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S>FFUEL
<br /> 1#4� KCJ Engineering Inc. KCJ Engineering Inc. KCJ Engineering Inc. KCJ Engineering Inc. SOLUTIONS
<br /> 2543 Cabot. Suite 109 Client: Containment Solutions 25431 Cabot, Suite 109 Glient: Containment Solutions 25431 Cabot, Suite 109 Client: Containment Solutions 25431 Cabot, Su,te 109 Client: Containment Solutions
<br /> Laguna Hill., GA, 926635526 Project: 4000G DWVT Laguna Hills.CA 92853-5526 Project: 400OG DWVT Laguna Hi Is CA. 92658-5526 Project: 4000E DWVT - Laguna Hills CA. 92653-5528 Project40ROG DWVT 12340 Santa Monica Blvd. Suite 133
<br /> Tei (9 S9) 380-8'1$G Dais- 3113/2014 1 e (449) 3808186 Data, 3/13mol4 Tel{949) 380-S 186 Data 3il3;2014 Tel (949) 3808136 Date: 3113/2014 Los Angeles, CA 90025
<br /> Fax (949) 688-1664. Fax(949) 5S&1664 Fax 1949) 588-1664 Fax 1949) 588.1664 g
<br /> -�- q,. From CBG 2010 Table 1609A.8.20) 48,3 psi
<br /> 310/207-8548
<br /> • Tank Desi9illid by Otters Kt From ASCE 7-10 TARLH 28-3-1 1.03 ---
<br /> • See Coniainmenl Drawing SW,IN1VT4 C,N) From CBC 201+; Fable 1609£ 6.2!2) 0-99 �VG'YLgYY41ncj-L�eStYaLnL tv'ooLing ptsLgn
<br /> • These calculatiore are for Ira foundation only KZ, From ASCE 7 1 C TABLE 26.8-1 1 General Info
<br /> • Site. Class D Seismic Cantili D 1, Train A CE ?-10 table 1.5.2 1.15 no, Type of Solt: (),In, ALowaLs Soil Pressure 1.000 psf U• se 130 MPH Basic.Wind Speed, Exposure D P-w: -+s ihr�C:w.fi�Kx i 50.775962 psi Al,orvaL(e Soil Pressure for wind or sais!nk: 1380 Vsi
<br /> z 348" Dia Kwh Soft TZ-SS Anchor or Equiv. VJi 4' emed AilowaG(e ROF ESS t p
<br /> • Sotl f ressurc 0 .;00 psi A La glat Tank Area -H'L 87.61171 t o Q - �
<br /> Loads Taken Frorn IC60 Report 1lESR-1917 fe tdannna t 9ncu;te Compressive Strer':yth 2500 psi },I 572
<br /> • Minimum Concrete Strength to be greater then of equal to I'd 2 22500 psi V;; Horizontal Force From Wind =P'A 4.4495394 kips 4,Q 2KE FAR,/
<br /> Fy Rebar 1 led Strength 6c,000 psi � � ZZy C`',2,
<br /> • 1,141intum Rebar otreeyth to be neater then cur equal to P 80,000 psi M w 4 nrient Ovarlumi r torn Wird =V;:•, 184.61434 iwai s r� Q` 1
<br /> � t Y 13 ++ F w Fooling bJidth 1075 tt. >`. q Q 0• All Steel to be A30 or Equal. UNO tfrs:.,p;>- Moment Resisting Emery -"0 66 Wt`W72 503.7945'in'klps t Fooling Length 14,75 ft.
