 Pull 65 29 018G•2055' 5 19 Pul 80 36 0113G-2155* 15 57 Pu l 85 38 01136.055H 5 19 Hatat 69 31 0186•15SH 15 57 Hatc 75 34 Steel grade level cover. Ordering Specifications • Cast Iron Base Models Model Gal, liter Drain Valve lbs. kg. t Ot O 180.21000 5 1V 9 Pull 72 33 1018G•2115C 15 57 P71 77 35 10180405SC' 5 19 Pu 92 42 101864155C' 15 57 Pu 97 44 ' Steel grade level cover. Replacement Parts /Accessories Part No. 1 DK•2100 101 G 1018 101 GSP•0090 001747M E00491 1112280M H12620 Description Pu Drain Volvo B •21AR Insi a Hat 1-1-17177T—An r Re lever an Crossarm Assembl Gasoline • Absorbent Sot Composite Manhole Cover Complete Replacement Top Assembl H 11671 M Stee Man ole Cover Ringseal Inside Hatch Certifications and listings CARB 101 BG(S)•2100 10180(5)•2115 Approval Letter #93.26 Approval letter #93.26 1 8 OPW 1018G.2100, 5•Gallon A —g OPW 1018G-2115, 15-Gallon Dimensions 10111G.2100 10364115 in. cm. in. cm. A 20'/x" 52 20%i" 52 B 17W 44 25W 65 E" 23 %i' 59 27 "/n" 71 Subtract T from "C" dimension for Cost Iron Base Models. IMPORTANT: OPW products should be used in compliance with applicable federal. state and local laws and regulations. Product selection should be based en physical specifications compatibility with the eunment and materials to be hndld OPW MAKES NO WARRANTY OF FITNESS FOR A PARTICULAR USE. AU illustrations and specifications in this literature arc based on the latest product information available at the tIme of publication. OPW reserves the right to make changes at any time in prices. materials, specifications and models and to discontinue models without notice or obligation. OPW 6 1 S0 OVERFILL PREVENT ION VALVES Typical Application Assembly Installation schematic typical; exact dimensions will vary with tank configuration. • si W 1.2100 OPW 634TT Cap OPW 633T Adaptor • Underground tank, fypical 111'r Tube end cut per local requirements OPW 6150.4000 • from Inside wall of tank to bosom of upper tube Ordering Specifications and Dimensions -- -= • .'f • - •� -=-- 4 "•8" Tong 4" NPT '.0 max' CARE 4 ", ._ < . jubq end cut per (loco requirements OPW 615011.4000 Under round tank, ypicol Product /Suffix Number Description 61 S0.3000 6150.1000 3" two•point Grooved tube A.Upper Tube Blower Tube C•Ovorall Max. Tank Max. Nominal Max. Actual lbs. kg, Length Length length Riser Length Tank Dia. Tank Ola. in, m, In. m, In, m, in. m. fn. m, In, m. 60" .5 83 2,1 155% 4.0 53W 1.4 9," 2.5 108" 2.7 13 60" 1.5 83" 2.1 154%" 3,9 53% 1,4 96" 2.4 107" 2.7 17 8 9 534" 1,4 9 " ,4 10 " 2.7 7 8 6150. 0 CARE Groove. to e 60" 1.5 83" 2. 154'/x" 3 1 0.000 0.401 0 6150.4000 6150• IOC 6150.420C 61SOM. 41211 61 SOM•412C# 4" two. olnt 60" ,5 83" 2.1 154 ," 3.9 53% 1.4 96 2.4 107" 2.7 7 4"two•'olnt 120" 3.1 102 2.6 233 %" .9 13'," 2.9 12 " 3.1 126" 3, 5 1 2.4 107" 2.7 1 7 CARE 4 ", two. oint 60 1 5 83 2 154% 3 9 53 61 SOC -4001 61500.4011 61 SOP-4002 61 SOP -4012 two. htt 120" 33 102 CARE 4" two.. oint Two oint met ono CARE 4 ", two.. oint Coaxio 2.6 233% 5.9 1 % 1 96 13% 2.9 120" 31 126 3.2 25 1 120" 3.1 126" 3.2 257 %" 6.5 1134" 2.9 144 3. 120" 3.1 not inc u e 233% 5,9 113% 2.9 120" 3,1 126" 3,2 25 11 120" 3.1 not inc u d e l 233 %" 5.9 ' 113%0 2.9- 120W 3.1 126" 3,2 25 11 60" 1.5 83" 2.1 154% 3.9 53%" 1.4 96" 2.4 107" 2.7 1. 7 7 150" 3.8 26 12 Coaxia 120" 3.1 102" 2.6 233 %" 5.9 113'4" 2.9 120" 3.1 126" 3.2 25 11 CARS, _pop. coaxial 60" 13 83" 2,1 154 Yi" 3.9 53A" 1.4 96" 2.4 107 2.7 20 9 CARS, 'o'. coaxial 108" 2.7 _102" 2,6 221%" 5.6 101%" 2,6 • 120" 3.1 126" 3.2 27 12 615OCt/1.4000'# Coaxial, met anol 120" 3.1 not inc u ed 6150.4BYT Overfill valve only, no drop tubes supplied 61 S0C -4BYT Kit to adapt 61 S0_•4BYT for coaxial applications 6 3 61 SOR -4000" Remote 72" 1.8 83" 2.1 166%" 4.2 65/ :" 1.7 96" 2.4 107" 2.7 19 9 61 SORM. 4000 "• 233 %" 5.9 113W 2.9 120" 3.1 126 3.2 25 11 Remote methanol 72 1.8 not included 185Y," 4.7 65/" 1.7 120 'For use with M85 & M100 methanol fuels "Remote fill applications "'Remote fill, methanol # Methanol models do not include lower drop tube. Ado stor for 3" Fiberglass Pipe (Drop Tube) is included. a_ i..,._. n._. T.,t . / , • t 3.1 126 3.2 1 9 9 l,� OPW 6150 `OVERFILL PREV..NTION VALVES Our Patented Design is the Most Effective and the Most Versatile. The OPW 61 SO Overfill Prevention Valve is designed to prevent the overfill of underground storage tanks by pro- viding a positive shut-off of product delivery. The shutoff valve is an inte- gral pate of the drop tube used for gray• ity tilling. The OPW 61S0 allows easy installation (without breaking concrete) and requires no special manholes. The OPW 61 SO is a two•stage shut- off valve, When the liquid level rises to about 95% of tank capacity, the valve mechanism is released closing automat- ically with the flow. This reduces the tlow rate to approximately 5 gpm through a bypass valve. The operator may then stop the filling process and disconnect and drain the delivery hose. As long as the liquid exceeds the 95% level. the valve will close automatically each time delivery is attempted, If the delivery is not stopped and the liquid rises to about 98% of tank capac- ity, the bypass valve closes completely. No additional liquid can flow into the tank until the level drops below a reset point. Models of the 6I SO are available to meet virtually any UST application including two point, coaxial, poppeted coaxial and remote fill, The 61S0-3000 provides two point overfill protection for 3" riser pipes, and the 61S0-1000 and 61S0.100C(CARB) feature a grooved tube design for use with tank gauging systems. Methanol and CARE (vapor tight) approved models are also available. The OPW 61S0 is approved by the New York City Fire Department. (Approval #4902). NOTE: The OPW 61S0 is designed for use on tight fill gravity drop appli- cations only. Do not use for pressure fill applications. UPw Features of the 61S0 Series: • Simple, Easy And Quick Installation • No excavation or special manholes required, • Economical • Costs a fraction of expensive. complicated and difficult to install valves. • Furnished Complete • Supplied with new upper and lower drop- tubes. mounting hardware and thorough instructions for quick job site time. • Completely Automatic Operation - No prechecks to perform. no resets, and no overrides to be broken or abused, • No Pressurization Of The Tank • Operates directly from liquid level. • Will Accept A Dipstick For Gauging, • Retrofits Directly • For both new and existing tanks with 3" or •t" fill risers, • Quick Drain Feature • Automatically drains hose when head pressure is relieved, • Best Flow Rate In The Industry.