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Specifications `-? k\,\%- 00Q tkg RECEIVED SEP 10 2018 CITY OF TIGARD_ STRUCTURAL CALCULATIoNs for COMCAST TIGARD DIESEL TANK ANCHORS/FOUNDATION COMCAST TIGARD BUSINESS CENTER 11308 SW 68TH PARKWAY TIGARD, OR 97223 Prepared For: Don Cushing Associates OFFICE COPY 107 SE Washington St., Ste. 265 Portland, OR 97214 Prepared By: Jesse Jaramillo P.E. PO Box 331 Lincoln City, OR 97367 August6, 2018 s 61P JJ Job No. 18-031 s- OREGON o 44, 2014 OSSC OSE -1 OFFICE COPY (COMES- 36- ict Design Maps Summary Report https://prod01-earthquake.cr.usgs.govidesignmaps/us/summaty.php?te.. Muscis Design Maps Summary Report *hi User-Specified Input Report Title Comcast Tigard Fri July 27,2018 0442:10 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43955°N, 122.74516°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category 1/II/III Hilisbiarc) P ort anC e s II at B ave r to tl TLit r L '' TU at a tits S h rwo od • • USGS-Provided Output Ss = 0.984 g Sms = 1.089 g S" = 0.726 g k Ocz, si = 0.424 g Smi = 0.669 g SDI = 0.446 g c\,/ - For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response Spectrum Decign Response Spectrum 11.1 "48 44 ; Peritkl. I Rt'4 I tstv't For PGA,,TL, CRs, and C„, values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. , — 1„ I of 1 7/26/2018,9:42 Ply oto6-9LL (100 auoild -20 ±E3HS ONSOr ;)CA t.A._.1— yidcr aLVO A8>fi-10 -:i'1,"---,,, ,1-,.._ ..)....--1 A-- :--,,-“,-7 . ....; N:1:I\1')\3 )\1211.,,i)) ,... ..,- . , - 01-lihiV2iVr ASS-.11' el c.-":" ' --;,....\-..4 r-":9--ICIV "": ijn c--411 - ,,i -lid c-c)'i'33(.1 -'?„f ..d c\---t -,). .. 2) rl 1 2jt -* . . , - • n 47 .„. , , [ 1 : ; ; ; • ! , 1 - , E i : , I : , i ' 54:71.)0-z1 qt3t7/1 ' -: i • E E ; , • ,1 ' - -, ; : , ,,,,,, c , ----- ... . tti tn: AS ; C,1.1L i 1 ca:,,-- A 1 i -,i, \ 6.1,'L ' HV:\41--' ; :1 :\ ) c . . , M i-- 1r.4 ik, ... 1.4o ill, t . . . ,-, .,I‘ ....-. ---'4 1 1 " ....., . •***.+ L '..i.j''''-t. '. .,.+ m+++,....,,-...-..L,„ ,,,,,., . ,,, „,,t,: . , ) . , , '.',." i • ! : -5%%. - = cp-43 4S-cl!. , . L - °L ..,-.. .• .0 ..s.m.-.,-4---- . ---pcyzs „,...7,.. .. ..,,,,..,.)1,d , ---)A.\--vd,, , , dO1.3-`HS Qt-)6-9E.L. t, ON gOr , aiVO A9 A-0 C-17) 3!) \ IVO A8 0 'Z1 V E" ASSII • —111.°1-1'7t4 V 7 t "t' t4t Si V -1t) I ` • . . eeeJjerz 4 % 1-2 - ; ;- ; ,7 _ C °r ) 1S5 4 : trt = 1 a , f . , 4 SIMPSON Anchor DesignerTM Company: JJPE Consulting Date: 81312018 ; Engineer: JJ Page: 1/5 tIlWe > Soft 0,,, � ware Project: Comcast Tigard r,. Version 2.6.6703.5 Address: PO Box 331 Lincoln City, OR 97367 Phone: 831-776-9046 E-mail: jessejaramillo6400@comcast.net 1.Proiect Information Customer company:Don cushing Associates Project description:Deisel Tank Tension Anchors Customer contact name:Craig Hopkins Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,f (psi):2500 Anchor type:Cast-in-place W�v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.875 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):7.