<br /> • Use 2010 Ca:iminia Building Cod=: 41yD ci z`19 Note: No Moment Overturning Restraint Required Number of Bolts Per Side 8 1 Fooling Thickness 1.2 in. No- M^32 1 01
<br /> r �e� mz AF.owablo Tension From htanufac imi's Manual S'014 kips, LL Live Load 28 Psi tB EXP. 06/30/2015 A
<br /> Exp�F27^fif a z Allowab;e Shear From MonplactureniI Manual 4,678 kips 3 %t
<br /> Seismic Site Class D jOu rue Pauli Linaj Horizontal Spacing Use Tank Width (ucnservative) 99 in P Max. Total Van cal Load 4807 kips
<br /> General Tank Dirnensions ! '1F„ octal- " ;k F, From CBC 2010 1613.5.3(11 1 Actual is Tank W'Wh +4" H Mom Toidl Horizontal t-cad 24,035 kips -VT �7�CFiFlN1G F xx��
<br /> R From ASCE 7-10 Table 15.4-2 3.0 M Max Total OverTumirg Load col 625 in'kips CS CAI^t�
<br /> I Total Tank Height 83 9nSs From GBG 2010 Figure 1613,5(3). 1.5 Assume Overturning Occurs at Anchor Bolts
<br /> W Total Tank Ai 95 in. 1 From ASCE 7-10 Toce 16S-1 1.5 Normal Loading
<br /> L Total Tank Length 152 in. S In 1 Case t -Wind Load OmTz P/(w`l) , Slab W Dight+ LL 478.16121 psi
<br /> H' Negrito Verboal Centroid 41:5 in. Cs 0.6 478.16121 _ 1,000 OK
<br /> x Distance between =kids c/o 40 in. Selsailo Catagoty D T;v Net OT Moment from Wind7Spaeing 0 kips
<br /> k Dist. From edye of tank to lift skid 36 in, Wh From Fuk 'rank Weight Above 48070 be, Earthquake/Wind Loading
<br /> 4 Skids 3 Fp 2403& Ins intxamction (VwiV..)ail+ (TwRa)" 0.0444169 <f - OK
<br /> Oooupancy Category Int a eccantriony =M7R 20,75 un
<br /> Case 2 - Seismic e, kenn distance =writ 27.5 ;n
<br /> Loading Fr That is used for design in this program 24.035 kips 20.75 r, 21.5 a<irl6 Peterson Hydraulics Inc
<br /> Mo9'c Moment Overturning from Seismic =F, 9in
<br /> 97.4525 'k!ps rr Net OT Moment from S9ismle,Spachiq D kips Slab to be Designed within Kern Area
<br /> General Tank Weight Mt,,,.;,k Moment Resi tin0 Full =0E6'W,'W;2 1606.9945 iWkfpo
<br /> Note: No Moment OverturningRestraint Required Interaction (FpV-f e3 (Tr`T.Jsr' 0.7721846 <1 -OK Oi -x 1653 W. El Segundo Blvd.,Los Angeles,CA 90249
<br /> eel. „ kelh �gNOM+6'Mt{i'W^2i T0.7a7fia psi Phone: (310)323-3155 Fax: (310)323-3606
<br /> Tank Slee 4000 Gat 770.74704 < 1330 OK
<br /> Empty Tani:Weight 16070 ds. Swnmary ng Service
<br /> To he Vehwww.picle
<br /> Service
<br /> Full Tack Weight(by Hoover) 45070 Ikis. tlr,ul.,-.7.'r =''ONOM-r6'Mf(w'1^2! 691.40173 psi
<br /> "Providing Service To The Vehicle Seruiee Industry"
<br /> (Estimated hcln Calculation) 45403 Ibs. Max. Total Vertical road 46.07 kips 691.40173 _ 1330 OK
<br /> Max.Total Horizontal Load 24,Q35 kips
<br /> Max role l Overturning Restraint Required 0 irr'kips
<br /> Program by KT.J t4rginoeeng, version: 12i27i1I
<br /> Wind 130 MPH Basic Wind Speed, Exposure D
<br /> 400OG DWVT 1 of 6 4000G DWVT 2 of 6 40006 DWVT 3 of 6 40606 DWVT 4 of 6
<br /> KCJ Engineering Inc. KCJ Engineering too. www r u!.us ...-. Profis Anchor 2.4.6 -_.. .._... _-..
<br /> wmn.hiW ua Pratte Anchor 2.4.6
<br /> C u, y: <V 3 Firg:neenn,4 Paya. 1 - a'-- ng pan, 2
<br /> 1000!125439 Cabot,Suite tog Client: Containment Solutions c-4 Sa rfry x6 f tsarrea a P'n
<br /> 25 31 Gabel. Suite 109 Client; Containment Solutions par t. Fide B fraiaya frahecr 400OG n:":/r 7 led' 40000(J1NT
<br /> Lay;una Y t>a. CA-I)2653-5526 Project: 40006 DWVT Laguna H8Is, CA.92858.6528 Protect 40000 DWVT d.,rrss. 25431 C bot.F site 109 napu"a Hills CA 92659 Sub-Prrjezi I r oat No.'. Co Izir':enl Sa.Flurs t„r<_-"'- 25531 f-ato;,Sade 1091araura rfs CA 92653 S ib-Proact I Pis No. Coriair;EM 9Nutims
<br /> Phone I rar 941-no 81861 DIM Malo-1334 Odle 311 Ni2014 'eobe i re. N9 t a0-81W 1949tl8&te55 Dale: 3r131Pe it
<br /> Tel 1949;38(h8188 Date: 3r132014 rel (949) 380-8186 Date: 3/131@014 EM1tal. Fora(urrteeg.r„p:,1 L?zaP. ridal4kmang.com
<br /> Fax(949) 533-1664 Fax(949) 588-1864
<br /> spe=acre cn;,i,e rev: 2 Load casolRasuttmy anchor forces
<br /> Check the Thickness For Two-Way Shear Rebar Calculations
<br /> t.Jdb Cie 52:i25'4,TI U6G5
<br /> d Max Er a us i{; 9 9 el. tutu. . tutu . tutu... tutu -.. i
<br /> Is Skid Width 'C x .yl Gin. Runs along the t+rd-� h 1 input data Anchor reac.ta»Lill i
<br /> i
<br /> b„ Perimeter of Skid - 2% - 2'W 202 67. - ^ .. Anchor typo ind diamotnr: x„dk Snit TZ-ss 304$is($I Tarxbn for (+reroan Compression)
<br /> Mn:axr Cant i'dt•: Qnux width ' (iw-Wii2j 217 9.267Q789 Woos per lf. r: Nxkl➢ass�d4a MWvr Tension rake 5nearfo!x Shear Save. Shear tnrcey .