* Advantages of' Overfill Prevention Compared to Overfill Warning Systems: • Completely Automatic Operation • Does not rely on the alertness or speed of response of the delivery attendant, for certainty of overfill prevention. • Keeps The Top Of UST "Dry," Per EPA Requirements • Eliminating possible leaks at loose bung fittings and the need for double containment on vent lines. • Does Not Rely On Pressure In The UST To Stop Flow • Allowing faster fill times and reducing spill risk. • Speeds Delivery Operations • Product flows unimpeded into the tank until the hose "kick" that accompanies the valve shut -off provides a clear signal that the liquid has reached the shut -off level. • Simple And Inev pensive Installation • In both two•point and coaxial fill applications, no additional excava• lion, manholes or vent piping is required. "Test witnessed by Bowser•Morner, Inc., an independent laboratory. Results available upon request. Telephone:15131 870.3219 • (8001422.2525 • Pox: (5131 870.9186 • 18001 4214297 0 0 t5 vs P. OPW 6 1 S0 OVERFILL PREVENTION VALVES 61S0 Two Point The OPW 61S0 is available in two styles for two point fill applications with separate product and vapor con- nections. The OPW 61 SO replaces the standard fill tube in the 4" fill riser pipe. The 61 SOM* models are designed for contpgtibility with M -S5 and N1.100 methanol fuels. Both the OPW 61S0 and 61SOM are available Mt sealed vapor paths for use in CARB certified areas, The OPW 61 SO.1000 and 61S0- 100C(CARB) feature a groove that runs the full length of the tube to allow a gauging system to be used in conjunc- tion with the overfill prevention system. Actuating Float 61SOR Remote The OPW 61SOR is designed for two point remote fill applications, where the fill point is not directly over the UST. A "trap door" assembly installed In the riser above the tank provides access for a gauging stick. 61SOC Coaxial The OPW 61SOC is available for coaxial fill, single product/vapor con- nection applications. This member of the series replaces the standard coaxial fill drop tube in a 4" tank riser pipe. 61S0 -3" Two Point Designed for use with two paint fill applications, the OPW 61S0.3000 replaces the drop tube in 3" tank riser pipes. 61SOP Poppctcd Coaxial The OPW 61 SOP is available for poppeted coaxial fill applications and is CARB certified for gasoline vapor recovery systems. (Executive order G- 70.52AN). 61S0.4BYT Shipped without drop tubes. the 61 S0.4BYT is designed to adapt to existing coaxial and conventional drop tubes that meet specific OPW stan- dards. (The 61 SOC -4BYT kit is required to adapt the 61S0-4BYT for coaxial applications. tpt 10. Retractable piping system. PISCES Piping Integrated Secondary Containment Environmental System PISCES, developed by OPW, the world's leading manufacturer of petroleum handling equipment, is a completely integrated underground fuel transfer and containment system, Designed to provide the highest level of dispensing performance, installation efficiency, and containment protection, PISCES delivers cost effective piece of mind for UST operators. The PISCES system solution consists of highly engineered components that are designed to operate in unison to ensure longterm system integrity and performance. Additionally, PISCES offers a high degree of flexibility to meet virtually any underground piping requirement. The heart of PISCES is an advanced flexible Plains system that can be installed quickly and easily In a variety of configurations,The primary fuel pipe can be jacketed with a secondary containment cover for direct bury applications or It can be Inserted Into a double-wall corrugated access pipe, The crush resistant access pipe protects the primary pipe from the backfill while serving as an added layer of containment protection. The access pipe also affords the added advantage of primary pipe retractability. Future inspection, repair or replacement of the primary pipe is achievable without excava- tion. For the ultimate in containment protection, jacketed primary pipe can be installed inside the double-wall access pipe. PISCES features highly Integrated components that interconnect seamlessly to ensure water tight service and reliable Secondary Containment, PISCES dispenser sumps are custom made for each particular dispenser footprint, and PISCES tank sumps afford water tight containment for and accessibility to submersible pumps and UST equipment. A variety of PISCES entry fitting styles and sizes ensures the availability of a custom designed solution for virtually every piping application, PISCES by OPW, the complete Environmental System for underground fuel transfer and containment, now and Into the 21st century, P I S C E S Installation Options Direct•Bury Jacketed Primary Pipe • the primary fuel pipe Is jacketed with a secondary containment cover for dlrect•bury applications, I!' Retractable Primary Pipe inside Crush Resistant Access Pipe • the crush resistant access pipe protects the primary pipe from backfill, provides an added layer of containment protection and allows primary pipe retractability for quick and easy inspections, repair or replacement without costly excavation, Retractable, Jacketed Primary Pipe inside Crush Resistant Access Pipe • while maintaining all the benefits of the standard primary pipe / access pipe configuration, the jacketed primary pipe can be installed inside the unique double•wall corrugated access pipe to create the ultimate in containment protection. • u§ 2 PISCES Flexible Piping Unique Double•Wail Corrugated Access Pipe • Crush & Puncture Resistant • flexible, and durable corrugated design protects primary piping against backfill: allows piping to give with ground movement and pump surges. • Saves You Time and Money complete retractable access to primary piping without excavation for quick, easy and affordable Inspections, repairs or replacement, • Environmental Protection • designed to provide a second or even third • level of containment protection, i r! Semi•Smooth Access Pipe Liner • Facilitates Installation • a semi-smooth liner ' covers the interior corrugated surface of the access pipe making insertion and/or retraction of primary piping quick and easy. Improves Leak Detection Capabilities • the smooth inner surface allows product to flow quickly to detectors / sensors in containment sumps. • Easy Liquid Recovery • the smooth liner permits easy recovery of liquid collected in the containment system and prevents fluid or ice entrapment inside the access pipe, Nylon Outer Shell Layers • Specially Reinforced for Long•Term Performance • braided fiber reinforcement for strength and pressure containment, • Dark Color • preserves maximum flexibility in sunlight prior to installation, • Corrosion Resistant • unparalleled resistance to microbial attack and corrosive soil conditions. • Added Protection • provides a secondary non• permeable barrier for a higher level of containment `;s • security, Kynar" Core Layer / • Unmatched Chemical And Permeation Resistance • 10 provide reliable long term petrole• um product transfer, • Efficient Flow Capabilities • the smooth bore design, combined with fewer piping joints provides for maximum flow capabilities. Polyethylene Stand•Off Jacket r " • Provides Secondary Product Containment and Leak Monitoring Capability • interstitial space provides a natural liquid channel to allow for continuous leak detection of primary piping, • Versatile / Corrosion Resistant • compatible with petroleum based products, and