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Home My WebLink AboutABOVEGROUND TANK 9/11/1996 9-/1-9~ Date _ BAKERSFIELD FIRE DEPARTMEN~ BUREAU OF FIRE PREVENTION PERMIT ì(.~J.~ In conformity w.ith provisions of pertinent ordinances, codes and/or regulations, permission is hereby gra~d to: ¡--¡;.1 f}JJ ß4..t IL 'A ßCJ'~ /&!/lv <5::' II ;S LLn i ð-11 eiv --Q . Nome of Company Address to display, store, install, use, Hoperate, sell or handle materials or process involving or creating con- ditions deemed hazardous to life or property as follows: 6 ~ subject to the provisions and/or I¡mitatio as provided on the reverse ent ordinances, codes and/or regulations shall void this permit. Violation of pertin- Fire Marshal ,,' 9-/1 ~9~J Date BAKERSFIELD FIRE DEPARTMEN1 BUREAU OF FIRE PREVENTION" PERMIT X 87:f- " Permit No. " ", In conformity with provisions of pertinent ordinonces, codes ond/or regulations, permission is hereby 9/z to: ß d ß ~ --";} ffu ..j leA . Y'!t~ J'IIA-. Nome of Company , ¡ " , I "J to display, store, install, use,operate, sell or handle materials or process involving or creating con- ditions deemed hazardous to life or propè'rty as follows: ;1 'lit" " \ /1' I fJ' .' \ 0' j' to'\, , XJ " / ¡Q ~/ (~ / """ lÙì/ ~ ~ ;;", I, I (~ß./( , ;!¡ (/7 U ¡:\r\ " " , ,( / " 5~11 ~ lLrJ 1ð-11 e:1v~, Address 1/ subject to the "provisions and/or I¡mitatio" as provided on the reverse hereof. Violation of pertin- ent ordinances, codes and/or regulations shall void this permit. Fire Marshal W>(O)c~ ORI@~~'" ~~'~;! \ ::<¡ :'~: :i: J.iU ~-, ~:;:" : ~;; :: ,r-. i 'r! ,11':.:'" .~ "¡,,.¡ j I,'" :¡:' ~ J!t:·, '$ ·K;,'J );) I~;\i' .; .:: . ~ .1'1·..·1 ':i:,: ~ f r· . ~~ ~t: Jr t ~t ~ !~J l' )~\ . ': ...·.,1 . i:' ,J '. ,;~; . j ,"~.:., ~ . 'I,;':f ,,~~.;: ~ If!} .:~] 'r,' .~ , :Jr:~ "I ~, ~¡: : i~~:: <f ft....1' 1i . : ~~:.!. :{ r. ,: ~¡ . !t~"j ~." " : If:'~ , l'" I . f;.. J. }{; J'}' ~ r;~ . (', ': ~':i ~' " ,~/: ~.: . ~"" 10/25/2071 00:51 805-827-9740 - R & P TRUCKING PAGE 01 ;,:r;_::;.,~' e -rò' Ma.r k Tu~ l , ' \- ('~ ~ " 0' '"", é &"01<-. ~K 1,- - ,/où~ - ~-T A-v~ It ~! -:r .. :.rc ./,;,"1 V~'" + ¡; .-- .3" ..$.uo.<oI.y 'r--....,t.,........J < /f-y-:£ I W<!!. fr%~ k lis e "" .3 " )( 1'12- s~le.... \" a:; a.... ;<1~ pec+,';.. f'"r1-. I/<e d<? t::t\-II ~:4>'" ¿L. VJ ,"'f lA C>... cl e.. +.e.~I:' ,,-4-, ó ~ IfJf.-~ " -f [j.o~ ... ... ".--.-,--'-- ,-".. -, ..,. ..---.,- .._.~ . _ ."" r----- . ....- . ....- .----. , - t .1'--;' ~- ~ ----- '~''''''''--....-!__~__"'_'_w,,,_,-~'' --._~....-... -"'~-, IriS PR.:r/fW ~,,~ T ÐÐtt...~ ',~ " ---·_.MH...---,...,...., ....6~l!jt!-· .. ¡() d J.. vw.Jj 10/25/20?1, 01:03 ~,'~ ( 805-827-9740 ---,e..· -." , " ... - ' . - ','............r 1 - _ WLJ., __ 1 ~... UL LlS1tD RED THREAD IIA SECONDARY CONTAINMENT FITTINGS FOR PETROLEUM; PRODUCTS, ALCOHOLS, AND AlCOHÓL-GASOLlNE M~RES UlC lISTED FOR PETROLEUM PRODUCTS, ETHANOL AND GASOLINE IETH~ MIXTURES ~ 'ntï' F ':0 , '1-: ~,_ -L ~ E'" \ , .... ; 'T"R.'NATIO.. ' FItTINGS .~. . :'f I"~ it ;f ~ '\ " o + I -8--·-1 90" ELBOws '. " '): " :¡'. : ~ " ;:~ . ~ t:. , TEES , , 'Ilble fOrTertr!inatlon F'ittlng8, :",~, " Sizes 81/'81 "" ., 3" *6" x 4", with and without tap: 3 II ~ ,4 II , i -,,- SIZES F D E 1 ..It.. c I!);,~ t~ ~ i ~~ a!!!!!! ... ,. · Yo. ~W' ± 1/," : SIZE !~" ..tW' ± 1,.t" - -::., .. t 11 2~ 84 2Yo .. 7: 1. 351 3 i, e 152 178 3" , 71 3 71 2'Ao .. , ,; 203 '4 358 3 ! 4" 7~ 1'1 --.. I 3 7. ! 102 4 102 .r 229 18 40e 4 I, 6"· I 8 1203 1 1 " --.----- --T~p~~~.!¡¡---a!TIN r-- .. V." I! ~..~¡ ·--~.Ig MP~ /; :t :~ i I~..'- ~.~.,_ In. mm 81150"F It 88 C 50 0.3' .-...._-- - 2'IJ 64 8 152 2~.4 --1'--."'.""-' <t"X3" I SO 0.34 t~ >-j ~~::: -'; ::7 _~-~: _~t~ G --- -- at UL/ULC Lis\~ -.".--.----. . nd 3- and ... ~ump ed!'lp""" are" , .. . 3" t81'mlnalloll !lttJng. onlBl"",ent fl\!i ngs " tile lor vee *"" 111" C *NOT~ e" $~ond.ry C '! ULI ULC II518d 1$ aVIIItII ~" 2" r8duC8t bu*PlII'I( "Pltc::h ~:o _.... .. jI.~II>I. "o",,_r, (1/ A ~ >: """'lOn1l m............ (iIt) Th,."aded co.nab! '" dmII of ørlnrk'1g. (3) cat.. no! /0.,," e ,.1....... PrQC;l'oJQttI rnc, . cOPyflgrn tge2 - ~ "I_;J... Productolnc, T d_k. o! 8...,.. , 11 Reg'i18red r. . ITH COAPOAATION A SU8s10ARY OF A.O, 8M 4488. rwx 910.722,7377 Lt.,. PRODUCT. IHe:,., 4010 . ".. ~1 ' S88, "'IT. ".... _. "R""'. '" .... _. ___.~ 6\iTH LITTlE ..."''''",,. _'~"""'ir"",,,,.,, 2700W , ~" ~"',J!¡r;~_ ._.,"~.., '" .', '4 ~~:(.~~~.~,:"~.} ~ '_""IW:\I:M'~ . ,', ~: l j. :¡ :1 TEAMlNAnON,tnNGI (1 ""H ;IW' ,..,. __~___ -~-t- " r:, ~ " ' $- .- :. . .' ~::. . ~ ~~ " $ - - *"'-..,.., '" ," :, ,¡ :1' ~¡, .. ' ; ~'. ' ¡t'·: >¡, . ~ , ,,"'. ',' ':', : .~.. :i: 1': i,.. :.\ 'I:', :: iTEL£$COÞING CONOSltTAIC \ . REDUCERS . ~,l' . -..:-.----- :'" . SIZE . ¡:f.' ~. \ :i ¡,If· '. ::-: : ..~ :. ~ ¡·r· ;¡ 'i if' , , [( ¡ " ! ~. . .~" . :¡ . :t· ','¡¡ , :. ~ . '~l' ~_.,,\V,,\__ R & P TRUCKING PAGE 01 e ----- u , . t· ~___ ""'" I "'-r ì I I C I _..L .1 .1" EL80WS SLEEve COUPLINGS PAES8I.JAE RAflfllaS SIZE PliO at 1ID·' MPa It G8'F 3" 90 0.12 -- 4" 80 D.S~ 6"" (3) (3) SAD)¡.þ " ó " , " ~ "... .. . " , ....... SICl._~~ 3" x 2" 4" )12" rx lY." . ~-----..... .." II 3" ::... x t" . ~..)( 1~" ~Q j( 1';"~.___ SUMP AO~ ~ : lI,I.p WALL \\A' , ~rt;eo! (3) Avallableln'3",and C" -.,.""", J iW!~;t~;'t:~·~~î,~ PRIH'O!P IN U.S,A, (,M:/93 , 1 LfJ.~~';~~:r..:::.-::. It e -_____________ __2l~~-yQ5-k€-----~'AR±--- __________ --<7~-~~~-" _.. 53/1 _.$o~ ()Þ<-~ ~ j--Q¡~~'Íb- _---S~'il__()l~e.~ ____c~·_.L.~L. ::Ck! _~0-5peç't..~~ _ <.f~1'r 't- 2- ___ -----_~______k~--..-d5~t&_~_eJ._.kv_d_Sh -b~~_ __Âf2-~~---~~ _ c:àQ.{Q.~~ _ -- -----------, ~-.-<E:>-Ið.---Co~--M,.~--~---~'Þ ___~L~~-- h...e.. __ __ _____ _ __ _ __ -------------- ~~~__~w-~--~-,--U/-A6--ke--- ~__ ~oh-, ~ ~6lJ.k,~ _____ _uuu u .~{\;.",,-'t u .WD ~..~ k~-~"'f(~~ Mf.. peol2.",,: +-. u u . u. u. ------ -------- .. &;~~~~{L-±l~-s-~.5-...k-,CSé6'*=-~s--wo-*~~ k'lh3oÍAS"}.-- ~ ------------------ -M-,---l--~---------------------------------- ----------- --- ____,_ -- --, --___- ._---._--~--------,--.--~------------------------_.. ._--~---------_._-~._.__.- -- ----- -._---- - -- - - - - - - - - - - - -Jºlþifl'7~,--x:~,-COÐ~---~---*-.~A-~~-f-t$+-,t"1.4~.:T.r~-4-šr: n_ __ __ _ ___ - __ ------------- -?'ª~~*--?&s>cøs~--~--~~n~-. -;---- --------------- --------:.---- --- - --- -- - - --- - -- --- ---------------- - --.---"-- --- --- ----------- - --.- ------ - --- ------- --- - -.--- - ~-- - - ---- -- . -- - -- - - - - "- - - -- -- ..-. -_.- --- _..---------- ._-----.-------. -- ---------------------------~_.- - ---.- -----* -.. -----.. - --- -- -- __I_ol_asfc¡fp,_ -S~~-~Oß-_-CA-~-~-+Ou-.O~-lY/-.pI-4V\S-.-~ _ w.e~__. ___ ---------------- ,-~""~--fJ~~s--D-0-[7-(--oQæ<f!:~IcLe- .h/-t)V<-~ s~~ds) 4- ---- -------- -J.:.~cl-y\.oL~~s--U5-f;-~~~-ð~- ~W__l+:nts_ -~-u_~1õ~.- -- ---------- ---~--~~--WO--~~L1-S-~..Q..--~Ð0-:~~ __~__ ~O.__ _6-~cl~'{_ --------------- S~~~7."---&~-Çre~k)-.~~).~ S4~d'~ ._~~ ~e-.__ __________ __ __w.G.__~)Or'_1tre,e_.____~~J_~~_________ __ _____ ____ __ ___ ____ _____ __ _ __ __ .. . - - - - -- --- - .-. - ._- -- - _. -- - - -- --- -------------- ---~~------~ --- ------- ----------.-- -------------_._-----"-,- .__.~- _.-. - .---- --- - - - -- ---- --._- ---.- -_.-- "- ----- - - -------.-----. .-------- - .-- -------... - -------- -- -- ----- ---- -~.------- -- .-.- --- - ... -- ._-. . - ..-- -- - ._- _.- ---------- - ----- -- ~----------- - -- - ---- ----- - ---- ~-_. .- - -- .~--_.~ ~ --- ~-----_. --. - - - -- -- ------ -- . - . --. --- .------- -~---- ---- -- -------.- --'- ---+ --- - -~----- -------+- ---- --~---- -_.