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hm„(inch):8.63 Ignore tido requirement:No C e (inch):5.25 Build-up grout pad:No Sin(inch):5.25 Base Plate Length x Width x Thickness(inch):15.00 x 9.00 x 0.38 Recommended Anchor ,7 (--mom 2 Anchor Name:Heavy Hex Bolt-7/8"0 Heavy Hex Bolt,F1554 Gr.36 Input data and results must be checked for agreement with the existing Circumstances.the standards and guidelines must be checked for plausibility. 5956 W,Las Positas Boulevard Pleasanton,CA 94588 Phone.925.550.9000 Fax 925.847.3871 www.stror..gtie.com 4 t 4 (2 SIMPSON Anchor DesignerT"' Company: JJPE Consulting Date: 8/312018 Engineer: JJ Page: 215 Software Project: Comcast Tigard Version 2.6.6703.5 Address: PO Box 331 Lincoln City,OR 97367 Phone: 18 31-iib-9046 E-mail: jessejaramillo6400@comcast.net Load and Geometry Load factor source:AC!318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3.3.4.3(a)3-6 is satisfied Ductility section for shear:D.3.3.5.3(c)is satisfied too factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nve[Ib]:0 Vu..[lbj: 14983 Vuay[ib]:0 Mux[ft-ib]:0 M„y[ft-ib]:0 M;,x[ft-ib]:0 <Figure 1> O Ib Z .azo -41404.1414 t lyt ` 10 s ^x. # ,x „' � ' gay � " �� :� ' wi �� ~ ,° x' a .e y Wittilizzi Bpd k .4 Oft-lb O ft-Ib . .- I i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.8473871 v.wrsftrongtie.com ("' 4• ,7r4„-,'4,,—,„.,4-,.c,-,-.-t.-.0-k-;-;,t o._",,7k..4€4.4- 4 simumn4Anchor DesignerTM Company: r-1-jJ , e)4p _ ..-„.-,Con4,t:....s1,1-t u 1v1ti ng Date: b i 3 /2018 7 — Engineer: JJ Page: 3/5 Software Project: Comcast Tigard Version 2.6.67035 Address: P0B331LincoInCity,OR97367 Phone: 83,-.76-9046 E-mail: jesseiaramillo6400@comcast.net ,-;•-::',----..::-----',4- 4:-'s:t*:14-7:74 ,;,,,,,0-.1.--- ,,--.,:silf.'..-7-;_-,:-z--A-1-vo--t-, . <Figure 2> *64....to:;,..".;#444t;,-,A.e.4t--1;-:. ‘-`,-`2," :-:,-..„*;,`,..e,.;-"-r''.%.'"-•.04--..,1":-,„thIltit :'.T.-Lit'ttkan't7,14,4;litt. K.'-':?., -*-t-9,;:: .!•';.1-sf..•:!;',4;:-.1:4-- — —2.l'%,- ,_ --' .1,;:d.---v:!'"'''.-1*-iv.:.:,,,,, ,,-;:,-.. .5„''',-,,' ,,-4-.40,g,,----- -- _, --,-. -,;----,4*.r.,;‘, :%-i!--littuti. - ilatriT- -.4,:,2,rrit'-i '';'''I't7, I.::I\A.ItI440;I*.4 ", :k11 -1As.,-.4,girr44faral.,4,4"4*4 *'. ""I-I.,'''Ir3/4%,,AII,.i4{44;"%k,11, -z,•,,,, , I 12.00 I 12.00 , ,.._ must be checked for pos,tas t with the existmgcccuAms94ta578esPthhoenseta9n2d67-d6s0a.9n0d0g:Fdaexhne9295m84ust be e8i1 checked wtw.sfotrr°Pnigat:c°bIlimtY' input data and results5956 for agfeemen Boulevard Pleasanton, t fit SIMPSON Anchor DesignerTM Company: JJPE Consulting Date: 8/3/2018 Engineer: JJ Page: 4/5 v;-t Software Project: Comcast Tigard :!,:o',,,,:.1,,,,,1,,,,, ,, Version 2.6.6703.5 Address: PO Box 331 Lincoln City,OR 97367 o Phone: 831-776-9046 E-mail: jessejaramillo6400@comcast.