corrosive soil conditions. Not susceptible to microbial attack, Underwriters Labpratones ana Vnaerwnlets Lsoatsloties of Canute Listea • Pisces Prmary PIP. is manugsCturea by Futon SYnliea Division and is Listea in tn5 United States won Unaenvnters Labaratona ana in Canaaa with Underwriters Laooratones 01 Carioca lot nonmetallic underground piping for petroleum proaucts, alConols ana gasoune•alcanot mixtures under F to No MH19453. (U.S.) and File No CMH1757 (Canaoal. PISCES primary pip• 15 manufactured by: Furan Tbr Irides Lr•dfr i• E•sinrtrtd Polr•.r►Carnrna Kynar1° is a trademark of Ell Atocnem Sump bulkhead fittings PISCES" ENTRY FITTINGS Conical •� Seal • Sump Well Sump Interior Soil Bolted Flex Flange Seal Sump Wall Sump Interior Entry Fittings PISCES Conical Seal and Bolted Flex - Flange Entry Fittings are designed to provide a reliable liquid•tight seal for piping and conduit entries through containment sump walls, Both fitting styles are engineered for long term integrity in the harsh underground environment, The Conical Seal design offers the added installation advantage of a single hole through the sump wall, and complete replaceabiiity without excavation when used with PISCES Backfill Guards, PISCES Conical Seal Entry Fittings . • Massive Sealing - Forces are generated as the nut draws the cone inward, forcing the seal against the hole ID. and the interior sump wall, • Quick Installation - With only a single hole In the sump wail, • Molded Acme Threads - Allows "spin•on" Installation and provides consistent thread engagement, • Blunt Starter Thread - Prevents cross threading, • Completely Field Replaceable Without Excavation - When installed with a PISCES backf ht guard. PISCES Bolted Flex•Fiange Entry Fittings • Positive Mechanical Seal - Nuts pull encapsulated studded ring against outer sump wall, • Lipped Rings - Provide added strength and rigidity, • Minimum Spacing Between Nuts - Ensures consistent sealing forces. • Corrosion Resistant - Metal parts outside sump'are encased in rubber. • Ribbed Sealing Surface - Provides added sealing protection, Sops, Ut. and ULC listed Including Conical Seal and Bolted Flex•Flange. Patents Pendin PISCES ENTRY FITTINGS AND ACCESSORIES SPECIFICATIONS PISCES Conical Seal Entry Fittings Materials: Body: Acetal Nut: Acetal Washer Nylon Seal: Nitrite Soot: Nitrite Clamps: All Stainless Steel Product Number Application A 13 In. mm. in, mm. in. MM. CS.300 3" PISCES Access/Cont, PI e 3•9/16" 90 6.3/4" 171 2.3/4" to 3.5/8" 70 to 92 Z3/8" 60 5.3/4" 148 2.3/4" to 3.9/16° 70 to 90 CS.200 re PISCES Jacketed Coaxial Pipe 2.518" 67 84/4" 171 2.3/4" to 3.5/81 70 to 92 CS.200F 2" FRP PI CS.150 1.1/2" PISCES Jacketed Coaxial 2" 51 5.3/4" 146 24/4" to 19118' 70 to 90 CS.100 1 RI Id Conduit CS•075 3/4" Rigid Conduit PISCES Bolted FIex.Flange Entry Fittings Materials: Rings: Steel, Zinc Plated Studs: Stainless Steel Body: Nitrile Nuts: Steel, Zinc Plated Clamps: All Stainless Steel 1.5/16" 33 1.1/16° 27 4.1/2" 114 2.3/4" to 3.9/16' 70 to 90 4-1/2" 114 2.3/4" to 19/16" 70 to 90 4- C4 Conical Seal - • Product Number 9F.300 F.200 EIF.200F BF.150 10.100 Application 3' PISCES Access/Cont. P A 0. In, mm, In. mm. 3416' 90 644' 171 in, mm. 1.3/4' 44 2' PISCES Jacketed Coaxial P1 .e 2" FRP PI .0 Ent 1.1/2" PISCES Jacketed Coaxial PI 1" RI Id Conduit 13F.075 3/4" RIg)d Conduit 2•5/8" I 2° 51 5.9/16" 141 1.5/16' 33 4-1i2" 114 1.1/16" V 4-1/2' 114 67 5416' 60 5.9/16" 141 1.3/4' 44 141 PISCES Dispenser Pan Fittings and Accessories Materials: Rings: Steel, Zinc Plated Studs: Stainless Steel Body: NItrile Nuts: Steel, Zino Plated Clamps: All Stainless Steel INI11111.1=1■111111111■11•1•0•1=11 C • FIJ•3038 v r B PEF.352OR 1.3/4' 44 1.3/4' 44 1.3/4' 44 1.3/4' 44 8 lotted Ftex.Flange c4 **, A 14 Product Number App CI on In, mm. 8 In, mm. PEF.3520R Pan Entry FIttInt,..2" FRP Pipe 2.3/8" 60 PEF.3515R Pan Entry Fitting, 1.1/2' Plpe 2" 51 4. Enkt_lt , 142' Flex Connector (2" )lex) 2"lifext 51#iox) 4412" 114 FIJ•3035 Isolotion-Jackst. 30" on X 3.1/21D 3.1/2" 59 4.5/8' 117 rs 8 PEF•3515R In, mm. 4.1/2' 114 2.318' to 3.1/4" 60 to 83 11 2.3/8' to 3.1 80 to t3 342' to 5.3/8" 89 to 136 39,5/8" 779 PEF.3515X In, mm, 2.112" 2;1/2" 64 JI.20R sert. 2 RP P 2486 IX .11.20X Insert, 2" Flex Connector (2.1/2' Hex) JI.15 Insert, 1.1/2" Flex Connector (2" PISCES by 0 Fa W, Inc.• PISCES by OPW Inc.. OPW Fueling Components Market:iv, Re, resent.nive 2. 8" 60 3.1/2' 89 7/8" 2.1/2"1Hex) 64(Hex) 3.1/2' 89 ex) 2"(Hex) 51(Hex OPW Fueling Components P.O. Box 405003 9393 Pnnceton-Glendale Cincinnati, Ohio 45240•5003 Tel. (800) 422•2525 Fax (800) 421.3297 Ind. Tel. (513) 870•3315 Intl. Fax 513 870-9186 3.112' 89 Dover Corporation/Industrial Division (Canada) Limited P.O. Box 5010 111 MCNab Ave. Strauvoy, Ontano N7G 3J3 TeL (519) 245-6100 Fax (519) 245-6078 7/8" 22 22 22 OPW Fuebng Components Europe °over International B.Y. 1160 AC Zwanenourg The Netherlands • TeL (31) 4-497-5442 Fax (31) 20-497-6081 U.S. Patent Numbers 5.098221 5.553.971 5.567.063 5.590.981 Other Patents Ponoing TSEF 1 • gallsw•141.00.10.1..14.1■1111111.1•11.1. 12. Transition Sump PISCES' ABOVE /BELOW GRADE TRANSITION SUMPS PSTF.4600 TRANSITION SUMP -FRP SUMP / FRP TOP Optional FPP Sump Heignt Extender (PROSE 4552) Water Sump Cover PST-4630 TRANSITION SUMP- POLYITHYLINI SUMP/ PRP TOP Bottom Uouid Collection Channel Pte; Entry PIT.0000 TRANSITION SUMP. ONI.P11101[ POLYITNYLINR SUMP Pipe Entry Areas • 4' Multi•Purpose Transition Sumps' PISCES Multipurpose Above Grade/Below Grade Transition Sumps provide a convenient means of housing the connections required when transitioning from above ground steel piping to non-metallic PISCES underground piping, These sumps are also well - suited to providing access to. and environmental protection and containment of, underground valves, filters, meters, pumps, line connections, and piping manifolds, PISCES Above Grade /Below Grade Transition 'Sumps Feature: • Spacious, Structurally Sound Containment Chambers • Provide maximum working area and protect against deformation from badcfill and high water table forces, to Water Tight Sump Covers " Allow easy and permanent access to the equipment in the containment chamber without disconnecting piping or entry fittings. ■ Fiberglass Reinforced Plastic (FRP) Top Allows verticle aide entries above grade. UV inhibitor is added to resin to prevent deterioration from sunlight exposure, • installation Flexibility . Installed partially below grade in remote unpaved areas or completely below grade in traffic area with access to the sump cover Uvough a standard 30" diameter (or larger) manhole, Multiple Sump Models: • Model PSTF.4630 Transition Sump - FRP Sump I FRP Top • Large Injection-molded FRP containment chamber provides structural rigidity and Ilat surfaces for side wall pipe entries. Sump chambers are stackable for convenient shipping and storage. • Removable FRP too allows maximum access during installation of fittings and equipment, and provides a rigid entry fitting area adjacent to the cover for vertical entry of