- - - -. - -~ -- -- - -- - -- -- ~-~ - - - --- --.- - - ------.---.-- ---- ------------~- --- -- --- ---------- ---------- ---.- _._-- - - -- ----------------- -- - ---- ----- ----- --_._----------~---~-------------------- --- ----- ------- -- -- --- ---- _.._---- ----- -- ~ _._--~-----------------------_._------------------------------_. --~----------_. --- -_.- --- - -------------. -----~------------------------_.__._- ----------- ----~--- -----. - ---- -. -------- -- ---.-.-.--- -------------- --- - _.--------- ------~------- --.-----.-------------- ----------~------ .-------- --------_.--------- - - - -- ---'--'-- - - - -~ - --------- ---- ----- ------. -- - -------~-- -----~. ..~- ----- -- --- ------- -- -----~--------- - -.--.------ --- ---~. -. -- -.-- .---------.- ------~----_._-- -----.---------- -- --- ---~~_.------ .~----_._--~------ - --------- ----- .----------- ---- --- --------------------.--- --------_._--- ------- ---.--------.-- -- --- ----------------_._~ - - ----. --- ..-- ----------~---- ._----~--_. -------------~--------~----------.-~._--- - _.------------- -------- -. --_..~ --- - --- ~-------- -~--'--- - --~- -- - - ._- -- - -- ------ --------- ~---- ---~ - -----...-- ----- -------- --- - ----- -- --.- '----. --. ~ _. -------- ---- ..- - --- ..-- ------ --~ .- --- -.-- --- -- . --- ------ -------- -. -- ----- -+----.---. .--.------. -- -.- -'--.- ----- ---- ----- ------ - - ----- -- - .----- - - ~ , ' ", . ~ ~ ~.=p.' ~, ;~, , ". e e PICK-YOUR-PART .Auto Recyclers 5311 So. Union Ave. Bakersfield, Calif. 93308 RE: Gasoline and oil storage tank installation for waste products Tank size and type as follows: Gasoline - 10,000 Gal. 2 compartment AGT UL listed 2085 / waste Oil ,,000 Gal. AGT UL listed / Waste AGT brochure included. ..... Piping type and installation: Primary - 2" Smith fiberglass U.G. / Red Thread II UL listed Secondary - 3" Smith fiberglass / UL listed W-179940 Trench tó be shaded and backfilled with 3/8 gravel min.121Icover. Tank pad foundations ånd anchoring included in structural calcs. Monitoring to be physical inspection and secondary piping inspection. Intervals not to exceed 6 mos. , ' o ABOVE GROUND TANKS 0 ~--.L-L.·.¡.· ._~,- ~ - .. ~. Ji; . ~. THE COST EFFECTIVE AL·TERNATIVE TO BELOW GROUND TANKS , '_'O~~^J~ - - ~ Mini"Market outlet 16,000 galloQs of fuel storage for 1·800·743·6745 A.G.T. VAULT (Above Ground Tanks) Post Office Box 4020 / Visalia, CA 93278 Call the above number for your local representative - A.G.T. VAULT (Above Ground Tanks) Post Office Box 4020 / Vlsalla. CA 93278 YOUR LOCAL DEALER IS: .' ~ A.G.T. GRANULAR FILL BETWEEN INNER and OUTER TANK :g.¡; ~n '" Jiet' "'1" ~:\ ::; ALL A.G.T. TAN~S COME ITH STANDARD E~RTHQUAKE RESTRAIN.TS " ¡ SPECIAL FEATURES ~ Cathodic Protection ~ Complies With UFC Article 79-7 ~ Ballistic Rated ~ Underwriters 2085 Fire Rated ~ 110% Containment ~ Double Containment ';; I OPTIONAL EQUIPME~T: * 7 GALLO~ OVERSPILLS * OIL EV ACUA TlÇ)N SYSTEMS * TRIPLE WALL CONTAINMENT I ¥ o , .< CUSTI PHONE COMPANY SUB STA1JON III This compact 500 gallon cylindrical storage ('ank holds diesel fuel for ~n emergency generator (n case of Rower failure, L: ',E.\ ,,, '^.- .,,,. <; ::: : OMER: A~EQUIPME~T [)EALER/COMPAN" . . : CUSTQMER: A U.P;S.BRANCH :.....::.::.:. lit A~.,.iP. ,.T, 'vaul.ts a.re..,. saf..e,.s... .t:.urd.,y.':". áQ,....d. '. .b. ,a.,./Iist..·',.i..C: ...p.,a. ..t.e... d. :8.0. t..h. '. .tan.:.,,'. .,: A.' G'iT.'SP.' n. iq..ue 1. ,ooo.:.g. .allon split' ::(5/:10 n are exposeèJ to hlg/:lwaycondltlons, yet they protect '. (500/500) rectangular compartment ¡:¡:conll nts from any shooting vãnda'lism.. Tanks:shown are,oúr ,.: tank, vip,s; manager says "It's 'I::: ., "lar1,OOOàrd,:?,D^()Or~~tanìiulãr,:gaUofl:siz'~~; «:1:',:::' if :1: greatl'cþne,;sldefor new oil, the ~,:~o~Illl' "·:~;~t~llil),~~Jl?~I<~~;~{,,~.,·~i~~T_~;"~"~~ - ---- - --- ~ ------ ----- ---- ~ f '_ _ . '. " CUSTOMER::A LARGECONS1'R~CTIO!'-lC~MPANY,:: IiII Here Is an e*arijpleofòur large:stofagecontainers:fora c¿IIcr. rock: cofnp~ny~, This:10,ooogallon.' cylindric~1 storagetaflk. fit~~þe .:' perfectly fOt: oi;J,site storage arid dispensing of dieselJueL: ::: ~~,~},~ltlfll;J,jaiij :.f.*· , ;; e e Forester, Weber & Associates 1620 West Mineral King Visalia, California 93291 Phone (209) 732-0102 Fax (209) 732-8479 I I I ,I I Project: 10,000 Gallon Cylindrical Above Ground Storage Tank Client: AGT Vault 5036 West Oak Visalia, California 93291 Phone 1-800-743-6745 Job No.: 215-93 I I I I Date: October 14,1994 Design References:1991 Uniform Building Code Ninth Edition AISC Manual Design Of Welded Structures Formulas For Stress And Strain 4 , : 'f' '\i~:~¿:~~~::"': ~~;;; 0&ù" .. (".J l'".... _ a '( ¡;. 4ø~'~' S./ ""'a ~,~ "€;; ¿ - I:' /""\ ~ r.~." " ': [¡' ~;. '¡p ~ -;,::. ;:' r \ It . f~ ì.;- ~, 'b . f\"f i I U, ~ I~',) /~7262 I) _" ,(,~,' . .. \,. '/ It...,. \ "', \ / ;X -.7/ 'tX( I 0 f) ~ \~ ,. 7 I" r:;J ~,~~ ('}j\J \\.1" ðci' ."J.r- 1:~" , ~'\~.6i;·;~(a~"; e e Genera,l Notes 1. All work shall be performed in accordance with applicable sections of the Uniform Building Code (UBC) 1991 Edition.. 2. All concrete shall have a minimum ultimate compressive strength of 3,000 psi at 28 days. The quality and design of concrete shall be in accordance with the UBC and ACI-318. The maximum slurnpshall be 5 inches. 3. Reinforcing'steel shall be intermediate deformed bars conforming to ASTM-61S, Grade 60. Splices in the reinforcing steel shall be lapped 40 bar diameters minimum. Field welding of reinforcing steel will not be allowed. Separate bars 1.5 bar diameters clear with a minimum of 1.5 inches clear. Fabricating details shall conform to the ACI Manual of Standard Practice. All reinforcing shall. .have a minimum .concrete cover as follows, unless noted otherwise. Surfaces poured against earth..... .:......... 3 inches Formed surfaces exposed to ground or weather. 2 inches 4. All reinforcing steel, anchor bolts, dowels, and other inserts shall be well secured in position prior to pouring concrete. 5. Steel fabrication and erection shall be in accordance with accepted practices and.provisions of the American Institute of Steel Construction Manual, Ninth Edition. 6. All structural steel and miscellaneous metals shall conform to ASTM A-36. 7. Anchor bolts shall be Trubolts (Type as indicated on attached sheets) with sizes and embedments as shown on drawings. 8. All welding shall be withE70 electrodes by the Manual Shielded Arc Method. Since design uses·half stresses, special inspections are not required per UBC Sectiori 306 (a) 5B Exception 2, upon approval of building official. All welding shall be performed by certified welders. Welding technique and workmanship shall conform to UBC Standard No. 27-6 (AWS D1:1). All butt welds shall be complete penetration wèlds. 9.. TI:is tank was analyzed using a 70 mph wind speed, exposure C, selsmlC zone 4, and sand soil conditions. It is the responsibility of the owner to verify local conditions with their building official. ' 10. Structural analysis of the internal and external tank shells was not evaluated. 11. Vehicle Impact Resistant as tested by Underwriter Laboratories, Inc. under the above ground tanks for flammable liquid, insulated (UL2085). Piping, Pump, Etc. . concretÞ Cap . Steel Plates External Tank, rolled steel I.-,,~ Sand Fill II Internal Tank, rolled steel Steel Plates Trubolts T = Weight of pump, piping, etc. 