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(b) V.(b) V.(lb) ,i(Vuax)2+(Vuey)2(ib) 1 0.0 7491.5 0.0 7491,5 2 0.0 7491.5 0.0 7491.5 Sum 0.0 14983.0 0.0 14983.0 Maximum concrete compression strain('o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 02 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Ne(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v,(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 0 1 8.Steel Strength of Anchor in Shear(Sec. D.6.11 Vsa(Ib) bow 0 t ,45Vse(Ib) 16080 1.0 0.65 10452 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear parallel to edge in x-direction: Vby=min(7(ie/da)02I'd0J:e\Y,car's;92e,Ifecer151(Eq.D-33&Eq.D-34) le(in) de(in) ;s f,(psi) Cet(in) Vby(lb) 7.00 0.875 1.00 2500 12.00 18706 0Vcbgx= ¢(2)(Av/Av.)T.,,OF,:OP,,v1'r,,vVby(Sec.D.4.1 &Eq.D-31) Ayc(n2) Av,4(int) Y'ec.v `Pedv Y'sv Y'bv Vby(lb) 0 OVcry(lb) 504.00 648.00 1.000 1.000 1.000 1.225 18706 0.70 24947 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 i)./ _ bkceNceg=qfk p(Avc/ANco)Pet,N rP uNYgNYcpNNb(Sec. D.4.1 &Eq.D-41) kc, An (int) AN.(int) +'- N Ted N Yc,N PepN Nb(Ib) 0 OVeng(Ib) 2.0 693.00 441.00 1.000 1.000 1.000 1.000 22224 0.70 48893 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W'.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax 925.847.3871 www.strongtie.com 9 t SIMPSON Anchor DesignerTM Company: JJPE Consulting Date: 8/3/2018 Engineer: JJ Page: 5/5 Software Project: Comcast Tigard Version 2.6.6703.5 Address: PO Box 331 Lincoln City,OR 97367 Phone: 831-776-9046 E-mail: jessejaramiIio6400@comcast.net Shear Factored Load,Via(Ib) Design Strength,eV,(Ib) Ratio Status Steel 7492 10452 0.72 Pass(Governs) Concrete breakout y- 14983 24947 0.60 Pass Pryout 14983 48893 0.31 Pass 718"4 Heavy Hex Bolt,F1554 Gr.36 with hef=7.000 inch meets the selected design criteria. 12,Warnings -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstancesthe standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax 925.847.3871 www.strongtie.corn Jesse Jaramillo P.E. Client: Don Cushing Assoc. Project No_ 18-031 PO Box 331 Project: Diesel Tank Fnd Date: 8/2/18 Lincoln City, OR 97367 Site: Comcast Tigard Page: 831-776-9046 Spread Footing with Lateral Moment .; 'tet a Tank Support Slab txt " Design Basis; 1.Ref. Footings Subjected to Lateral Moments per" Design of Reinforced Concrete" by Jack C. McCormac 2nd ed. 2. Load Case: D+.7E or D+Wind P P I P M M •i oP 3ab 11111111111111111111111 Mc 9rxdn a—A+I —7'; M !