above grade piping. • FRP Sump Height Extenders (P/N DSFE•4612) are available for the PSTF•4630 to accommodate deeper bury applications, ■ Model PST•4030 Transition Sump - Polyethylene Sump I FRP Top • Removable FRP top allows maximum access during installation of fittings and equipment, and provides a rigid entry fitting area adjacent to the cover for vertical envy of above grade piping, • Large, heavily ribbed polyethylene containment chamber provides structural rigidity. ■ Model PST.5030 Transition Sump - One•Piece Polyethylene Sump • Flat entry fitting area extending from the sump base accommodates vertical pipe entries. Heavily ribbed riser provides strength and rigidity. UL and ULC Usted Parents Pending. PISCES` TRANSITION SUMP SPECIFICATIONS IISCES Fiberglass Reinforced Plastic (FRP) Transition Sump with FRP Top — Model #: PSTF•4630 (69cm) `1 t « (11 cm) (81 m) •`� �"`(1OZem)�" NOTE: 12" (30cm) FRP Height Extender for Deep Bury Applications: P/N OSFE•4612 (99cm) (76cm) PSTF•4630 shown installed partially below grade with sidewall pipe entry • a • • • • . • ' •'• ,• • • • . • • • 19' • • • ' • • • six-%e ukitIA. PISCES Polyethylene Transition Sump with FRP Top — Model #: PST•4630 C""1* - 47« (119cm) • .•: (1O cm) • I • (04cm) MMMIMMM (elcm) —� �—"(10lcm)�"'""� PST•4830 shown Installed partially below grade with vsrticai pipe entry i i .!• 119M 1MM • Ioommr •• • , • , • ''• ' . • .mss • • • • • • • •' 1 PISCES One•Plece Polyethylene Transition Sump — Model #: PST•5030 • (93cm) .,�', �� \-'•" MP II. 14- 6 '� 1 I(3Ocm) NOTE: 38" (97cm) Square Base Model for Line Connections: PIN PSI.'3830 PISCES' by co P W, Inc. lo PISCES by OM,, Inc.. OPW Fulling Components Marketer. R OPW Fueling Components P.O. Box 405003 9393 Ptinceton•Glendale Rd. Cincinnati, Ohio 45240.5003 Tel. (500) 422.2525 Fax (800) 421.3297 Intl. Tel. (513) 870.3315 Ind. Fax (513) 870.9186 ,• • • "• 4 • • ,, • ,• 9. I", 1 . •. 9 .1 •• • • •' • • PST•5030 shown installed below grade with vertical pips entry , : . (99 e• • 1. •T':2• ' , cm) ", ' . _• . • 11 • • • •,' ,1 1 • • • •9 • • ' ['over Corporation/Industrial Division (Canada) Limited P.O. Box 5010 111 McNao Ave. Sttathroy. Ontar'o N7G 3J3 Tel. (519) 245.5100 Fax (519) 2454078 , . • , • ,, 9 •, . • , • •• • • OPW FUelr••9 Components Europe B.V. 1160 AC ZwanenOurg The Netherlands Tel. (31) 20.497.5442 Fax (31) 20.497.6081 U.S. Patent Numbers 5,553.971 5.567.083 5,590.981 Other Patents Pendn9 TS PST • PISCES` ABOVE /BELOW GRADE TRANSITION SUMPS PSTF•4630 TRANSITION SUMP -FRP SUMP / FRP TOP • 0 tlanal FRP Sump Height Extender tP!H OSFE4611) Water Sump Cover PST•4S3O TRANSITION SUMP - POLYtTHYLINN SUMP! FRP TOP Bottom Liquid Collection Channel Pipe Entry Areas PST4030 TRANSITION SUMP - ON(.PISCL POLYRTNYLINI SUMP A eatr! MultimPurpose Transition Sum. PISCES Multi•Purpose Above Grade /Below Grade iransitfon Sumps provide a convenient means of housing the connections required when transitioning from above ground steel piping to nonmetallic PISCES underground piping.These sumps are also well•suited for providing access to, and environmental protection and containment of. underground valves, filters, meters, pumps, line connections, and piping manifolds. ;g tJ �W PISCES Above Grade /Below Grade Transition N Sumps Feature: W o • Spacious, Structurally Sound Containment Chambers • Provide maximum working area and protect against deformation from backfill and high water table forces, • Water Tight Sump Covers • Allow easy and 21 d permanent access to the equipment in the containment chamber without disconnecting piping or entry fittings. ,p • Fiberglass Reinforced Plastic (FRP) Top • H Allows verticle pine entries above grade. UV Inhibitor is added to resin to prevent deterioration from sunlight exposure. • Installation Flexibility • Installed partially below cry grade in remote unpaved areas or completely below grade g in traffic areas wan access to the sump cover through a standard 30" diameter (or larger) manhole, Multiple Sump Models: • Modal PSTF•4630 Transition Sump - FRP Sump I FRP Top • Large injection•molded FRP containment chamber provides structural rigidify and flat surfaces for side wall pipe entries. Sump chambers are stackable for convenient shipping and storage, • Removable FRP top allows maximum access during Installation of fittings and equipment, and provides a rigid entry fitting area adjacent to the cover for vertical entry of above grade piping. • FRP Sump Height Extenders (P/N DSFE•4612) are available for the PSTF•4630 to accommodate deeper bury applications. • Model PST•4630 Transition Sump - Polyethylene Sump 1 FRP Top • Removable FRP top allows maximum access during installation of fittings and equipment, and provides a rigid entry fitting area adjacent to the cover for vertical entry of above grade piping. • Large, heavily ribbed polyethylene containment chamber provides structural rigidity. • Model PST•5030 Transition Sump - One•Piece Polyethylene Sump • Flat entry fitting area extending from the sump base accommodates vertical pipe entries. • Heavily ribbed riser provides strength and rigidity, UL and ULC Listed Patents Pencing. . •k.R.cr. -a . t PISCES` TRANSITION SUMP SPECIFICATIONS 4'ISCES Fiberglass Reinforced Plastic (FRP) Transition Sump with FRP Top - Model #: PSTP•4630 27" 1 ill (1 9cm) 1.1. 14-- (el cm) 1 (1020m) NOTE: 12" (30cm) FRP Height Extender for Deep Bury Applications: P/N OSFE•4612 A (99cm) 30" (76cm) •••.L••••• PSTP -4630 shown installed partially below grade with sidewall pipe entry .• • • • • • • . • • • • • • • • • •4 •• • , • • •• • CtwPt.e o Las) PISCES Polyethylene Transition Sump with FRP Top -- Model #: PST•4630 cu7.4 t • " j (e em) — i,. 4 r-- (1 9cm)__' —'11' 3" ((1134344m) 3m) � I (61om) —4"1(102an)—•1 • a) PST44830 shown installed partially below grade with vertical pipe entry i1 • • 1 • • •� • 1 r • .• • • 44 4. 4, • • • • • • • ; • • . • , • , • PISCES One•Piece Polyethylene Transition Sump — Model #: PST•5030 i -_—(1I em) r' f,,..,,,, \...i \-1 \� 3r 11 7 (977cm) , • \'.. J"------/ ' 1 . (atom) —j — •i••-- --•- -- -- *•**'- NOTE :38" (91cm) Square Base Model for Une Connections: PIN PSI.•3830 PISCES' Dv QPW. Inc. PISCES 1n• OPW, In:.. OPW Furling Components Markerur;; Representative OPW Fueling Components P.O. Elox 405003 9393 Princeton-Glendale Rd. Cincinnati. Ohio 45240.5003 Tel. (800) 422.2525 Fax (800) 421-3297 Intl. Tel. (513) 870.3315 Intl. Fax (513) 870.9186 (91 ml PST•5030 shown instilled below grade with vertksl pipe entry • • •, , e" • ••••r4 r• • (97em) . ,••'• • •I • • : 1.1,4 • Dover CorporatioMndustrial Division (Canada) limited P.O. Box 5010 111 MoNao Ave. Stathroy, Ontario N70 3.J3 Tel. (519) 245,6100 Fax (519) 245.6078 OPW Fueling Components Europe B.V. 1160 AC Zwananpi:rg The Netherlands Tel (31) 20.497.5442 Fax (31) 20.4974081 U.S. Patent Numbers 5.553.971 5.567.083 5,590.981 Other Patents Pendv+g TSPST a 8 as!, 13. Submersible turbine pump 8. to • :vs?.:.-.4-114-.1$ • • •,„ • PAP•1141 ILIAC•44. ..o4: ,t; • -••,"-4•:•"•, ' 1.• •••-, i••• ;•••■,." • •• . • •■ ; 7:0" •!