'I I. A = 24 inches K = 168 inches B = 8.33 inches L = 394 inches C = 97 inches M = 0.1875 inches D = 87 inches N = 0.25 inches E = 72 inches 0 = 0.1875 inches F = 3 inches P = 0.1875 inches G = 384 inches Q = 0.1875 inches H = 10 inches R = 0.1875 inches I = 16.5 inches S = 0.1875 inches J = 29 inches T = 250 pounds ~ I ,WEIGHT OF TANK -------------- Internal Tank W=[pi[(D/24)02-((D-N)/24)02] (G) + 2pi(D/24)02(N/12)] (490) = 8262 # External Tank W= [pi [(C/24) 02- ((C-M) /24) 02] (L) + 2pi(C/24) 02 (M/12)] (490) = 7157 # Supports W= [2 (H/12) (I/12) (P/12) + (H/12) ((E+2F) /12) (Q/12) + (H/12) ((piC(2*ARCSIN(E/2C)) /360)/12) (Q/12) + ((E) (I) - (pi (C/2) 02 (2*ARCSIN(E/2C) /360) - (E/2) (SQRT(C02- (E/2) 02)) /12 (0/12)] 3(490) = 369 # Top Plates W=2 (B/12) (L/12),(R/12) (490) = 349 # W= [pi [(C/ (2*12» 02- (D/ (2*12» 02J (L/12) +pi (D/ (2*12» 02 (L-G) /12] (100.5) 'W= 36573 # _ e ' . Miscellaneous, Piping, Equipment, Etc. w= 250 # TOTAL EMPTY TANK WEIGHT = 59570 # WEIGHT OF TANK CONTENTS ----------------------- Tank for gasoline storage w= [pi (D/ (2*12» 02 (G/12)] (50) = 66052 # TOTAL TANK WEIGHT WHEN FULL, W= 125622 # WEIGHT OF FOUNDATION -------------------- Slab Dimensions: 14 ft wide W=(WIDTH) (LENGTH) (THICKNESS) (ISO) 38 ft long, W= 66500 # 10 in thick 100 ft long W=(LENGTH) (DEPTH) (WIDTH) (150) 3 ft deep W= 45000 12 in wide Perimeter Footing: TOTAL FOUNDATION WEIGHT, W= . 111500 TOTAL FULL TANK WEIGHT AND FOUNDATION, W= 237122 SEISMIC LOADING --------------- Non-Building Structure Per UBC 1991, Section 2338(c) tank has supported bottom and is founded at grade => use rigid structure force with entire weight v = 0.5 ZIW From Table 23-I Zone 4 => Z = 0.4 From Table 23-1 Hazardous Facility=> 1.25 v = 0.'5(0.4) (1.25)W = 0.25 W IJ ! ~ts VS v, ~ I- V2 ,.. F"~tIan Vp= VWp= 63 # c~~ C4p r~ IJtth ~ F"tl , Vc= V(Wc+Wtp)= 1740 # Vtempty= V{Wit+Wet+Wsf)= :1299.8 # Vs= 'VWs= 92 # e e Vf= VWf= 2 7 8.1 5 #, WIND LOADING ._----------- '" \J\oa.d 1 h~ 1 P = CeCqQsI From Table 23-G Exposure C Ce= 1.06 From Table 23-f 70 mph Qs= 12.6 From Table 23-H Cq= 1.4 From Table 23-L Type II => I= 1.15 p= 21.5 psf => Wload = P(TANK LENGTH) = 706 #/ft vertically CHECK OVERTURNING ----------~------ Seismic Overturning Moment W/Tank Empty M=Vp(dp)+Vc(dc)+Vtempty(dt)+Vs(ds)+Vf(df)= W/Tank Full M=Vp(dp)+vc(dc)+Vtfull(dt)+Vs(ds)+Vf(df)= 91849 ft-lb 172350 ft-lb Wind Overturning Moment M=Wload(ht) (ht/2)= 32606 ft-lb => Seismic Loads Govern Resisting Moment W/Tank Empty M= (Wtempty) (1/2fw) = . F.S.=(Mr/Mo)= W/Tank Full M= (Wtfull) (1/2fw) = 1659854' F.S.=(Mr/Mo)= 1197490 ft-lb ----------------- 13 >1. 5 =>No Overturning ------- --------- ----------------- .9.6 >1. 5 => No Overturning ------------- CHECK SLIDING ~i~~~~~-i~~~~ai load - s~mic load with tank full 4IÞ F=Vp+Vc+VtfuII+Vs+Vf= 5928~ # Resisting Force Friction, f=O.,25(Wtfull)= 5928~ # Passive Pressure p~= ~50 psf p2= 300 psf p3= 450 psf p4= 600 psf d~= ~ ft 1 d2= ~ ft 1 d3= ~ ft d2J 1 P. d3] d4= 0 ft "'1 do4J w~= ~4 ft w2= ~2 ft Passive Pressure, p= p=[p~(d~)+p2(d2)+p3(d3)+p4(d4)] (w~+w2) (4/3)] 3~200 # Total Resisting Force, Rf = Friction + Passive Pressure Rf~ 9048~ # Sliding Factor of Safety = Rf/F F.S.= 1.5 >1.5 ------------- => No Sliding ------------- SUPPORTS -------- Tank Rolling Out Of Saddles rp r" ,l~ . rll Wp= Wc= Wtempty= Wtfull= Vp= Vc= Vtempty= Vtfull= dt= dc= dp= 1/2Sw= A -i r-lIi sw When Tank Full Overturning Moment MAo=Vp(dp)+Vc(dc)+Vtfull(dt)= 250 # 6959 # 51992 # 118044 # 63 # 1740 # 12998 # 29511 # 2.67 ft. 7.06 ft. 8.4 ft. 3 ft. 91608 ft-lbs Resisting Moment MAr= (Wp+Wc+Wtfull) (1/2Sw) = F..8.=MAr!MAo= 4.1 >1.5 375759 ft-Ibs ------------------------------- =>Tank won't rollout of saddle -------.----------------------~- .When Tank Empty _ e Overturning Moment MAo=Vp(dp) +Vc(dc) +Vtempty(dt) = 47518 ft-lb Resisting Moment MAr=(Wp+Wc+Wtempty) (1/2Sw)= 177603 ft-Ib F.S.=MAr/MAo= 3.7 >1.5 -------------------------------- =>Tank won't rollout of saddles -----------------.-.-------------- Properties Of Supports TCP VIE'" IJF' S1.JPPCRT r ~ l L.--H--J B l pI A E= H= P= s= 72 inches 10 inches 0.1875 inches 0.1875 inches A s Area=2(H) (P)+(E-2(P)) (S)= 17.18 in02 I B-B= [(E-2P) (S) 03] /12+2 [P (H) 03/12] = 31.29 in^4 S B-B=(I B-B)/[1/2(H)]= M=(Vp+Vc+Vtfull) (I/2)/3= ft B-B=(M)/(S B-B)= 6.26 in03 7176 ft-lbs. 13756,psi I A-A=H(E) 03/12-S [(H/2-S) (E-2P) 03/12] = 10576 in^4 S A-A=(I A-A)/(E/2)= ft A-A=(M)/(S A-A)= 294 in03 293 psi Axial Stress,fa=(Wp+Wc+Wtfull)/3*Area= 2430 psi Allowable Axial Stress,Fa= --------------------------________ [1-(kl/r)02/(2CC)02]Fy 5/3 + 3(kl/r)/(8Cc)-(kl/r)03/(8Cc)03 r B-B=SQRT[(I B-B)/Area]= 1 . 35 in 1=I/2= y= 8.3 in 29000000 psi Fy= k=· 36000 psi 1 Cc=SQRT(2pi02Y/Fy)= kl/r= 6.15 126.1 Fa= 21353 psi Allowable Bending Stress=0.66Fy= 23760 Most Critical Stresses I.-B Direction fa/ (Fa) +fb/ ( (4/3 )Fb) <1. 0 ~ .~ 0.ll4 + 0.434 <i.o . . 0.55 <1.0 =>O.K. -----------~'-------------------------------_.- => use 10 inch wide X 3/16 inch thick plates fo~ supports and 3/16 inch thick plate as web -------------------------------------~-----_.~ Welding Of Supports ------------------- Tank won't rollout of saddles => No vertical uplift => Welds must keep tank. from sliding. Most critical when tank is full. Welds 1, 2 and 4 must 'resist lateral sliding of tank. Weld 3 must resist shear between web and flanges of supports. 'Jetd 3 Total Lateral Load, TLL=Vp+Vc+Vtfùll= 31406 # Lateral Load Per Support, SLL=TLL/3= 10469 # E70 Electrodes - Fillet Welds => Weld Strength, WS~ 70000 psi Fw= [ ( 0 . 707) (0. 3) (WS) (4/3) (1/2) ] /16= 619 pli/sixteenth 1/8 inch fillet weld => 2 sixteenths Required ~ength of 1/8 inch weld=SLL/[Fw(2 sixteenths)] = 8.5 inches ca., .. Ñ'ftI 0' F'1~ ---------------------------------- 'tIELD 3 => typical weld of 1/8 inch fillet 2" @ 12" O.C. for welds 1, 2 and 4 CF' ---------------------------------- . S LL ( a) (y) Shear at web-flange connection, t= ---------- = 355 psi (I A-A) (S) Total Load=t(I) (S)= 1098 # _ e Required Weld Length=(Total Load)! (FW*Weld Width) = 0.9 in ---------------------------------- => typical weld of 1/8 inch fillet 2" @ 12" O.C. for weld 3 ---------------------------------- Anchor Bolts ------------ Trubolt Anchors No overturning=>No tension Sliding=>Shear on bolts Sliding Force=Vp+Vc+Vtfull+Vs= 31406 # From Manufacturers Sheet Factor of Safety = 4.1 For Working Loads Bolt Diameter = 3/4" Ultimate Shear Per Bolt= 16800 # Allowable Shear Per Bolt=Ultimate Shear/F.S.= 4098 # No. of Bolts Required=Sliding Force/Allowable Shear= 7.7 Bolts ---------------------------------------- => use 12-3/4 inch diameter Trubolts with 3-1/4 inch minimum embedment depth ---------------------------------------- Foundation ---------- TOtal weight when full with foundation, W= 237122 # Mseismic= 172350 ft-lb Mweight=' 1659854 ft-Ib R=(Mseismic+Mweight)/W= Eccentricity, e=R-l/2fw= 7.73 ft 0.73 ft Sf= (fw) (fl) 02/6= 1241.33 ft03 qu,max-min=W/(fw*fl)~W(e)/Sf= 446 psf + 139 psf Fluid density constant and maximum volume controlled=>include with dead load qudead= 446 psf. quseismic:;: 139 psf Dead Load Only U=L 4 (qudead) = 624 ps f Dead Load + Earthquake L~ U=O. 75 [1. 4 (qude;~ +1.7 (1 ~ 1) (quseismic)] = e 663 psf or U=0.9(qudead)+1.3(1.1) (quseismic)= 600 psf 663 psf U=the greater of the above values= Run Continuous Beam Analysis Of Foundation For Dead And Seismic Loads, To Determine Maximum Moments And Shears In Slab And Footîng Dead Load Slab Mmax= 9970 ft-lb Vmax= 3880 # Footing Mmax= 0 ft-lb Vmax= 0 # Slab Design Fy= 60000 psi F/c= 3000 psi R=M/(phi*b*d02)= 443 psi m=Fy/(O.85*F/c)= 23.53 p=1/m-(1-SQRT(1-2(m) (R)/Fy))= 0.0082 As=pbd= 0.49 in02/ft Check Shear d=V/(0.85*2*SQRT(F/c)*12)= 3.47 in Footing Design fb=M/s= o psi Allow. Flex.