- '-' c � .3a--- Qmax� resultant toad in kern resultant toad outatde of kern `• --- P t1 Input Data: E d ^� Lateral Force @ Top of Pole/S.W. Plat= 10479 lbs _ � �Z"t' ) .,` ) Point Dead load Pdl= 55036 lbs 1 1 Post Ht Ht= 6.2345 ft <--Th Footing Thickness h= 12 in .4 i -k ' Footing Length L= 14.5 ft Footing Width b= 22'ft Footing Weight Wt ftg= 47850 lbs Effective Slab Weight Wt Slab= 0 lbs Soil Weight Wt Soil= 0 lbs Total Vertical Load P= 102886 lbs Overturning Moment=Plat"(Ht+h) Mot= 75810 ft-lb Eccentricity= M/P e= 0.74 ft a=distance from resultant to toe a= 6.51 ft Inside of Kern! Footing Area A= 319.00 ftA2 Footing Moment of Inertia 1= 5589.15 ft'4 Long Direction Allowable Soil Bearing Pressure Ballow= 1500 psf Concrete Strength fc= 2500 psi Check Allowable Soil Bearing Pressure Case 1: Resultant outside of Kern qmax= 2P/3ab qmax= 479 psf qmin= 0 psf Case 2: Resultant inside Kern qmax= P/A+ Mc/I qmax= 421 psf qmax= P/A- Mc/I qmin= 224 psf qmax= 421 psf < gallow, OK! Check Overturning R.M.= .6P*L/2 R.M.= 447554 lbs > Mot, OK for Overturning! Jesse Jaramillo P.E. Client: Don Cushing Assoc. Project No.: 18-031 PO Box 331 Project: Diesel Tank Fnd Date: 8/2/18 Lincoln City, OR 97367 Site: Comcast Tigard Page: 831-776-9046 Spread Footing with Lateral Moment(Cont.) e Tank Support Slab Reinforcement Rebar Strength fy= 60 ksi Lateral Load Factor for Strength LF= 1.6 Conservative for Seismic& DL Base Plate or Pedestal Length Lp= 12 in Dist. from face of base pi/pedestal to toe Lt= 3.53 ft Max. factored Soil Bearing Pressure qu max= 673 psf Min. factored Soil Bearing Pressure qu min= 359 Factured soil pressure @ base pi qu base= 597 psf Factured Moment @ base pi Mu= 4036 ft-lb Rn=Mu/bbdA2 Rn= 124.58 psi d = h/2 pst req'd by calcs= 0.0021 Asti=rho*b*d Ast req'd by calcs = 3.391 in^2 d = h/2 Ast2=.0018*b*h min.Ast req'd=.0018bt= 5.70 in^2 Ast Req'd= 5.70 inA2 = 0.259 in^2!ft S(.."3: _-�'`�.c. � e..� z�., "� ~"' ( } N a I d` `y,> } �'' Af).p .... o. gvc CYLINDRICAL TANK SUMMARY TABLE i -, -' - -C---- .-----1.--''' --- ' ---lit--- • ',--:,.- T REINFORCING STEEL EA WAY."' •I I'r•-:•)ANCIIOR BOLTS-- :.•.:.- .•:-• -- CAF'ACRY • .-TAI'k'I'' ':II ,It. k•-7'±i1-:a.'•4@§4itl'ii•I9,;k14:41I;)1 -t :*//04:)-IL-:;F:i-A*i4 471240:10.!.:1NTIj-- ---t V:I*7,..:I.Ii;•.F:-,:li:.);2.:I/AII:<.,::,-)).;/. !'„Z'T.:•.:-;:..:,:) .,,'„:', ;.- • ' I ' 'TT•ry'k 'G' ''VI),II5*tS.tl't''-kltPia.kN :PA)Ii.'S)/.e•-:".•Z-')'':))'l7.•i:,tPAO&t:ti)IC,ZI:,:,-,-ItZerYI ItIlkIL-):IEMEEPMEICI7 /7/1I'',) •' ,Gallons-•):..•.': -.yEOIAI.,,SkjI:II)•;',A,EN.OTIR(10.11-AE,NaRrol::-..,,,,E . .„--,:_,,,,.„... ,; „7-. , „ ,.... - -. . . . .. 500 54 79 12 '11 85 6 4 ' 12 4 3/4 33/8 1,000 71 79 12 1 12 41 6 4 ' 12 4 3/4 33/8 1,100 54 152 18 18 9.5 8 4 ', 12 4 3/4 33/8 2,000 71 151 18 17 11 8 4 12 8 3/4 3 3/8 3,000 83 163 18 18 12.5 10 5 .1, 18 4 3/4 55/8 4,000 83 211 18 22 12.5 10 5 , 18 -6/-- ( 5,000 102 176 24 22 14.5 12 5 , 18 : 8 3/4 65/8 ) 4 1. „ __„, _ ---- • ,000 102 211 24 25 14,5 12 5 ••, 18 - ... 