• f*-•.. • Smooth operation, low maintenance, and long life Backed by Red Jacket's commitment to service and quality REDJACKET® "ar"inVt•Sn't....EIVPR41"ZitP.TNI,..-1.77.?„%t!" • 't • "1.,: , ' 7.1144 RED JACKET PUMPING SYSTEMS DELIVER SMOOTH OPERATION, LOW MAINTENANCE AND LONG LIFE. From installation to service requirements, these pumps aro designed to keep pumping longer with less maintenance, Vapor locking k eliminated, Our track record spooks for Itself, For over 30 years, Red Jacket has provided the highest quality products and services for the petroleum industry, This dell• cotton and experience is In every product — because you deserve the best, Red Jacket's commitment to service Is unparalleled In the petroleum Industry, Behind every Red Jackal product ore quality minded people, Motors ore avallebio in single phone 200.250 volt 50 cycle, 200/230 volt 60 cycle and three phase 300.415 volt 50 cycle, Single phase units carry U,t, listing, f)c tlrtn teat e One smog anembty contains oIi the hmclionot elements of the pump; tM check valve, ek eliminator, e•ponsion rebel volts, Option 'wide and veeturl, siphon check valve end the Name wit screw, This entire assembly con be removed us o unit by removing two machine screws, thee, plus the capacl, to and electric disconnect, on easily be reached by removing the manhole tare% r Optional Red Jake took Detector detects pressure leaks between the pump and the dispensers. fits cony', nientty in top of pump, A special ham Mg Is available so that the Teak detector may be used in line for manitoWed Pumping. e M models lit standard 4' NPT, or OSP lank openings, • Bayonet type electrical connector pro' vide* a safe, aaplosion•proof electric disconnect without scporolinp any wires. e Pressure testing linos ore tow because OW relief voles and check valve can be isolated. e Task lest pal and line tell pal used In testing are conveniently located on lop of the discharge manifold, e Di►chorge seal design feature directs product leakor hock into the storage tank, e On winding thermal arm current protector pr', vents premature motor lailwe dire to overheating, e The permanent split capacitor motor for single phase gives you the option of using a control bon a wiring direct, e Red locket's impeders and dJlwas ors manufactured to reduce vibrosion and wear, provide longer pump and motor life, thereby reducing mointenonce costs, A tingle phase control booth oveilnbie, The control bar ohews tonvenient 01(111 10 the sus :mertlble pump wiring and Includes the lollowing feature►: ✓ tither o 110 or 220 volt Noe contort& relay to carry tun motor current, ✓ A run light whkh Indkota the pump Is running, e A lockable enroll toggle twitch lo electrically 'lock' pump power In the oil position, ✓ A general purpose NEMA type 1 enclosure A control boot wt4s or without topocitor, Your choke, ✓ All control bores are U.I. opproved, ga -0 �e g w)041 • Hydraulically bolonctd impellers Hoot on a 16 tooth, stainless sled, spkned shah, providing a positive and evenly distributed drive, Red Jacket Davenport Is an 150 9001 quality company, A Red packet Pump is the heart of the system. kag 60 Hz Performance Curves 1 1 111 114 1u 111 131 111 91 0' 31 11 11 11 i1 11 • 0 0: 10 11 13 u 04 N It CAPACITY IN GALLONS PIA MINUTO z Performance Curves 11 N 1N 1 j ' f I . ... .. .:••. =a u uaa- .a.a +raa <as.•apaa.waaaw aaay a waw w• a. • .a.. i'11j !1!&L. t t —=-- �r— 1 .•F.,: . ••••• ••�fj...•• srh l r4. Sg o....f..r i _..,�.. I i 40'r._.__.. ... '�a _...._ •••••••••••••••••i iW•..•_. _0000. 00_00... ..0-040. ; 0000... • ' • .. ••.•a... •.•.._;.••• •• ... 0: 10 11 13 u 04 N It CAPACITY IN GALLONS PIA MINUTO z Performance Curves 11 N 1N 0 N N IT1 111 111 1H 111 CAPACITY IN WEIRS PBR MINUTEI 111 111 Providing solutions,,, through listening to customers. 400 For pricing contact your IOCII Red gullet distributor, Red Whet ales representative, or call Red Jacket customer service at 1400.262.7539, Marley Pump A Uua/ 1N urw• t:ompAUY P,O. Box 3888 1avenpott, IA 32808 U.S.A. Toll•Fre1: 1.800.262.75 39 Tel; (319) 391.8600 T0114tee Fu: 1.800.304.7502 Fax: (319) 445.3316 Marley Pump Europe B.V. A UAW 04ffl'miWi Ca•AUn Cijsbert Stoutwe9 8 4005 1.E Tiel, Holland Tel: 31/344.617909 Fax: 31/344.622408 www.rotli,,cket•com Marley Pump Asia A 1)4444 Otnln+a t7n'w"r 46 Eas Coast Road 004.02 EistG.te Singapore 428766 Tel: 65/345.4960 Fax: 65/345.4843 IAorlsy Pump loservs Ins nom to mats dss'1n.mprov,manli and pric'ng meOilicat'ona a; nOCO Mry And witnout nouxt. 01910 Uslley Pump Prntsd,n USA ..t N .R' .n'�'i:��i•h..j;: ''.• .' wi.•N.;?� tea: , �t�Y`= %tf.• -. �r� , ' »�i.`:1^ :.,: •.t.• it 1,4.!{ ••t:l'S•i• • !♦jtt •j,.�L �Jsr.4 4 •'t•��i� �•�•�r.l. »� . ••t•.1•. 77►;; %�SYA �?r �._ ; � ( .•I ,.1 _ f flff �l lft,i�t'����_ •1 ,K Pit • i i 1i. /`!r. .•:' "k� M '► .., f:.,:i'•�i i �F to . �.�3� -:.�•: i:. C: •i Eta •.: ! .y. r� I `..1; i,1 i'.11t ?far. .i'.'r, 'J•�I'l►,!�1��11.j•', lily} Ai.... . �• 's .t rT.i�t F2 ���.1�•?'{ilt'� .i h / , _ • e . '....r,.::'•,.• 1 r . ?' y+.�i �t i yi o lRi'i : 4 :A..t. •' •744.1.1C.::"4.% .•1 :- :1 ,�j.fr, y ii S;•y .1}'t , ry* •+ ti.'. ` }i,•.=;+i l.�l1S(�4'PI "••.1t'f...' n{+ K,t'�ry�• .. R7' y •'•u ; :.t..,,j,•:^n •.. r.1 sti r` tl..� Yfi1'�f t�l •. 'Hit_. :'''.12 ,SC ! ;•..`: ar'i;:. kl�;'; ,, 0 . • ;' °.- ••: 71r. �';:.'; . , .1Y::. ;.. iii• ltla' St:` ;. .4.: 1- .. ■ 1 . , . • ' I 1 I . ... .. .:••. =a u uaa- .a.a +raa <as.•apaa.waaaw aaay a waw w• a. —=-- �r— __0000... _..,�.. MIMI MIR • ••• .4, 41111.11111111/111.11 •..moans ,...... .'...�........•.tla....s•.w -. „r.,. ... . ..�► ..,_.....,.. .i i , <,..,,•.. -..l •0000.. Mort ,..a .. ...•..... . 0 N N IT1 111 111 1H 111 CAPACITY IN WEIRS PBR MINUTEI 111 111 Providing solutions,,, through listening to customers. 400 For pricing contact your IOCII Red gullet distributor, Red Whet ales representative, or call Red Jacket customer service at 1400.262.7539, Marley Pump A Uua/ 1N urw• t:ompAUY P,O. Box 3888 1avenpott, IA 32808 U.S.A. Toll•Fre1: 1.800.262.75 39 Tel; (319) 391.8600 T0114tee Fu: 1.800.304.7502 Fax: (319) 445.3316 Marley Pump Europe B.V. A UAW 04ffl'miWi Ca•AUn Cijsbert Stoutwe9 8 4005 1.E Tiel, Holland Tel: 31/344.617909 Fax: 31/344.622408 www.rotli,,cket•com Marley Pump Asia A 1)4444 Otnln+a t7n'w"r 46 Eas Coast Road 004.02 EistG.te Singapore 428766 Tel: 65/345.4960 Fax: 65/345.4843 IAorlsy Pump loservs Ins nom to mats dss'1n.mprov,manli and pric'ng meOilicat'ona a; nOCO Mry And witnout nouxt. 01910 Uslley Pump Prntsd,n USA ..t N .R' .n'�'i:��i•h..j;: ''.• .' wi.•N.;?� tea: , �t�Y`= %tf.• -. �r� , ' »�i.`:1^ :.,: •.t.• it 1,4.!{ ••t:l'S•i• • !♦jtt •j,.�L �Jsr.4 4 •'t•��i� �•�•�r.l. »� . ••t•.1•. 77►;; %�SYA �?r �._ ; � ( .•I ,.1 _ f flff �l lft,i�t'����_ •1 ,K Pit • i i 1i. /`!r. .•:' "k� M '► .., f:.,:i'•�i i �F to . �.�3� -:.�•: i:. C: •i Eta •.: ! .y. r� I `..1; i,1 i'.11t ?far. .i'.'r, 'J•�I'l►,!�1��11.j•', lily} Ai.... . �• 's .t rT.i�t F2 ���.1�•?'{ilt'� .i h / , _ • e . '....r,.::'•,.• 1 r . ?' y+.�i �t i yi o lRi'i : 4 :A..t. •' •744.1.1C.::"4.% .