-Plain Concrete=5(phi)SQRT(F/c)= 178 psi o psi < o in < 178 psi 0 in 9 ~n d=V/(phi*2*SQRT(F/C)b)= Dead + Earthquake Load Slab Mmax= 10683 ft-lb Vmax= 4365 # Mmax= - 2704 ft-lb·· e· Footing Vmax= 1200 # I I Slab Design Fy=Fy 60000 psi F'c= 3000 psi R=M/(phi*b*d02)= m=Fy/(0.85*F'c)= 475 psi 23.53 I I I p=1/m-(1-SQRT(1-2(m) (R)/Fy))= 0.0088 As=pbd= 0.53 in02/ft Check Shear d=V/(0.85*2*SQRT(F'c)*12)= 3.91 in Footing Design fb=M/s= 200 psi Allow. Flex.-Plain Concrete=5(phi)SQRT(F'c)= 178 psi 200 psi < 178 psi d=V/(phi*2*SQRT(F'C)b)= 1.07 in 1.07 in < 9 J.n .Slab Design Minimum As required= 0.53 in02/ft ------------------------------------ => use #7 at 12 inches O.C. each way ------------------------------------ Minimum Thickness Required= 7.82 in ------------------------ => use 10 inch thick slab ------------------------ Footing Design - e. Dead Load Actual Bending Stress=· 0 psi I 'I AIl.Bend. 'Stress Plain Concrete= 178 psi o psi < 178 psi Foot. Thick. Req. For Shear= 0 in Dead + Seismic Load Actual Bending Stress= 200 psi AIl.Bend. Stress= 178 psi 178 psi > 200 psi Foot. Thick. ,Reg. For Shear= 1.07 in Min. Long. Foot. Steel= 0.78 in02 Min. Foot. Thick.= 4.07 in ------------------------------------------------------ => use 12" wide footing with no flexural reinforcement -------------------~---------------------------------- -------------------------------- => use 2 - #7 longit. in footing -------------------------------- 2 CD 1 f1 e Dead Loads t t Cl f o:rr::r:r:Ð Soil Pressure Dea.d Plus SeiSMIC Loa.ds 'vi sla.b pa.sslve Pressure r~ e ootlng SAI: ÞLANE - Planar Frame" Truss Analysis Version 1.66 - 03/02/90- C4.0 Copyright (C) 1986, Structural Analysis, Inc. Indialantic, FL 32903 (407,) 727-1562 e' User #930053 .. FORESTER WEBER & ASSOCIATES VISALIA CA 93278 Input data filename: 3ctank DATE: 9-23-1994 TIME: 5:35:36 PROJECT: DEAD LOAD FOR 3 LEGGED ÇYLINDRICAL TANK *** GENERAL DATA *** Members: Joints : Load Cases: Load Combinations: Elasticity: Structure: 6 7 1 o 3320.0 ksi PLANE FRAME *** JOINT DATA (feet) *** JT X .y R V H 1 .000 .000 o .0 0 2 .000 3.420 0 0 0 3 4.500 3.420 0 1 1 4 18.500 3.420 0 1 1 5 32.500 3.420 0 1 1 6 37.000 3.420 0 0 0 7 37.000 .000 0 0 0 *** MEMBER DATA *** . MEM FM TO TYPE AREA INERTIA E LENGTH sq in. in*"*4 ksi feet 1 1 2 0 144.0000 729.000 3320.0 3.420 2 2 3 0 120.0000 125.000 3320.0 4.500 3 3 4 0 120.0000 125.000 3320.0 14.000 4 4 5 0 120.0000 125.000 3320.0 14.000 5 5 6 0 120.0000 125.000 3320.0 4.500 6 6 7 0 144.0000 729.000 3320.0 3.420 ************~********** *** LOAD CASE # 1 *** ***~******************* *** MEMBER LOADS (UNIF-klf, CONC-kips.) *** . TYPE MEM UNIF 2 LOAD -.624 ALPHA .00 BEGIN· .500 END 4.500 ~ t"NIF 3 -.624' .- .000 14.000 - UNIF 4 -.624 .00 .000 14.000 UNIF 5 -.624 .00 .000 4.000 UNIF 1 .000 .00 .000 1.000 UNIF 1 .000 .00 1.000 2.000 UNIF 1 .000 .00 2.000 3.000 UNIF 6 .000 .00 .420 1.420. UNIF 6 .000 .00 1. 420 2.420 UNIF 6' .000 .00 2.420 3.420 UNIF 2 .125 .00 .000 4.500 UNIF 3 .125 .00 .000 14.000 UNIF 4 .125 .00 .000 14.000 UNIF 5 .125 .00 .000 4.500 *** JOINT LOADS *** JT MOMENT PY PX kip-ft, kips kips 1 .0000 .624 .000 7 .0000 .624 .000 1 .0000 -.450 .000 7 .0000 -.450 .000 *************************** *** LOAD COMBINATIONS *** ***********~*************** *** JOINT DEFORMATIONS *** ' JOINT # 1 LOAD ROTATION (rad) VERT ( in) HORIZ ( in) CASE 1 .00216 -.1465 .0886 JOINT # 2 LOAD ROTATION (rad) VERT ( in) HORIZ ( in) CASE 1 .00216 -.1465 .0000 JOINT # 3 LOAD ROTATION (rad) VERT, ( in) HORIZ ( in) CASE 1 .00442 .0000 .0000 JOINT # 4 LOAD ROTATION ( rad) VERT (in) HORIZ (in) CASE 1 .00000 .0000 .0000 JOINT # 5 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -.00442 .0000 .0000 I ;, - - I I , e - JOINT # 6 LOAD CASE 1 JOINT # 7 LOAD CASE 1 ROTATION (rad) VERT (in) HORIZ (in) -.00216 -.1465 .0000 ROTATION (rad) VERT (in) HORIZ (in) -.00216 -.1465 -.0887 I *** MEMBER FORCES *** MOM Negative wheri clockwise (or causing top tens SHR Positive when acting in the positive Y-direc AXIAL - Positive when acting in the positive X-direc MEMBER # 1 LOAD S-MOM E-MOM S-SHR E-SHR S- (kip- ft) (kip-ft) (kips) (kips) ( CASE 1 .0000 .0000 .0000 .0000 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: .00 .00 .00 .00 .00 .00 .00 .00 1 V: .00 .00 .00 .00 .00 .00 .00 .00 MEMBER # 2 LOAD S-MOM E-MOM S-SHR E-SHR S- (kip-ft) (kip-ft) (kips) (kips) ( CASE 1 -.0000 4.5092 .1739 -2.1074 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: .00 .07 .16 .35 .64 1. 03 1.52 2.12 1 V: .17 .12 .31 .54 .76 .98 1. 21 1.43 MEMBER # 3 LOAD S-MOM E-MOM S-SHR E-SHR S- (kip-ft) (kip-ft) (kips) (kips) ( CASE 1 -4.5092 ·9.9709 -3.1029 -3.8831 I ,1/10 PT: 0.0 ·0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: 4.51 .65 -2.22 -4.12 -5.04 -4.99 -3,95 -1.94 1 V: -3.10 -2.40 -1.71 -1.01 -.31 .39 1.09 1. 79 MEMBER # 4 LOAD S-MOM E-MOM S-SHR E-SHR S- (kip- ft) (kip- ft) (kips) (kips) ( ¡CASE 1 -9.9709 4.5091 -3.8831 -3.1029 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: 9.97 5.02 1. 05 ":1.94 -3.95 -4.99 -5.04 -4.12 1 V: .,..3.88 -3.18 -2.49 -1.79 -1.09 -.39 .31 1. 01 MEMBER. # 5 --- ,LOAD ' S":MOM e E~MOM S-SHR e E-SHR S- (kip-ft) (kip-ft) (kips) (kips) _ ( I CASE 1 -4.5091 .0000 -2.1074 .1739 1/10 PT: 0.0 ' 0.1 0:2 . 0.3 0.4 0.5 0.6 0.7 CASE M: 4.51 3.61 2.81 2.12 1.52 1.03 .64 .35 1 V: -2.11 -1.88 -1.66 -1.43 -1.21' -.98 -.76 -.54 MEMBER # 6 LOAD S-MOM E-MOM S-SHR E-SHR S- (kip-ft) (kip-ft) (kips) (kips) ( CASE 1 -.0000 .0000 .0000 .0000 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: .00 .00 .00 .00 .00 .00 .,00 .00 1 V: .00 .00 .00 .00 .00 .00 .00 .00 *** RESTRAINING FORCES AT SUPPORTS *** JOINT # 3 LOAD MOMENT (kip- ft) RY (kips) RX (kips) CASE 1 .000 -5.210 .000 JOINT # 4 LOAD MOMENT' (kip-ft) . RY (kips) RX (kips) CASE 1 .000 -7.766 .000 JOINT # 5 LOAD MOMENT (kip- ft) RY (kips) RX (kips) CASE 1 .000 -5.210 .000 End of PLANE Elapsed ,Time: o min 26 see SAI: PLANE - Planar Frame .. Trµss Analysis Version 1.66 - 03/02/90 - C4.0 I Copyright (C) 1986, Structural Analysis, Inc. Indialantic, FL 32903 (407) 727-1562 e . User #930053 FORESTER WEBER & ASSOCIATES VISALIA CA93278 I . I Input data filename: 3ctank I DATE: 9-23~1994 TIME: 5:41:51 PROJECT:, SEISMIC LOAD FOR 3' LEGGED CYLINDRICAL TANK *** GENERAL DATA *** Members: Joints : Load Cases: Load Combinations: Elasticity: Structure: 6 7 1 o 3320.0 ksi PLANE FRAME *** JOINT DATA (feet) *** JT X Y R V H 1 .000 .000 0 0 0 2 .000 3.420 0 0 0 3 4.500 3.420 0 1 1 4 18.500 3.420 0 1 1 5 32.500 3.420 0 1 1 6 37.000 3.420 0 0 0 7 37.000 .000 0 0 0 *** MEMBER DATA *** MEM FM TO TYPE AREA INERTIA E LENGTH sq in. in**4 ksi feet 1 1 2 0 144.0000 ' 729.000 3320.0 3.420 2 2 3 0 120.0000 125.000 3320.0 4.500 3 3 4 0 120.0000 125.000 3320.0 14.000 4 4 5 0 120.0000 125.000 3320.0 14.000 5 5 6 0 120.0000 125.000 3320.0 4.500 6 6 7 0 144.0000 729.000 3320.0 3.420 *********************** *** LOAD CASE # 1 *** *********************** *** MEMBER LOADS (UNIF-klf, CONC-kips) *** TYPE MEM UNIF2 LOAD -.663 ALPHA .00 BEGIN .500 END 4.500 , UNIF 3 -.663 '.' .000 14.000 e UNIF 4 -.663 .00 ' .000 14.000 UNIF 5 -.663 .00 ' .000 4.000 UNIF 1 .600 .00 .000 1.000 UNIF 1 .400 .00 1.000 2.000 UNIF 1 .200 .00 2.000 3.000 UNIF 6 -.200 .00 . .420 1.420 UNIF 6 -.400 .00 1.420 2.420 'UNIF 6 - .600 .00 2.420 3.420 UNIF 2 .125 .00 .000 4.500 UNIF 3 .125 .00 .000 14.000 UNIF 4 .125 .00 .000 14.000 UNIF 5 .125 .00 .000 4.500 *** JOINT LOADS *** JT MOMENT PY PX kip-ft kips kips 1 .0000 .663 .000 7 .0000 .663 ~OOO 1 .0000 -.450 .000 7 .0000 -.450 .000 *************************** *** LOAD COMBINATIONS *** *************************** *** JOINT DEFORMATIONS *** JOINT'# 1 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .01087 - .495'8 .4439 JOINT # 2 LOAD ROTATION ( rad) VERT (in) HORIZ ( in) CASE 1 .01066 -.4958 .0002 JOINT # 3 LOAD ROTATION ( rad) VERT (in) HORIZ (in) CASE 1 .00898 .0000 .0000 JOINT # 4 LOAD ROTATION (rad) :VERT ( in) HORIZ (in) CASE 1 -.00219 .0000 .0000 JQINT # 5 LOAD ROTATION (rad) VERT ( in) HORIZ (in) CASE 1 -.00022 .0000 .0000 C;. I. JOINT # 6 LOAD CASE 1 JOINT.