8,000 102 270 36 29.5 15 12 5 --l8 8 3/4 65/8 10,000 102 341 48 37 15 12 5 18 12 314 65/8 12,000 102 400 48 43.5 15 12 5 18 12 314 65/8 15,000 127 317 48 33 18 16 5 12 12 1 8 114 20,000 127 424 72 , 43 18 16 5 12 12 -I 51/4 25,000 139 436 72 45 21 16 5 12 16 1 81/4 30,000 . 139 518 72 53.5 21 16 5 11 16 1 8 1/4 ' 40,000 151 575 96 58.5 23.5 18 5 .." 12 24 1 8 1/4 50,000 151 718 98 72 23.5 18 5 .--• 12 24 1 81/4 CRITERIA E.. 0,65 W ,,..,,,....., WINO W= 49 PSF '•'- QS'f, ':„.:„..::,\,, '..., -? f 1.4 if.ii'C:,,,, ALLOW SOIL PRESSURE= 1000 PSF rn SOIL FRICTION COEFF= 0.3 - ) ,e ,, .--., ----f- ,, Ii., II:,C-7. --'-- ,'---- ' ,•'. ,,,,C\ q .,:, '[..1 - '-- -, ''' '--- r--. 8/11/00 ACETANK-I9C2000As -3 2:35 PM CYLIN-TAPLE ............................._. .........._..._ ... .. ..-_ rj 0., 0... ......—. NOTES: FITTING SCHEDULE NomiW-ki.,17,Niiiir—572;)"6&71:0-1•'s' c6 • " ptif • 0 PAINT: NO, Description DIMENSIOKISBNSIDEI LENGTII INNER TAN% 168" TJ til MI 11,1 ca EXTERIOR: SR6 BLAST, I CT PRIMER, I CT WHITE POLYURETHANE TOP COAT, 1 2" FITTING FOR INSULATION FILL, WELDED AFTER FULL DIA.INNER TANK 26" — INTERIOR: BARE. 2 8" EMERGENCY VENT ADAPTER - PRIMARY E-VENT tENG-rid OUTER TANK 174.625" g Prol zi-t> 3 8" EMERGENCY VENT ADAPTER - SECONDARY E-VENT DIA.OUTER TANK 102.5" •,,,k, ,-.) ,„„,c, 5\,) Gs T'W, 111-)14‘..)..id 4 4" FPT FIREGUARD COUPLINGDEG.SECONDARY WRAP c OVERALL 1751 x 103'W x360'11CH 2 FP." vi 5 4" FPT FIREGUARD COUPLING CAPACITIES t: , —a. - 4 6 24" BOLTED MANWAY WITH LID/GASKET/HARDWARE INNER TANK(cAu.oNs) 5,264 tu utt 33 o5 x 7 2" FPT FIREGUARD COUPLING O„5-LCONTAINMEN'T 116% c..0 .,., , 8 4" FPT FIREGUARD COUPLING I MATERIALS E ,€-- -8 Z. '7 4 S.'t ‘ o 9 6" FPT FIREGUARD COUPLING —1 INNER SHELL 1 4' ' INNER I lEADS WO BRALE 5716" BULKI LEAD - 10 2" FPT FIREGUARD COUPLING 1/4" 1.61 A 1 1 11 2" FNPT COUPLING W,/ PIPE ouTex.SHEIJ. -- OUTER HEADS WO BRACE 1/4" a ill ."-i ou-rv.tt HEr ADS W U45,4# - t 11 10 SKIES CI I ANNEIS .'...sl 0TvIFIEITt DATA t X ' N rz Silt. r , ® ® .......---1 \ Co NIB INNEaLREItL.TTTTTAAAANNNNKKKK 312,000 — 0 0 D00 0 00IEi0 P e, .:;_":_;\ .c..QL_ I I i -o .111100, 5" I -^-1 , I 1 -- — h -.... , . I OSHA STYLE ... LADDER,GALVANIZED v ••• , 1 ! --AFTER FABRICATiON .;" . — T----- , _ ,....___ .E (A 4.; 102 " I.D. . LIFT LuGS,4 PLACES/ T1 c ,.. -0 ct 96" LD. I 12 4-4 0 : OJID el.) O ••! ; ..;.., T; V tcs' cl Z i'STUDS ON HEAD 61 14 FOR LOW FILL MOUNT, , L. "" XL. ('.9.. •,, Cc1 1,..., , . , i ; 17 i 0 (NI o GROUNDING CONNECTION, — - , 5' Two PLACES. . O. 0 '61 TELL. , / '.. ' c. In ....44 INSULA PON A --, 0 ( f 1 l- — -•'::'.„.... ',' - ?'•:': ,73:::.s.', , '- _ , • 24" .. 0.19.AWN J LORENZ .1e,.......... '''''' 7/19/2018 al- -168" I.D. Primary Tank 1 c KILMED - I C 51D5011185GSADSK ro — 11.6- J011 NO. - —174i" I.D. Secondary Tank a SCALE: NTS 41CiIUrN, 1 MAN 3 0 INN ,-1 , , .:r..:' ta... --C. 