•1 :- :1 ,�j.fr, y ii S;•y .1}'t , ry* •+ ti.'. ` }i,•.=;+i l.�l1S(�4'PI "••.1t'f...' n{+ K,t'�ry�• .. R7' y •'•u ; :.t..,,j,•:^n •.. r.1 sti r` tl..� Yfi1'�f t�l •. 'Hit_. :'''.12 ,SC ! ;•..`: ar'i;:. kl�;'; ,, 0 . • ;' °.- ••: 71r. �';:.'; . , .1Y::. ;.. iii• ltla' St:` ;. .4.: 1- .. ■ 1 . , . • 14 Fuel cleaning system 1 The System: Internal Enviro 7 1. Fuel Inlet 2, Sight Glass 3. Air Vent 4. Control Panel 5. Graphic Interface 6. Audible Horn 7. High Pressure Switch Gauge 8. Pressure Differential Switch Gauges (2) 9. Filter #3 (2 Micron) 10. Filter #2 (10 Micron) 11. Leal( Sensor 12. Pump Assembly (20 GPM) 13. Motor (1 1 /2HP) 14. Drain 15. Containment Area (2 3/4) 16, Vacuum Switch Gauge 17, Fuel Outlet 18. Separator Strainer #2 Page 6 04/ 18/00 Introduction THE ENVIRO Monitoring and Fuel Conditioning Systems, by JCH Fuel Solutions were designed to keep a pristine state of middle distillate fuel in the main storage tank. THE ENVIRO not only gives you healthy fuel to run your equipment, but a clean storage tank at the same time. THE ENVIRO 7 System has been fully automated with SIEMENS PLC Technology and programmed with JCH Fuel Solutions logic for ease of use and maintenance. We are monitoring the system for fuel contamination levels. The contamination level will reach a saturation point and alert the user of its maintenance needs on the easy to read 8 color graphic display. The alarms can also be interfaced with central plant monitoring for the customer's convenience. The maintenance can be scheduled and the system can be brought back on line. THE ENVIRO 7 is a stand - alone, closed -loop system with built -in diagnostics. This will meet the environmental issues for a safe operation. THE ENVIRO Systems were designed for complete fuel remediation and control. JCH Fuel Solutions is providing excellent fuel quality for today's equipment, Page 1 04/18100 General Specifications Enviro 7 Floor Mounting 60 "W x 44 "H x 26 "D Includes 6" Risers on bottom Flow Rate ,20gpm • 1200gph Electrical 208/ 240 VAC,12A, 50 /60Hz Single Phase Motor 1 '/z HP, Single Phase 208/240 VAC, 9A, 50 /60Hz Inlet 1" NPT Female Outlet .1" NPT Female Maximum Pressure 50 PSIG System Weight (Empty) 650 lbs. System Weight (Operational) 690 lbs. 1 /2" CONDUIT PUNCH 0 E Enviro 7 Main Enclosure BACK et • , A•FK0008 FLOOR STAND WELDED (01? 4) BOTTOM 21.211 FRONT E .. • 1 . N 4 Enviro 7 Main Enclosure . I , BACK FRON'1: 3'.10114" ' D T NO - aII S EO ACN Page 5 1'•10 114 1"2 111' T•■••••••••• 04/18/00 S D E Enviro 7 Main Enclosure BACK s l • • • 1 A•FK0608 FLOOR STAND WELDED (01Y4) BOTTOM FRONT D 4' Enviro 7 Main Enclosure • . BACK FRONT/ t 411 • 2 2" PAD & ANCHO ®OLT'3 Page 5 04/18/00 • Enviro 7 Main Enclosure RIGHT SIDE VIEW 27' LEFT SIDE VIEW A. EXG R4 EXHAUST GRILL & FILTER FLOOR STAND KIT Page 4 FLOOR AND KIT 04/18/00 PHILLIPS PL ✓IP PHILLIPS SERIES DAYTANK PACKAGED PUMP TANK CONTROL SYSTEMS Select the controller. Control up to three pumps, for supply (tank fill), return (tank empty), supply & return or a duplex pump , system(two supply or two return). Controller includes low level, high level and leak de- ;• tested alarms Select the pump from 2 GPM to 40 GPM. All pumps are closed coupled to the motor and are bl• rotational for use as either supply (fill tank) or return (empty tank) DAY TANK SYSTEMS 1 In typical applications, Phillips Pump Daytanks automatically draw fuel for engine, generator or boiler systems from a bulk storage tank or return fuel in case of an overfill condition. With capacities ranging from 25 to 1000 gallons, Phillips Pump Series pack- aged pump/ daytank systems may be selected for maximum fuel capacity and flow in a minimum space and with a full array of options allows us to manufac- ture the type of system to meet any requirement Each tank is manufactured with a UL 142 label meeting NFPA 30 standards. Day tanks are con- structed from 12 gauge steel, Internally reinforced and seam welded to provide long lasting life in rugged Industrial and commercial environments. Each tank is pressure tested and has an extemal chemical resis- tant blue -gray enamel finish over rust resistant primer. Select the tank from 25 to 1000 gallon capacity, single wall or double wall Select from an array of options such as leak sensors, ball valves, strainers etc to meet (Di your requirements. 661 Lindley Street, Bridgeport, Connecticut 06606 ' (203) 576 -6688• (fax) 576.0408 www.phillipspump.com PHILLIPS PUMP ' >TC SERIES TANK LEVEL & AUDIBLE ALARM CONTROLLERS O O Each controller Includes: • Power on light • Alarm warning lights (supply systems) • Audible alarm with reset button • Push button test Manual - ott • automatic Illuminated pump mode selector switch for each pump specified • Motor contactor for each pump specified • Multi-Level float switch for alarm and level control • 115 VAC,'S ngle phase Part Control Number__, Fun lion ,_ PTC10 Alarm Only (1) Supply \PTC1OS PTC20D PTC10R PTC2OR PTC2OSR , TC3OSF Duplex (2) Supply Pumps (1) Return Pump Duplex (2) Return Pumps (1) Supply & (1) Return Pumps Duplex Supply & (1) Return Description DAY TANK SYSTEMS 6 Phillips Pump PTC series daytank level controllers and alarm consoles are designed for use with any tank and sensing device that transmits an alarm condition by opening or closing switch contacts. While the controls are usable with a variety of field sensors, our series PTC controller is optimized for level control and assures com- plete safety and minimum installation cost by requiring only low current, intrinsically safe wiring between console and tank switch. Housed in a NEMA 1 enclosure, the circuitry provides for monitoring fuel level and alarm sensing points. Bright incandescent alarm lights and a loud sounding hom wam of alarm conditions. Dry contacts are provided for control- ling external devices such as valves, or remote alarm stations. Operation: The PTC controller transmits a signal to a tank mounted level switch. When the switch senses A fuel requirement condition the switch transfers and the PTC circuit energizes the pump circuit. If an alarm condition is sensed, the PTC will energize the audible horn and appropriate warning indicator light. The light will remain on after silencing the horn by pressing the reset button. At any time, an operator may test the alarm circuit by press• Ing the test button. Sensing high level, low level and leak alarms only, Includes two level float switch for tank high and low level alarms. For operating one supply (tank fill) pump, up to a 3/4 HP single phase motor. Includes tank four level float switch for pump control, high and low level alarms For operating two supply (tank fill) pumps with automatic pump alternation, up to a 3/4 HP single phase motor. Includes tank tour level float switch for pump control, high and low level alarms, For operating one return (tank empty) pump, up to a 3/4 HP single phase motor. Includes tank three level float switch for pump control and high level alarm. For operating two return (tank empty) pumps with automatic pump alternation, up to a 3/4 HP single phase motor, Includes tank three level float switch for pump control and high level alarm. For operating one supply (tank fill) and one return (tank empty) pump, up to a 3/4 HP single phase motor. Includes tank four level float switch for pump control, high and low level alarms. For operating two supply (tank fill) pumps with automatic alternation and one return (tank empty) up to a 314 HP single phase motor. Includes tank four level float switch for pump control, high and low level alarms. 