# 7 LOAD CASE 1 e ROTATION (rad) .00654 ROTATION (rad) .00675 VERT (in) .2052 VERT (in) .2052 HORIZ (in) .0002 HORIZ (in) .2748 e MOM Negative when clockwise (or causing top tens SHR Positive when acting in the positive Y-direc AXIAL - positive when acting in the positive X-direc *** MEMBER FORCES *** MEMBER # 1 , ,LOAD CASE 1 1/10 PT: CASE M: 1 V: MEMBER # 2 LOAD CASE 1 1/10PT: CASE M: 1 V: MEMBER # 3 LOAD CASE 1 1/10 PT: CASE M: 1 V: MEMBER #. 4 LOAD CASE 1 1/10 PT: CASE M:· 1 V: MEMBER # 5 0.0 -2·70 .21 0.0 2.29 -3.17 0.0 10.68 -3.98 0.0 .00 .00 S-MOM (kip- ft) -.0000 0.1 -.04 -.21 0.2 -.14 -.41 S-MOM (kip-ft) 2.7039 0.1 -2.62 .16 0.2 -2.51 .37 S-MOM (kip- ft) -2.2922 0.1 -1.61 -2.41 0.2 -4.47 -1.66 S-MOM (kip- ft) -10.6826 0.1 5.64 -3.23 0,2' 1. 65 ~2.47 E-MOM (kip- ft) -2.7039 0.3 -.32 -.61 E-MOM (kip-ft) 2.2922 0.3 -2.29 .61 E-MOM (kip-ft) 10.6826 0.3 -6.26 -.91 E-MOM (kip- ft) 7.7012 0.3 -1.28 -1.72 S-SHR (kips) .0000 0.4 -.55 -.75 S-SHR (kips) .2128 0.4 -1.96 .85 S-SHR (kips) -3.1667 0.4 -7.01 -.15 S-SHR (kips) -'3.9790 0.4 -3.16 ~.97 0.5 -.83 -.88 0.5 -1.53 1.09 0.5 -6.69 .60 0.5 -3.99 -.21 E-SHR (kips) 1. 2000 0.6 -1.15 -1.01 E-SHR (kips) -2.3023 0.6 -.98 1. 33 E-SHR (kips) -4.3653 0.6 -5.33 1. 35 E-SHR (kips) --3.5530 0.6 -3.76 .54 S- ( 0.7 -1.51 -1.08 S- ( 1. 0.7 -.33 1. 58 S- ( 0.7 .-2.91 2.11 S- ( 0.7 -2.48 1. 29 ·:r LOAD . S-MOM e .. E"':MOM . S-SHRe E - SHR S- (kip-ft) (kip-ft) (kips) (kips) , ( CASE 1 -7.7012 2.7040 -2.3026 .2131 -1. i 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: ' 7.70 6.72 5.85 5.08 4.43 3.88 3.45 3.12 1 V: -2.30 -2.06 -1.82 -1. 58 -1.33 -1.09 -.85 -.61 MEMBER # 6 LOAD S-MOM E-MOM S - SHR E - SHR S- (kip-ft) (kip-ft) (kips) (kips) ( CASE 1 -2.7039 .0000 -1.2000 .0000 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 CASE M: ' 2.70 2.29 1.89 1.51 1.15 .83 .55 .32 1 V: -1.20 -1.20 -1.15 -1.08 -1.01 -.88 -.75 -.61 *** RESTRAINING FORCES AT SUPPORTS *** JOINT # 3 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 .000 -5.469 -1.200 JOINT # 4 LOAD MOMENT (kip- ft) RY (kips) RX (kips) CASE 1 .000 -8.344 .000 JOINT # 5 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 .000 -5.856 -1.200 End of PLANE Elapsed Time: o min 27 see i ·~ , ,. e, SIØ YIew e 11 8,33Ø J rs.T - - - ," 32" - 0' 1-5', I _ .168' '- 32' - 10' DuWr TQ/IIc S&.Ipparts 3' T \ U 'j J L Ì',.ubotù V~ no.-av. SOli 10' . I;¡ - 3/4' å/Qp, 24' Î Cono:r-n. Cap A36 Stnt PlcaWs 3/16' thick 1/~ 2' @ 12' .1. A36 StnI PlcaWs 3/16' 1:htcIc TI"YDot1:s 3/4' _I ~ -i I- 3' I Per'fllletft- f" oo~"9 72' T r ~on~e ~b 12' 3l I 3000 PSI @ 28 c:lo.ys 14" J lL--- Type Size Spo.clng 'Welc:l rlllei: 1/8' 2'@12' 1 l/S' 2'@12' 2 rlUei: l/S' 2'@12' #7 @ 12' !J.e. E:o.ch WC1Y 3 rlllei: l/S' 2@12' 4 rlllei: 38' Suppor-t 'Weld Dei:C1ll ~"... l . "... 3 _ "... 2>t:: . . . . 1J.u. .... o o o o 3' l o -i I- 12' 2 - #7 norlzoni:C1l reinForcing i // e' - -' " I Forester, Weber & Associates 1620 West Mineral King Avenue visalia, California 93291 Phone (209) 732-0102 Fax (209) 732-8479 project: 1,000 Gallon Cylindrical Above Ground Storage Tank C'lient: AGT Vault 1718 North Shirk Road Visalia, California 93291 Phone 1-800-743-6745 Job No.: 108-96· Date: Aug\lst 5, 1996 Design References: 1994 Uniform Building Code Ninth Edition AISC Manual Design Of Welded Structures Formulas For Stress And Strain . '-"" ~ e e General ,Notes . ; 1. Allwork shall be performeq in accordance with applicable sections of the Uniform Building Code (UBC) 1994 Edition. 2. , All concrete shall have a minimum ultimate compressive strength of 2,000 psi at 28 days. The quality and design of concrete shall be in accordance with the UBC and ACI-318. The maximum slump shall be 5 inches. 3. Reinforcing steel shall be intermediate deformed bars conforming to ASTM-615, Grade 40. splices'in the reinforcing steel shall be lapped 40 bar diameters minimum. Field welding of reinforcing steel will not be allowed. Separate bars 1.5 bar diameters clear with a minimum of 1.5 inches clear. Fabricating details shall conform to the ACI Manual of Standard Practice. All reinforcing shall have a minimum concrete cover as follows, unless noted otherwise. Surfaces poured against earth................ 3 inches Formed surfaces exposed,to ground or weather. 2 inches 4. All reinforcing steel, an~hor bolts, dowels, and other inserts shali be well secured in position prior to pouring concrete. 5. Steel fabrication and erection shall be in accordance with accepted practices and provisions of the American Institute of Steel Construction Manual, Ninth Edition. 6. All structural steel and miscellaneous metals shall conform to ASTM A-36. 7. Anchor bolts shall be Trubolts (Type as indicated on attached sheets) with sizes and embedments as shown on drawings. 8. All welding shall be with E70 electrodes by the Manual Shielded Arc Method. welding technique and workmanship shall conform to the UBC. 9. This tank was analyzed using a 70 mph wind speed, exposure C, seismic zone 4, and the worst case of either sand or clay soil conditions. It is the responsibility of the owner to verify local conditions with their building official. 10. Structural analysis of the internal and external tank shells was not conducted. e e PIPING, PUMPS, ETC. - SAND CAP STEEL SIDE PLATES FOR SMJD CAP EXTERNAL STEEL TANK --' SAN D FI LL TANK F r· u u STEEL PLATE LEG SUPPORTS I CONCRETE TANK SlÞ.B .. ! I I ~CONCRETE PERIMETER FOOTING U . t ! ií- - -'--- ~ -'-- - ~ - -'-- '----'-'- ~ -'--'-- '- - l I ¡¡ I' !I I I' .,. ii I: ¡ I . ' .~ - .' ~ ¡: 1:1 -,--S H ¡ i' ~ J ;¡i.L -rl~ ~ - - ----:,-:_ - :--....,.,- -..,.,-:--:-- -.- .~....... T.J1 I i-J 1--0 .. AI K L A = 24 inches K = 120 inches B = 9.2 inches L = 154 inches C = 56 inches M = 0.1345 inches D = 46 inches N = 0.1345 inches E = 40 inches 0 = 0.1875 inches F = 3 inches p = 0.1875 inches G = 144 inches Q = 0.1875 inches H = 10 inches R = 0.1875 inches I = 8.6, inches S = 0.1875 inches I J = 17 inches T = 250 pounds T = weight of pumps, piping, etc. WEIGHT OF TANK e e -------------- Internal Tank W= [ rr [ (D 124 ) 2 - ( (D-N) 124 ) 2 ] (G) + 2 rr (D 124 ) 2 (N 112 ) ] ( 490 ) . = 918 # External Tank w=[rr[(C/24)2-«C-M)/24)2](L) + 2rr(C/24)2(M/12)](490) = 1219 # Supports W=[2(H/12)(I/12)(P/12)+(H/12)«E+2F)/12)(Q/12)+ (H/12) «rrC(2*ARCSIN(E/2C) )/360)/12) (Q/12)+ «E)(I)_(rr(C/2)2(2*ARCSIN(E/2C)/360)-(E/2)(SQRT(C2-(E/2)2»/12(0/12)] 2(490) = 127 # TOp plates W=2(B/12)(L/12)(R/12)(490)= 151 # Sand Cap w=(B/12)(L/12)(A/12)(100.5)= 1978 # Sand Fill w=[rr[(C/(2*12»2_(D/(2*12»2](L/12)+rr(D/(2*12»2(L-G)112](100.5) W= 8142 # Miscellaneous, Piping, Equipment, Etc. W= 25 0 # TOTAL EMPTY TANK WEIGHT = 12785 # WEIGHT OF TANK CONTENTS ----------------------- Tank for fuel storage W=[rr(D/(2*12»2(G/12)](50)= 6925 # TOTAL TANK WEIGHT WHEN FULL, W= 19710 # WEIGHT OF FOUNDATION -------------------- 6 ft wide W=(WIDTH) (LENGTH) (THICKNESS) (150) 13 ft long W= 7800 # 8 in thick Slab Dimensions: Perimeter Footing: 34 ft long W=(LENGTH) (DEPTH) (WIDTH)(150) 2 ft deep W= 10200 12 in wide TOTAL FOUNDATION WEIGHT, W= 18000 TOTAL FULL TANK WEIGHT AND FOUNDATION, W= 37710 I- i SEISMIC LOADING ,- e --------------- Non-Building Structure Per UBC 1994, Section 1632.4 tank has supported bottom and is founded at grade => use rigid structure force with entire weight of tank and contents (UBC 1994 Section 1632.3) v =0.5 ZIW From Table 16-1 Zone ,4 => Z = 0.4 From Table 16-K Hazardous Facility=> 1.25 v = 0.5{0.