'd NOTES: -NOMINAL TANK SIZE 5 200 GALLONS PAINT: DIMENSIONS IIINXIDE1 I; 0 EXTERIOR:SPS BLAST, I CT PRIMER, I CT WHITE POLYURETHANE TOP COAT. ---11146TH INNER TANK 168 N rill I <5 INTERIOR: BARE. DIA.INNER TANK 96" <5, .... `ii * c•-> LENGTH OUTER TANK 174.625' "T -..-- DIA.OUTER TANK 102.5" , c DEG.SECONDARY WRAP 360' 1 2 pi °JO' OVERALL ' 1751. x. 1.03.W_Sx..1 1 011 .., ' Iii' ITIzI, SLI CAPACES .4- " INNER TANK(GALLONS) 5,264 I -6 EL2 c" 00 OUTER TANK(GALI,ONS) 6,155 i >. ,i) %CNTAINMENT O I-- ' 116% 1 4`41 ....7 ''1 ,--2 MATERIALS INNER SHELL ______ _,„_1 "L ' , i -102i" I.D. Secondary Tank INNER I lEADS WO BRACE 5/16---- '5 r.4 ,....._ ,,,e.) .... co BULKHEAD - 0. , ,r-, ''.1 to OUTER SHELL .---, _MIL_ V 'fl 4.1 , _ -96" I.D. Primary Tank OUTER HEADS WO BRACE 1/4: p'' ?4 OUTER HEADS W C4.5.40 . co SIDD CHANNELS - IZ3 OTHER DATA .c 9%" --"'"-16"'"'"'--**-20" '-18"-- 24" 25 "-- 12" —18"--20"— 10" — VENT SIZE, Cu PO It INNER TANK 312,000 Le; -.... I " - . c,,toff(AMR TANK 1 334,000 c _ L • E.vi--.NT INNER TANK 8' E.'VENT OUTER TANK 8" l. APPROX.WEIGHT irl • 4.' STUDS ON HEAD FOR LOW FILL MOUNT, a) .. , 14 A. 0 , . . . . i. .. ot V ? la ‘,. .,‘ , 'a. , 22'' . ' 21" 0 2 73 v) . , ., ....„... : .,.. ......._ . .." ...." 0 "TT • , o o t 0 0 ...:.:..:..:.:.1.:. , 0 b ................... .,.:„..:.:.:.s.:.:.: .: . . .„." p__„?. ..,/ .............. „, v ,,,, ,4 ..,1 0 , o •'.'m V • . . pay LIGHTWEIGHT THERMAL _ .:,' c.) V) N ____ 48" —1...._ 48" INSULATION TYP BOTH '' 2.1 c0 LIFT LUGS,4 PLACES ENDS a .• INSULATION-- :,k 'E' ., , . '..' ., ‘.!. * ?.... !: ,',.. .:,. .:!..:‘;..1,', .. a'""WN' JIORENT I 'u,a it, 7/19/2018 ! .... -168" I.D. Primary Tank ------------ RIA,P1, ' I m l'It I.SOU I 8FCSPOSK 1.0. Secondary Tank ---- - c,+ JON O I ttl SCALI, NI'S o..ov 3 0 1 ------ , " - 0 r4 .,....i?. —II—i" 51/ti 1 FA co r. 0,•• co 73" 10" 1 .. —18"-- ,t ?- —16"— 'I >, Lo 3"LIGHTWEIGHT THERMAL i i 11,04--N1 Fs4 LIFT LUG DETAIL INSULATION To I"FROM TOP 1# ,t0-41-1_1-4-1a4ela a 14 ,,, i .X H i"X 12 GAUGE 2 ., 1 ,_—.L-t-t-.L......H 0., I II ', I GRIPSTRUT PLATFORM 0 1 c 1 C3 DER- - - - LADDER, GALVANIZED 2 g 1 -tz't--- , 1 11 i ;1 II 4 " 1 , . I SteeN+ 1 7-----------ix 2"FLAT BAR o . u) -,,,'...-./ ---4- . 13 9/16"x116" 120 f ' a T) 't E 0 1:1 cq 1 -•-- 13A" 1-.- P IREGUARDi rwr-wA-xtr 3 HOLE SAFETY TREADS -o 'CI CID . g 8" 1" 01022 1.0, t ?mos ON HEAD . al 0 FOR LOW FILL MOUNT - -a :5 , • . I6.X 2'SLOTTED HOLES, 1 1 ul 3..4 a4 I" 096" 1 D 0 . I I .15 254' 0 1 -- •,-+ v 4.1 TYP 4 " ,...-- 1.) .L19'' 4'1 • ts'CI C..) 17 i _ ,- 1 321-— —12"—1 I._ 22 1—9"-I 1 —21 881i" — 89A" .,..m„,-, 271" :°, C•1 0.___ —i.x r SLOTTED HOLES, I ,Inl Ln 4 0 TYP 4 o o v ____ __ i 0 ll ... a, AWN J LORENZ 1+, 32 -•-• —7 2"— SADDLE DETAIL RIGHT END VIEW 7/19/2018 i ftliNIS1,1, - to t ill SOU u3FCSAJM 1 —.....: — t )01,NO - — ' S(AU NTS z 311111 ho 3 HIV i i- 01 3 0 i i ! 1 1