661 Lindley Street, Bridgeport, Connecticut 06606 • (203) 576 -6688• (fax) 576 -0409 www,phillipspump.com • L'§ ao Og PHILLIPS P U? P "MWT SERIFS DOUBLE WALL DAYTANKS Each system Includes: lavy gauge, seam welded, reinforced steel Inner tank with 110% containment outer chamber • Mechanical tank gauge • Corrosion resistant internal epoxy coated • Inspection /emergency vent port • Tank drain connection • Heavy gauge steel channel support base with mounting holes DAY TANK SYSTEMS 4 Philips Pump PDWT Series Double Wall Day Tanks provide a ready supply of oil /diesel fuel for boilers, diesel generators, cr other stationary, engine driven or burner fired equipment, With capacities ranging from 25 to 1,000 gallons, Phillips Pump Series PDWT Day Tanks may be selected for maximum fuel capacity in a mini- mum space. Phillips Pump PDWT Series Day Tanks come complete with a 11014 capacity outer chamber in event of leaks, high pressure rupture or internal damage to inner day tank. Each tank includes the following ports: 4 1/2" diameter inspection /emergency vent port, 2" NPT manual fill, pump fill, supply and return, level controller, overflow, drain, mechanical tank gauge port, UL sized vent port and 2" basin inspection port. Each tank Is manufactured with a UL 142 label meeting NFPA 30 standards. Our double wall day tanks are constructed from 12 gauge steel, internally reinforced and seam welded to provide long lasting life in rugged industrial and commer- cial environments. Each tank is pressure tested, and has an external chemical resistant blue -gray enamel finish over rust resistant primer, Model/ Gallons Depth Width (In) Height (in) Wt (Ibs) Vent (NPT) PDWT -25 20 32 26 90 2 PDWT -50 26 34 30 125 2 PDWT -75 32 34 35 175 3 PDWT -100 32 33 45 195 3 PDWT -150 32 45 45 355 3 PDWT -200 38 48 52 435 4 PDWT-275 46 48 52 485 4 PDWT•300 50 54 52 510 4 PDWT•400 52 56 64 605 4 6 PDWT -500 58 63 64 580 4 PDWT -600 64 68 64 625 6 PDWT -800 72 81 64 750 5 PDWT -1000 84 88 64 850 6 661 Lindley Street, Bridgeport, Connecticut 06606 • (203) 576.6688• (fax) 576.0409 www.phillipepump.com C k fit • PHILLIPS PUMP Description Engine Return Engine Supply Inspection /Emergency vent port Level Control Switch Port Manual Fill Tank Overflow Basin Inspection Port DAY TANK SYSTEMS 5 Daytank per UL 142: 12 gauge thick steel plate, mounted to 3" channel rails, internally reinforced and seam welded with a 100% outer chamber, Tank will include drop tubes on the pump, tank fill, engine supply and engine retum ports, pressure tested to 5 PSI with exterior chemical resistant primer and blue gray enamel finish. RBD Factory installed fractional level indication gauge with stainless steel rod, polyethelene float, cellulose acetate dome Size Port Description 1" NPT TD 1" NPT TF 4" NPT TG 1" NPT P 2 "NPT RBD 1" NPT RBS 2" NPT Tank Drain Tank Fill Tank Gauge Port Pump Fill Rupture Basin Drain Rupture Basin Leak Switch 51 Lindley Street, Bridgeport, Connecticut 06606 • (203) 576 -6688• (fax) 576 -0409 Size 1" NPT 1" NPT 1 1/2" NPT 1" NPT 1 " NPT 1/2" NPT www,phillipspump.com 1 PERMIT COORD CaP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000 -181 DATE: 01 -25 -02 PROJECT NAME: EXODUS SEATTLE 3FUEL SYSTEM SITE ADDRESS: 3355 SOUTH 120TH _PLACE Original Plan Submittal Response to Incomplete Letter #,�_� Response to Correction Letter # ,s XX Revision #.3. After Permit Is issu DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs,) Complete El Comments: Incomplete El DUE DATE: 01 -29 -02 Not Applicable El TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTION: (ten days) DUE DATE 02 -24 -02 Approved ❑ Approved with Conditions LJ Not Approved (attach comments) ❑ REVIEWER'S INITIALS; DATE: CORRECTION DETERMINATION: REVIEWER'S INITIALS: NRROUTE.UOC 5/99 DUE DATE Approved _ Approved with Conditions E Not Approved (attach comments) EJ DATE: PERMIT COORD COPY gs ig PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M12000 -181 DATE: 11 -20 -2000 PROJECT NAME: EXODUS SEATTLE.3 FUEL SYSTEM SITE ADDRESS: 335.5_S 120 PL SUITE NO: __(Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # ,_ ,,,Revision # 1 After Permit Is Issued DEPARTMEN S: B ilding"Division E Fire Prevention AY 11-11.40 OP 1141 470 Public Works Z Structural Plan ii�g (division r10- t( -74.06 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Complete Comments: DUE DATE: J J -2 1 -2000 Not Applicable LJ TUES /THURS ROUTI G: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: AffROV,LS OR CORRECTIONS: (ten days) Approved Ej Approved with Conditions REVIEWER'S INITIALS: DUE DATE 12 - 19 :2 QQ Not Approved (attach comments) El DATE: C,OR C ,ION pfTERMINATION: Approved E Approved with Conditions REVIEWER'S INITIALS: DUE DATE, Not Approved (attach comments) E DATE: wuouuooc Og eft 'm4 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M12000 -181 DATE: 9 -25 -2000 PROJECT NAME: EXODUS SEATTLE3 — FUEL SYSTEM SITE ADDRESS: 3355 SOUTH 120th PL SUITE NO: ,Original Plan Submittal Response to Incomplete Letter # AL, Response to Correction Letter # 1 Revision # _._ After Permit Is Issued DEPARTMENTS: Building Division Pdilegt3C 4t-ale0 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete Planning Division Permit Coordinator DUE DATE: 9- 26'.2Q.0 Not Applicable TUES /THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: 0 No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: CORRECTION DET , m LsIATION: Approved E Approved with Conditions E REVIEWER'S INITIALS: DUE DATBJj 4 -2OOQ Not Approved (attach comments) DATE: DUE DATE, Not Approved (attach comments) DATE: ;,ERMITCOORDCOPI PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000 -181 DATE: 8 -1 -2000 PROJECT NAME: EXODUS SEATTLE 3 - FUEL SYSTEM SITE ADDRESS: 3355 S 120 PL Original Plan Submittal , XX Response to Incomplete Letter # 1___ Response to Correction Letter # ,.._,.r evasion # .__.__._ After Permit Is Issued DEPARTMENTS: BuiIc Livision ��uub�ll � ���rrckkZt� �vtpGWegriAld Fire Prevention El Structural Piping Division -�cfco Permit Coordinator la Complete Comments: (Tues., Thurs.) Incomplete ❑ DUE DATE: 88.2000 Not Applicable ❑ TOES /THURS ROUT NG: Please Route REVIEWER'S INITIALS: Structural Review Required ❑ No further Review Required DATE: APPROVAL.OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions gi REVIEWER'S INITIALS: . DUE DATE 9 -5 -2000 Not Approved (attach comments) D l 1CM 1LM7 •2z -ex) CPAREOLCINALAMIR A ION: Approved ❑ Approved with Conditions REVIEWER'S INITIALS: ',MIAMI ACK SPA 1 !t DUE DATE Not Approved (attach comments) LJ DATE: A-%) PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:. M12000-181 DATE: 7 -26 -2000 PROJECT NAME: EXODUS SEATTLE 3 -FUEL SYSTEM SITE ADDRESS: 3355 S 120 PL ALL Original Plan Submittal Response to Correction Letter .._.