~){1.25)W = 0.25 W :>AND CAP ===~-:-rp . . ì'· I dp SUPPORTS . Vt de I I ot I ~v.! I df ds-i Vp= VWp= 63 # Vc= V{Wc+Wtp)= 53~ # vtempty= V(Wit+Wet+Wsf)= Vtfull=V(Wit+Wet+Wsf+Wcon)= 2570 # 4301 # Vs= VWs= 32 # 4500 # Vf= VWf= WIND LOADING ------------ W WLOAD ./ // // !f \ I \ ht 1 -1 I ---- Per 1994 UBC: P - C.QSI e "- From Table 16-G Exposure C Ce= 1.06 From Table 16-F 70 mph Qs= 12.6 From Table 16~H Cq= 1.4 From Table 16-K Type II => 1= 1.15 P= 21.5 psf => Wload = P(TANK LENGTH) = 276 #/ft vertically CHECK OVERTURNING ----------------- Seismic Overturning Moment W/Tank Empty M=Vp(dp)+Vc(dc)+Vtempty(dt)+Vs(ds)+Vf(df)= wI Tank Full M=Vp(dp)+Vc(dc)+Vtfull(dt)+Vs(ds)+Vf(df)= 12674 ft-lb 17867 ft-lb Wind Overturning Moment M=Wload(ht) (ht/2}= 5135 ft-lb => Seismic Loads Govern Resisting Moment wI Tank Empty M=(Wtempty) (1/2fw)= F.S.=(Mr/MO)= wI Tank Full M=(Wtfull)(1/2fw)? 113130 F.S.=(Mr/Mo)= 92355 ft-lb ----------------- 7.3 >1.5 => No Overturning ----------------- ----------------- 6.3 >1.5 => No Overturning ----------------- CHECK SLIDING ------------- Highest lateral load - seismic load with tank full F=Vp+Vc+Vtfull+vs+Vf= 9428 # Resisting Force For Clay Friction, f~130(W)(L)= 10140 # p1= p2= p3= p4= d1= d2= d3= -d4= w1= w2= Passive Pressure 100 psf 200 psf 300 psf 400 psf 1 ft 1 ft o ft 0' ft- 6 ft 4 ft" PASSIVE PRESSURE ,d1 d2 -.J rd3 1 i.J ,d4. J - 'I 1 ' W2 f Wl Passive presae, p= [pI (dl) +p2 (d2 ) +p3 (a4Þ+P4 (d4) ] (wl+w2 ) (4/3) J p= 4000 #= Total'Resisting Force, Rf = Friction + Passive Pressure Rf= 14140 #= Resisting Force F.or Sand Friction, f=0.25(Wtf~II)= 9428 #= pl= p2= p3= p4= dl= d2= d3= d4= w1= w2= Passive Pressure 150 psf 300 psf 450 psf 600 psf 1 ft 1 ft o ft o ft 6 ft 4 ft :=>ASSIVE '~ PRESSURE i I I PASSIVE r-¡ I PRESSURE ! I Wl .J .d3 1 j J ,d4 , 1'1 J I 1 I ,dl d2 W2 Passive Pressure, p=[p1(dl)+p2(d2)+p3(d3)+p4(d4)](wl+w2)(4/3)] p= 6000 #= Total Resisting Force, Rf = Friction + Passive Pressure Rf= 15428 #= I Worst Case Resisting Force = 14140 #= Sliding Factor of Safety = Rf/F ------------- F.S.= 1.5 >1.5 => No Sliding ------------- SUPPORTS -------- Tank Rolling Out Of Saddles rWp t Vp I Wp= 250 #= i rIVe Wc= 2129 #= Ve I wtempty= 10279 #= I I Wtfull= 17204 #= rw\ I I Vp= 63 #= I dp Vc= 532 11= de I Vt I vtempty= 2570 11= I . Vtfull= 4301 #= dt I dt= 1. 62 ft. t dc= 4.33 ft. A dp= 5.72 ft. 1/2Sw= 1. 67 ft. When Tank Full Overturning Moment MAo=Vp ( dp ) +VC ( dc ) +Vtfull ( dt ) = '. e· e 9632 ft-lbs Resisting Moment MAr=(Wp+wc+Wtfull) (1/2Sw)= F.S.=MAr/MAo= 32704 ft-lbs 3.4 >1.5 ------------------------------- =>Tank won't rollout of saddle ------------------------------- When Tank Empty Overturning Moment MAo=Vp(dp)+Vc(dc)+Vtempty(dt)= 6827 ft-lb Resisting Moment MAr=(Wp+wc+wtempty) (1/2Sw)= ,21139 ft-lb F.S.=MAr/MAo= 3.1 >1.5 -------------------------------- =>Tank won't rollout of saddles -------------------------------- properties Of Supports . ïQP VIEW OF SUPPORï 8 ~,~H , ! I' j A E= 40 inches H= 10 inches P= 0.1875 inches S= 0.1875 inches r- , I i , , E ."-. L- ~ c: Area=2(H)(P)+(E-2(P»(S)= 11.18 in2 I B-B=[(E-2P)(S)?]/12+2[P(H)?/12]= 3 1 . 27 in ^ 4 S B-B=(I B-B)/[1/2(H)]= 6.25 in? M=(Vp+vc+Vtfull) (I/2)= 1754 ft-lbs. ft B-B=(M)/(S B-B)= 3368 psi I A-A=H(E)?/12-S[(H/2-S)(E-2P)?/12]= 2458 in^4 S A-A=(I A-A)/(E/2)= ft A-A=(M)/(S A-A)= 123 in? 171 psi Axial Stress,fa=(Wp+Wc+wtfull)/2*Area= 876 psi , [1-(kl/r)2/(2Cc)2]Fy Allowable Axial Stress,Fa= ---------------------------------- 5/3'+ 3(kl/r)/(8Cc)-(kl/r)?/(8Cc}? r B-B=SQRT[ (I B-B) 1 Are.~ 1.67 in e 1=I/2= 4.3 in Fy= 36000 psi y= 29000000 psi k= 1 Cc=SQRT(2rr2Y/Fy)= 126.1 kl/r= 2.57 'Fa= 21499 psi Allowable Bending Stress=0.66Fy= 23760 Most Critical Stresses In B-B Direction fa/(Fa)+fb/((4/3)Fb)<1.0 0.041 + 0.106 <1.0 0.15 <1.0 => O.K. --------------------------------------------- => use 10 inch wide X 3/16 inch thick plates for supports and 3/16 inch thick plate as web --------------------------------------------- Welding Of supports ------------------- Tank won't rollout of saddles => No vertical uplift => Welds must keep tank from sliding. Most critical when tank is full. /' / / / / I I / / I l I \ I \\ . WELD 1 ) ~NEL:~WELD 3 WELD 4 Total Lateral Load, TLL=Vp+vc+Vtfull= Welds 1, 2 and 4 must resist lateral sliding of tank. Weld 3 must resist shear between. web and flanges of supports. Lateral Load Per Support, SLL=TLL/2= E79 ~lectrodes - Fillet Welds => Weld Strength, WS= 70000 psi 4928 # 2464 # Fw= [ ( Ö . 7 0 7 ) ( 0 . 3 ) (WS) ( 4.') ( 1/2 ) ] / 16 = 619 Pli~xteenth 1/8 inch fillet weld => 2 sixteenths Required Length of 1/8 inch weld=SLL/[Fw(2 sixteenths)] = 2 inches ---------------------------------- => typical weld of 1/8 inch fillet 2" @ 12" O.C. for welds 1, 2 and 4 ---------------------------------- ¡A= AREA OF FLANGE WELD CENTROID OF SUPPORT S SLL ( a) (y) Shear at web-flange connection, t= ---------- = 199 psi (I A-A) (S ) Total Load=t(I)(S)= 321 # Required Weld Length=(Total Load) I (Fw*weld Width)= 0.3 in ---------------------------------- => typical weld of 1/8 inch fillet 2" @ 12" C.C. for weld 3 ---------------------------------- Anchor Bolts ------------ Trubolt Anchors No overturning=>No tension sliding=>Shear on bolts sliding Force=Vp+Vc+Vtfull+Vs= 4928 # Bolt Diameter = 1/2" Allowable Shear Per Bolt Per ICBO Report #2391 = 1750 #: No. of Bolts Required=Sliding Force/Allowable Shear= 2.8 Bolts ---------------------------------------- => use 4-1/2 inch diameter Trubolts with 2-1/4 inch minimum embedment depth ---------------------------------------- Foundation e e ---------- Worst case soil pressure occurs.. for transverse lateral loads Total weight when full with foundation, w= Mseismic= 17867 ft-lb Mweight= 113130 ft-lb R=(MSeismic+Mweight)/W= 3.47 ft 37710 # Eccentricity, e=R-1/2fw= 0.47 ft Sf=(fw)(fl)2/6= 78 ft^3 qu¡max-min=W/(fw*fl)±W(e)/Sf= 483 psf ± 227 psf Fluid density constant and maximum volume controlled=>include with dead load qudead= 483 psf quseismic= 227 psf Dead Load Only U=1.4(qudead)= 676 psf Dead Load + ,Earthquake Load U=0.75[1.4(qudead)+1.7(1.1)(quseismic)]= 826 psf or U=0.9(qudead)+1~3(1.1)(quseismic)= 759 psf 826 psf U=the greater of the above values= Run Continuous Beam Analysis Of Foundation For Dead And Seismic Loads To Determine Maximum Moments And Shears In Slab And Footing Dead Load Slab Mmax= 6540 ft-lb Vrnax= 2880 # Footing Mmax= 0 ft-lb Vrnax= 0 # Slab Design Fy= 40000 psi F'c= 2000 psi R=M/(phi*b*d2)= m=Fy/(0.85*F'c)= 454 psi 23.53 p=1/m- (1-SQRT.i(~) (R) /Fy) )= . 0._35 As=pbd= 0.65, in2/ft Check Shear d=V/(0.85*2*SQRT(F'C)*12)= 3.16 in Footing Design Fy= 40000 psi F'c= 2000 psi R=M/(phi*b*d2)= 0 psi m=Fy/(0.85*F'c)= 23.53 p=1/m-( l-SQRT( 1-2(m) (R) /Fy))= 0 As=pbd= 0 in2/ft Check Shear d=V/(0.85*2*SQRT(F'c)~12)= 0 in Dead + Earthquake Load Slab Mmax= 8190 ft-lb Vmax= 3720 # Footing Mmax= 450 ft-lb Vmax= 300 # Slab Design Fy=:Fy 40000 psi, F'c= 2000 psi R=M/ (phi*b*d2)= m=Fy/(0.85*F'C)= ,569 psi 23.53- .p=1/m-(1-SQRT(1-2(m) (R)/Fy))= 0.0181 AS=pbd= 0:87 in2/ft Check Shear d=V/(0.85*2*SQRT(F'c)*12)= 4.08 in Footing Design Fy=Fy 40000 psi' F'c= 2000 psi R=M/(phi*b*d2)= 14 psi m=Fy/ (0 .85*F.~ 23.53 e p=1/m-(1~SQRT(1-2(m)(R)/Fy))= 0.0004 AS=pbd= 0.03 in2/ft Check Shear d=V/(0.85*2*SQRT(F'C)*12)= 0.33 in Slab Design Minimum As required= 0.87 in2/ft ------------------------------------ => use #6 at 6 inches o.c. each way ------------------------------------ Minimum Thickness Required= 8 in ------------------------ => use 8 inch thick slab ------------------------ Footing ,Design Minimum As required= 0.03 in2/ft ------------------------------------ => bse #4 at 12 inches O.C. each way ------------------------------------ I Minimum Thickness Required= 0.66 in Min. Long~ Foot. Steel= 0.52 in2 ---------------------------------------------- => use 12" wide footing with 2-#5 longitudinal ---------------------------------------------- e e' I I I , I SUPPORT LOCATIONS (3)' 6 4 CD 1(1) .= CQ) C) , DEAD LOADS Wslob I i i I I I I I I I I I I , i I I ¡ I , , , , , , , , , , , , , , , , I ..--W FOOTiNG W :-OOTING ¡ , I Ii! I ¡ I I I I I ! i : I , , IL ! , L- L-: 1 1 1 1 1 1 1 1 1 1 1 1 ~ 1 1 I i I I i I I i I I I ! I i I ! ~ , SOIL. PRESSURE DE/-\D PLUS SEISMIC LOADS Wslob ! i t t I t I t t t I t t ~ t t t , , t , P,4SSiVE ,--11 W ¡-OOTIÌ\JG Wf~l! PRESSURE I ! I II PASSIVE ! i ! ! PRESSURE I I ¡ I , \ I , \ I I , t 1 t t t t t t t t t t t t t t t I SOil PRESSURE 3/16" THICK A36 STEEL ..~-"-.... " V . "". OUTER TANK b.,:7.'. ~.'\. 10 Gouge, .I ~~\\_ 10 Gouge 1 . ~ .,. 46" \ . \....\. . 56" ,'l, INNER TANK ' \ ).. ~SAND FILL ~ ;~ '~3/16" _.. "'-~---/---3 16 LEG SUPPORTS-3/16 A36 ..)_ -1-. 4-1/2" TRUBOLTS PERIMETER FOOTING 1/8 2"@12" v i ~l ~40" I -' l:'r'-' 9 ')....J 1,1 [:¡ ['I !-j ~I ¡::1 1,\ ¡ -.--3/16" f85l[1D. ~. ---- , I~II 'I-I' 'II-I' II'-.-:.D r= I -'-111-1! I-I i !~¡ 11-: I";"""";""'L";"'";'"":'--...l7""'7"7_7"'õ71 ¡;- ,."'"77_T7'"7.!...l..!7'771_..1;7"'7'7_~1 ,,~I 112t ,- I J . ,/ ,'-1 / .-1 L//.. ... UNDISTUR8EO SOIL \. I WELD 1 / '/ / \~(-WELD .3 ',- WELD 4 13' -30" . I e e STEEL 154" SAND CAP I " ' r' S.....J ' 144" iNNER TANK OUTER TANK 120" SUPPORTS 8"-! I" ,ill., ,J! I~ill" ,lll¡Jl" ,iW.~ II 111~ill~llL ,ill" ,ill., ,ill~ Sl.AB~ / CPERIMETER FOOTING ; 4- i /2" TRU80LTS-1 WELD TYPE SIZE SPACING 1 FiLLET 1/8" 2" @ 12J1 :::. FiLLET 1/8" 2" @ 12" 3' FILLET 1/8" 2" @ 12" .¡. FILLET 1/8" 2" @ 12" 11--------------'/+--1 II / 1 1/1 PERIMETER FOOTING/ 1 I 2000 PSI CONCRETE @ 28 DAYS 1 I Co SLAB------- I I I r12" L_______________L_~ 1 I I I ò' #4 @ 12" O.C. 2-#5 LONG. IN FOOTINGS I 1 I . PLANE. - planar Fr,alle and Truss Analysis I sion 1.66 - i)3/02/90 - C4.0 . . yright (C) 1986, Structural Analysis, Inc. ialantic, FL 32903 (407) 727-1562 e' e r ~94028S ESTER WEBER & ASSOCIATES ·ALIA CA 93278 ut data filename:. Cl000D , :.: 8- '5-1996 TIME: 16:22:29 JECT: ~EAD LOAD 2 LEGGED CYLINDRICAL TANK GENERAL DATA t%~ Mellbers: Joints: 6 Load Cases: 1 I 'd Combi nations: 0 Elasticity: 2Sì7.0 ksi Structure: PLANE FRAME JOINT DAiA (feet) *ii :( y R V H .000 ' .;)00 001) .000 2.330 000 1.000 2.330 o 11 lUOO 2.330 o 1 , ~2.'JOO 2.330 00;) 12.000 .000 o 0 rj : MEMBER 0AiA t%% j FM TO iYPE AREA INERTIA E L NGTH sq !n. inu4 ksi eet 0 144.0000 216.000 2577 ,0 2.330 2 0 96 .0000 64.000 25ì7 .0 1. 000 ~ 3 0 96.0000 64.000 2577 .0 10.000 J 4 0 96 .0000 64.000 2577 .0 , 1. 000 5 5 6 0 144.0000 216.000 25ì7 .0 . 2.330 :tttitittt%%titt%%t%t : LOAD CASE 11 1 ;Ü :ti%ti%ttt%tttittttt% : MEHBER LOADS (UNIF-klf CONC-kips) ttt 'PE HEM LOAD ALPHA BEGIN ENO I/IF' 2 -.676 .00 .000 1. 000 IF 3 -.6i6 ,00 .000 10.000 JIF 4 -.676 .00 .000 1.000 HF ? .100 .00 .000 1.000 /IF 3 .100 .00 .000 10.000 . '''IIIA !laMENT py PX kip"':ft kips kips e e .òooo .676 ' .000 .0000 .676 .000 .0000 -,300 .000 ,0000 -.300 .000 ' .;ttttt%%%%%%%%%%tt%ttt%% LOAD COHBINATIOHS it: ';itttttttttttttttttttttt *tt JOINT DEFORHATIOHS iit .NT # .OAD ROTATION (rad) VERT (i n ) HORIZ (in) ;~ 1 .01781 - .2146 .4979 NT; 2 - ,QAD ROTATION (rad) VERT (in) HORIZ (in) :c 1 ,01761 -.2146 .0000 :~H # 3 ,DAD ROTATION (rad) VERT (in) HORIZ (in) ,~ 1 .01806 .0000 .0000 ,- JT ; ,DAD ROTATION (rad) VERT (in) HORIZ (in) ), , -,01806 .0000 . .0000 . :Ni ;I 5 .GAD ROTATION (rad) VERT (i n ) HORIZ (in) )c 1 -.01781 -.2146 .0000 :NT # 6 .OAD ROTATION (rad) VERT (in) ~OR IZ (i n ) )E 1 -.01781 -.2146 -.4979 : MEMBER FORCES Itt MOM - Negative when clockwise (or causing top tension @1/10 point analysis) SHR - Positive when acting in ,the positive Y-direction AXIAL - Positive when acting in the positive X-direction ~8ER # .OAD S-MOH E-HOH S-5HR E-SHR S-AXIAL E-AXIAL ( kip-ft) ( kip-ft) ( kips) ( kips) ( kips) (kips) ! 3E 1 .0000 .0000 .0000 .0000 .3757 -.3757 3ER I ~ JAD. S-HOM E-HOM S-. E-SHR S-AXIAL E-AXIAø (kip-fl) ( kip-ft) ( kips) . (kips) ( kips) ( kips) ~ 1 -.0000 .6637 .3757 -.9517 .0000 .0000 - ',) PT: 0,0 0.1 0.2 0.3 0.4· 0.5 0,6 0.7 0.8 0.9 1.0 .~ M: .00 .04 .09 .14 ,20 .2.6 .33 .40 .48 .57 .66 v: .38 .43 .49 .55 .61 .66 .72 .78 ,84 .89 ,95 3ER # 3 JAD S-MOH E-MOH S-SHR E-SHR S-AXIAL E-AXIAL (kip-ft) (kip-ft) (kips) (kips) ( kips} ( kips) : 1 -.6637 .6642 -2.8800 -2.3800 .0000 .0000 - Q PT: 0.0 0,1 0.2 0.3 0,4 0.5 0,6 0.7 0.8 0,9 1.0 ~ M: .66 -1.93 -3.94 -5,38 -6.25 -6.54 -6,.25 -5.38 -3.94 -1. 93 .66 1/ : -2.88 -2.30 -1.73 -1.15 -.58 .00 .58 1.15 1.73 2.30 ' 2.88 BER ä 4 JAD S-MOH E-MOM S-SHR E-SHR S-AXIAL E-AXIAL ( kip-ft) ( kip-ft) ( kips) ( kips) ( kips) ( kips) - 1 -.6642 .0000 -.9521 .3761 .0000 .0000 ~ J PT: 0.0 0.1 0.2 0,3 0.4 0.5 0.6 O.ì 0.8 0.9 1.0 ~ I~: .66 .57 .49 .40 .33 .26 .20 .14 .09 .04 .00 V: -.95 -.39 -.84 - .i8 -.72 -.6'6 -.61 -,55 -,49 -.43 -,38 BER # . 5 JAD S-MOM . E-MOM S-SHR E-SHR S-AXIAL E-AXIAL ( kip-ft) (kip-ft) ( kips) ( kips) ( kips) (k ips) c \ -.0000 .0000 ,0000 ,0000 .0000 .0000 . <) PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 O,ì 0.8 0.9 1.0 :: ~: .00 .00 ,00 .00 .00 .00 ,00 .00 .00 .00 ,00 "/: .00 ,00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 RESTRAINING FORCES Ai SUPPORTS *** .NT ä 3 .OAD MOMENT (kip-ft) RY (kips) RX (kips) ;E 1 .000 -3.832 .000 :NT I ,OAD MOMENT (kip-ft) RY (kips) RX ( kips) iE 1 .000 -3,832 .000 j of PLANE ! ¡psed Tille: o II in 3 see PLANE- - Planar. Frame and Truss Analysis 5ion 1,&& -.03/02/90 - C4.0 ¡right (c) 1986, Structural Analysis, Inc. ialantic, FL 32903 (407) 727-1562 e' e r ~940285 :STER WEBER & ASSOCIATES ~LIA CA 93278 Jt data filename: CIOOOS :: 8- 5-1996 TIME: 16:27: 5 JECT: SEISMIC t DEAD LOAD 2 LEGGED CYLINDRICAL TANK GENERAL DATA ì;* Meøberg: 5 Joints: 6 Load Cases: 1 d Combinations: 0 Elasticity: 2577.0 ksi Structure: PLANE FRAME JOINT DATA (feet) ;;; x y R V H .000 .000 000 .000 2,330 000 1.000 <.330 o · . ~ ¡ 1l.000 2.330 o · ! 12.000 2.330 000 12 .000 .000 000 ~EMBER DATA u; M FM TO TYPE AREA INERTIA E LENGTH sq 1 n. inu4 ksi feet 2 0 144.0000 216,000 2577 .0 2.330 " 2 3 0 96.0000 64.000 2577 .0 1.000 3 3 4 0 96.0000 64.000 2577.0 10.000 4 4 5 0 96.0000 64.000 2577 .0 1.000 5 5 6 0 144.0000 216.000 2577 .0 2.330 :;;;;;;;;;;;;;;;;;;;: ¡: LOAD CASE :I 1 u: :;;;X%XX;;%;;;X;%XX;% I ,: MEMBER LOADS (UNIF-klf, CONC-kips) *;; fPE HEM !IF 2 IIF 3 !IF 4' IIFl iT. LOAD -.826 -.826 -.826 .200 100 ALPHA .00 .00 .00 .00 00 BEGIN .000 .000 .000 .000 t ,000 END 1.000' 10.000 . 1.000 1.000 2.000 IF 4 .100 .00 .000 1.000. JOINT LOADS iU e e MOIIENT PY PX kip-ft kips kips .0000 .826 .000 .0000 .826 .000 ,0000 -.300 .000 .0000 -.300 .000 t;;;;;;;;;;;;;;;;;;;;;;; LOAD COMBINATIONS u; t;;;;;;;;;;;;;;;;;;;;;;; *;* JOINT DEFORMATIONS t;; NT ~ 'JAD ROTATION Jrad) VERT (in) HOR IZ (i n ) ,. 1 ,02334 -.2777 .6519 NT ;¡ 2 JAD ROTATION (rad) IJERT(in) HORIZ (in) . Co 1 .02324 - .2778 . .0000 'IT iI 3 JAD ROTATION (rad) VERT (in) HORIZ(in) Co 1 .02313 .0000 .0000 NT ;¡ TAD ROTATION (rad) IJERT (in) HORIZ (in) , 1 -.02188 .0000 ,0000 NT iI 5 .;JAD ROTATION (rad) VERT (in) HORIZ (i n ) ,,.. 