__ Revision # After Permit Is Issued Response to Incomplete Letter # DEPARTMENTS: yylIif�d g i in vision B Public Works 'L. Fire Prevention to c, 1 -moo Structural Punning Division id 14.e -00 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thur Complete ❑ Comments: Incomplete DUE DATE: 7 -27 -2000 Not Applicable Ei klladaJW i fs TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS QRCORR(CTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE S:- 4 QQQ Not Approved (attach comments) ❑ DATE: CORRECTION D TE I ON: Approved E Approved with Conditions E REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) E DATE: IMAM tx)c PROJECT NAME: G � 0(dn: Site Address: '3- 120 Revision No. Date Received PERJ.I�, NO :.. Original Issue Date: REVISION LOG Staff Initials Date Issued -Staff Initials rive; -to hr % ;r de5c Abed i r, c4 iG • Received By: AR*EX 00. (p ease print) Revision No. .Z. I Received 02-5 -oI Staff Initials Date • Issued Staff Date Initials I Issued Summary of Revision: Staff Initials Summary of Revision: knoat.. 0 t•.lkdor -I.A.t any. l oc ft. 6 , . c. of (La.0 4o Vu. tom. v.Z .ty , J :. 4 - .� MLA G ,1 , * AL, t t Received By: r (please print) ' Revision I Date No. Received Summary of Revision: I- ZZ -0,�. IStaff Initials //g -ooi X9,0 -OD /.,.7 Date Issued Staff Initials please print) , Revision I Date No. Received Staff I Initials Date Issued I Staff Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date • Issued Staff Initials Summary of Revision: Received By: please pri City of Tukwila Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: januaryl8. 2002 Plan Check/Permit Number: M12000 -181, ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision #o after Permit is Issued Project Name: Exodus Seattle 3 Fuel System Project Address: 3355 South 120th Place Contact Person: Haynes Lund, A.I.A. Summary of Revision: Phone Number: 206.277.5219 New Sheets AR -001 AR- 001,2 AR -001,3 dated 9/8/00 are submitted to show 1a ouY t of oipin within trenches. Note that onl the s stem from the Fuel Tank Farm to Generator Rooms 162 & 164 will be com feted at this time. •-----Alf2-771, Sheet Number(s): Slims R- 0 R -00 .2 -00 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: e Entered in Sierra on 6300 Southcenter Boulevard, Suite # 100 ! Tukwila, Washington 98188 ! (206) 431 -3670 431 -3665 (206) City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: February 5._2001 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision #2 after Permit is Issued Project Name: Exodus Seattle 3 Fuel System Project Address: 3355 South 120th Piacc Contact Person: Haynes Lund. AJ A. Summary of Revision: Plan Check/Permit Number: 000 -1$1`. Phone Number: 206.277.5219 (j§ a Sheet Number(s): isEpAgaglithihrausitou "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 6300 Southcenter Boulevard, Suite #100 ! Tukwila, Washington 98188 ! (206) 431-3670 ! (206) 431 -3665 1 Cii of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. revisions will not be accepted through the mall, far, etc. Date: November 20. 2000 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision #1 after Permit is Issued Project Name: Exodus Seattlq 3 Fuel S sv tem Project Address: 3355 South, =liars Contact Person: Haynes Lund. A,I.At Summary of Revision: Plan Check/Permit Number: MI2000-181 RECEIVED CITY Or TUKWILA 140■ 2 0 2000 PERMIT CENTER Phone Number: 2116.2771219 Sheet Number(s): AMU?. "Cloud" or highlight all areas of revision Winding date of revision',,, Received at the City of Tukwila Permit Center by: Entered in Sierra on 6300 Southcenter Boulevard, Suite #100 ! Tukwila, Washington 98188 ! (206) 431 -3670 ! (206) 431 -3665 0§ City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mull, far, etc. Date: 7i 1 r co Plan Check/Permit Number: ...1S413_181___ 00 ❑ Response to Incomplete Letter # IS Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Project Nnme: EXODUS SEATTLE 3 - FUEL SYSTEM Project Address: 3355 South 120`i P1AGe Contact Person: CITY OF TUKWILA REEIVED SEP 2 5 2000 PERMIT CENTER D Phone Number: 2C4, ^21b1 -61co Summary of Revision: _ 1 w s L c.. \t Q uJivt es WAWA > arrJ 4 D 1p . �Keer S 1 . O Sheet Number(s): 'r cP- LAAAWIA1 ,. t Sens &te'T TO FA0R. IND "Cloud" or highlight all areas of revision including r ate of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 09/22/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, etc. bate: -E OC) Plan Check/Permit Number: MI2000-181 ® Response to Incomplete Letter # _ -1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued . Project Name: II ID A a ., Project Address: _3355 South 120t11 Place Contact Person: lack Summary of Revision: Phone Number V 6 Serf A uI 14 1 1 TUKWILA AUG - 2000 Sheet Number(s): PI A- "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: le Entered in Sierra on 07/28/00 ig • CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date:.,., il Plan Check/Permit Number: r b • 1.1 • Response to Incomplete Letter ❑ Response to Correction Letter ❑ Revision after Permit Issued RECEIVED CITY OF TUKWILA AUG -1 2000 PERMIT CENTER Project Name: ,a& ©- /.. Project Address: S. •-rH L. "TU Contact Person: 'S Summary of Revision: Phone Number: .C__ 1 22 Sheet Number(s) «Cloud" or highlight all areas of revisions and date revisions. • Submitted to City of Tukwila Permit Center Entered in Sierra on e-i-co 3/4/99 City of ThkWila Fire Department • John W Rants, Mayor 7/28/00 Thomas P. Keefe, Are Chief Fire Department Review - 512 #M12000 -181 Exodus Seattle - 3355 South 120 Pl. - 3 -Fuel System Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Tank installation shall comply with U.F.C. Art.79 Sec. 7902.6.1 Flammable and combustible liquid storage tanks require Fire Department permits for installation and storage. These permits are obtained directly from the Fire Department. 2. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 3. This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department John W. Rants, Mayor Thomas P. nefe, Rre Chief I; Page number 2 Yours truly, The Tukwila Fire Prevention Bureau cc: File dm Ileadquatters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Fa (206) 57S•439 • si • 0623.032410 (AN7) , DEPA eriv4 ENT dF LADOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST'CONT GENERAL at 11:°‘ ;tit, �' ' _ a ���. , f h,i 1 G tt SABEYY� ONSTRUCTION INCA; '',.. 101 ELVlOTT .AVE 4fr.BTE :330. SEATTLE r WAr198�119;`'' ° i; r11 !;,i i . 4 ; ' 'N EXP? DATE) r bra, 044 I4 4 F05.052,000 t8/97) ©tract And DIAplay REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL • REOIST. # EXP. DATE CCO1 `'SABEYCI033KM 12/31/2000 EFFECTIVE' ;DATE • ',. 05/14/1997 • SABEY,CONSTRUCTION.INC , 101 • ELLIOTT AVE W: STE 330 SEATTLE"WA •98119' ' Si,gneture Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign identification Curd Before Placing In 13i111'01d