1 -.02115 -.2574 .0000 )~ .:NT Ii 6 ,OAD ROTATION (rad) VERT (in) HORIZ (i n) ;E 1 -.02105 -.2574 -.5893 : MEMBER FORCES t;; MOH - Negative when clockwise (or causing top tension @1/10 point analysis) SHR ~ Positive'when acting in the positive V-direction AXIAL - Positive when acting in the positive X-direction , I 18ER . OPT: .. 0.0 0.1 0.2 0.3 0.\_ 0.5 0.6 0.7 0.8 0.9 _1.0 . ':: K: ,00 -.00 -.02 -.05 -.0-.13 -.19 -.25 -,31 -.38 -.45 V: .00 -.05 -.09 -.14 . -.19 -.22 -,24 -.26 -,29 -.30 -.30 9ER . 2 OAD S-HOH E-HOH ' S-SHR E-SHR S-AXIAL E-AXIAL (kip-ft ) (kip-ft ) ( kips) (kips) . ( kips) (kips) .. 1 .4490 .4397 .5256 -1.2516 .. .3000 -,3000 (; OPT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 . 0.7 0.8 0.9 1.0 ~ M: -.45 -.39 -.33 -.26 -.18 - .10 -'.00 .10 .20 .32 .44 V: .53 .60 .67 .74' .82 .89 '.96 1.03 1.11 1.18 1.25 BER . 3 .OAD S-MOH E-HOH S-SHR E-SHR S-AXIAL E-AXIAL (kip-ft) (kip-ft) ( kips) (kips) (kips) ( kips) , 1 -.4397 1.3382 -3.5401 -3.7199 .0000 .0000 ~ OPT: 0.0 0.1 0.2 0.3 0,4 0.5 0.6 0.7 0.8 0.9 1.0 E M: .44 -2.74 -5,19 -6.n -7,91 -8.19 -7.73 -6.55 -4.65 -2.02 1.34 V: -3,54 -2.81 -2.09 -1. 36 -.64 .09 ,82 1.54 2.27 2.99 3.72 .'BER . 4 .oAD 5-MOH E-HOH S-SHR E-SHR S-AXIAL E-AXIAL (kip-ft) (kip-ft) ( kips) (kips) ( kips) ( kips) ,(; 1 :"1.3382 .4490 -1.2521 .5261 -.3000 .3000 ,0 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 ;E M: 1.34 1.22 1.10 1.00 .90. .80 .72 .64 .57 .51 ,45 '/ : -1. 25 -1.18 -1 .11 -1. 03 -.96 -.39 - .82 -.74 -.67 -.60 -.53 'BER . 5 ,DAD S-MOM E-MOM 5-SHR E-SHR S-AXIAL E-AXIAL ( kip-ft) ( kip-ft) ( kips) ( Ups) (kips) ( kips) " 1 - .U90. .0000 -.3000 ,0000 .0001 -.0001 .~ :) PT: 0.0 0.1 0.2 0.3 I) .4 0.5 0.6 0.7 0.8 0.9 1.0 ;E M: .45 .38 .31 .25 .19 .13 .09 .05 .02 .00 .00 V: -.30 -.30 -.29 -.26 -.24 -,22 -.19 -.14 -.09 -.05 .00 : RESTRAINING FORCES AT SUPPORTS tii :NT . 3 ,OAD MOHENT (kip-ft) RY (kips) RX (kips) :E 1 .000 -4.792 -.300 :NT , 4 ,QAD HOHENT (kip-ft) RY(kips) RX (kips) :t 1 .000 -4.972 -.300 ,....u~" I ¡,..ç. l' e· . ~ fc- -. ' ...... .ee FAX "ansmitta,1 Cover Sheet· - B A K E R S F IE L D CALIFORN1A· Bakersfield Fire Dept. Office of Environmental Services 1715 Chester Ave. · Bakersfield, CA 93301 FAX No. (805) 326-0576 · Bus No. (805) 326-3979 \, Today's Date ) {)/:2. 4 Ie¡ ¡:; Time t-¡ : ~ No. of Pages 1 , , ------ TO: ~.<~. Gal<- ' R · Ð COMPANY: i'èk y~c>~ I PrRd- , , FAX No: R37 -"1BB/ FROM: f)14R.k = (~ Bakersfield Fire Dept. · Office of Environmental Services , : COMMENTS: )/00 -A-R~ /to+- [fA -- rl'e-e. ZoV\.e..s i i :- ~ ir :L~ do ,. oR- c/fjçeJ:: -k,IA-~ [--I- l4e'f:AS n{) r:~ ;Z 0 III e.. ~S ð " Y (')v(')V' l7' l D, C/é:- +-0 ~e..e.- + .I <} 1 'i u V'v~~~M, nR>e L~, R-~tJ;.e.e t/Ý\-~ ~ j' .ft'('/" ". . c;; - e PERMIT PROCESS FOR ABOVE-GROUND STORAGE OF FLAMMABLE OR COMBUSTIBLE LIQUIDS A. Apply for permit through the Bakersfield Fire Department Hazardous Materials Division. Permit application shall be accompanied by plans, drawn to scale, illustrating: . a. type and construction. b. location of tank and relationship to relevant surface and subsurface features. c. piping detail. Installation Conditions: 1. Tanks containing Class I, II or III-A liquids shall not exceed 10,000 gallons per individual tank, or 40,000 gallons in the aggregate. 2. In Fire Zones 1 and 2 and closely built commercial and residential areas of Fire Zone 3, Above-ground tanks containing Class I, II or III-A liquids shall not exceed a capacity of 2,000 gallons. 3. A tank vault shall completely enclose the tank. 4, The tank vault shall be constructed of reinforced concrete at least six inches thick (equal to a two~hour wall). 5. The tank vault shall be liquid tight. 6. All vaulted tanks/tank vaults shall have an enclosed space between the tank and the tank vault and will be called secondary containment. 7. The only opel1ings permitted in the tank vault shall be for inspection, filling, dispensing, venting, emergency venting,; and they shall be installed through the top only. Anti-siphon devices shall be installed on discharge lines. 8. Tank connections shall beso piped or closed that neither vapors or liquid, can escape into the enclosed space between the tank and the tank vault. , ./r~ ' '. e e. 9. Meàns shall be provided to ventilate each vault to dilute, disperse and remove vapors. . 10. Means shall be provided to recover liquids from the secondary containment area. If a pump is used to meet this requirement, the pump shall be of an approved type, and not permanently installed in the secondary containment area. 11. Tanks should be UL listed for above-ground use. 12. Emergency venting as per Uniform Fire Code (minimum six inches in diameter). 13.' Vent pipe provided for normal tank venting shall terminate at least 12 feet above ground level. 14. Permits shall be required for allreinforced concrete such as pad, sides, ends and top' through Building Department. 15. Permits shall be required for all electrical through Building Department. 1 6. The tank vault shall be protected against accidental dislodgement by use of crash posts minimum six inches in diameter, six feet long, two feet of which shall be below grade and encased in concrete. Beset four feet on center and three feet from vault. (Encasement in concrete shall be minimum of 12 inches wide. Bottom of posts, suspended in concrete minimum of three inches from bottom). 17. Shall be protected against dislodgement during seismic activity as per Building Code. 18. Tank vault should be at least 25 feet from any opening ina building, any property line or any street. alley, or public way. One hundred feet from I, R-1 and R-3 occupancies. One hundred fifty feet from all A and E occupancies (see Uniform Building Code). 19. Vaults shall have warning and identification sign installed to clearly identify . the hazards. 20. Vapor recovery approved by air pollution laws. 21. All vaulted tanks shall be inspected for vapor and/or liquid leaks every six months. Records kept on premises arid signed by responsible party. 22. Vaults shall have capability of physical monitoring. I . I I r'· ~f-'~~~ ,. '. e - 23. Dispensing nozzles with auto shut off required. 24. No hold-open devices allowed on nozzles dispensing Class 1 flammable liquids. . 25. Maximum life of above-ground tanks: 25 years. B. Apply to the Building Department for the electric~ permit and a permit for the engineered concrete pad. C. Plans submitted with the application will be reviewed by the appropriate department and upon approval, çonstruction may begin. D. A responsible party shall sphedule inspections of work. E. The permit will be issued to the applicant by the inspector upon satisfactory completion of the work. . F. The applicant may need to update or generate a Hazardous Materials Business Plan to reflect the additional quantity of Hazardous Material. G. All Above-ground tanks with a single capacity of greater than 660 gallons or a cumulative capacity of more than 1320 gallons is regulated and must meet the following requirements. a. File . a storage statement with the State Water Resources Control Board. b. Pay a fee to the State Water Resources Control Board. c, File a spill prevention, control and countermeasure (SPCC) plan with the State Water Resources Control Board. The SPCC plan must be signed off by a registered engineer. The state, contact is: James Giannopoulos AST Program State Water Resources Control Board .2014 T Street Sacramento, California 95814 Phone 916-739-4318 Mailing address: P.O. Box 9445-212 Sacramento, ÇA 94244-2120- , , ~i :" ~\' r :. 1, " f ': : ~ . r ;. . I, ' ¡, Tð: M A-~ ,'- \'J\(~\~ " " ~ . ; , ! 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