<br /> V, BkxSha r4n f Smos) 166,023333 kipsOrn s
<br /> r_ a :a mocdmaet drxxn. --4h,,,", n�4as3::,. 1 3808 `.. a - __.4096. -
<br /> As+ M'tb, (0.9 ' FY'NI7 0.0318281 fn^21 per ft
<br /> 'rc Log s.Ji7h,A side of.Skid 15.833333 tater ac ,t1g!;,ns max.concrete,ma>Drcsa.estran- fk:) KEY PLAN
<br /> max.eonocele co:npressrva wens (psq
<br /> ae CPn8lant 40 Rllrls tilGn .Rq lh E4aleabou So"InaRiaan E45HIsI7 ......cvj lexsun rarcain ora-o*0o.N.ultY). 0{Ibl.
<br /> 9 the g ts9114'd l Valle. 91.ol,131"Viral 5 'S5uit1} om,,rzssrn fo ca ,lwy1=(Q.Cu0N.slat opbJ
<br /> Mrnax+ Cantllever:Gmax width ((i-LI'2t`212 75,541238 in'kipB f per ft, pr5ofnelyn mahn,,t?Ai ata AG193
<br /> Loss I As I- M-1,5/(0.9- Fyjd) 0.2390877 m-2l per ft. Sland-offer:slargan' .(Reeonsclaid idµ2[e thtari ss-"at wicuiaH4)
<br /> dao =V,io-t2,.-:(i,;)(eCj°a).5%) 0.823557 In.
<br /> ProFlia: nu gofiia
<br /> 0-82L557 _ 9 OK Mrnax+ Span between Skids:Conk width ` (x0'2111 9.342$863 in'l fps l per ft. sass mat¢nak ereekad Coaches.2800,fri=2500 Peh h=1200010.
<br /> As+ M"1.6r{6.0' Fy'jd) 0.0320388 in^2/per ft. Rainfplcansnt 'Prision.nendittan 8,Shear:condron 9 no Supplemental sptkfimJ renfoceriat present 3 Tension load
<br /> ._ A i } t I _ a ( j .p, P Seismic mads(cal C,n.E,er F) yese reirki)errant none or Nc.S bar '! ,( i£.gh- _-_. µo,pbl capaarY#N„Old utilization jr,`N"JpM„ status
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<br /> do-.. ,4 8 d U p P a I a-ceuk etoingan S:ren9rir
<br /> As- M't570.s' F 'd ,,.i 9:11747416'21 are. - .•. iA -__... IA _. . IoA tutu rick FIRE DEPARTMENT
<br /> Case 2 toad
<br /> Ill,, +2}P'c r<1.6'n,. 0.993457? In. Mm-x- Qmhxwidth ' x^219 11,413475 Wili / arft.
<br /> 0 46'64810 - 9 OK d»t Death Ira ne'c alive rain`orccamt-nt 3 ;a Gzamatr pout s toaain ie,rn.in N1a wA wA ;aa
<br /> N/A "" N,w " SUBMITTAL
<br /> f Y n-, p Z I anc0ar hauled the.n!xlesl,oading anchorgmup anahora in iBtfEioo)
<br /> Casa 3
<br /> 0.4666084 In. As min =021QI6*b't (per AGI sec. 10.5-387.12.2) 0.2592 in•2/per ft. REVISION BY DATE
<br /> 0.4666084 .. 9 GK
<br /> Lateral Restraint Q AS PER ENVIRONMENTAL HEALTH J.W. 042914
<br /> DEPARTMENT CORRECTIONS
<br /> ® AS PER ENVIRONMENTAL HEALTH R.V.F. 082014
<br /> DdpfYt Below Ground n2'mae for k'aeruerinsw) Pitt,
<br /> at DEPARTMENT CORRECTIONS
<br /> Check the Thickness For One-Way Shear ale Allowable Lateral Sliding Resistance 130 psf
<br /> Oig Allowable Lateral Bashing T00 psi oft depth
<br /> Widitl A Slab Area -w' 1 155.3625 h^2 0
<br /> V„ Max Sh ar (pu2d 7.742„258@ kips,• v� P A,.„i,, SGOti Side Area=w'Dep1h 0 ft^2 x
<br /> d,,,i _V. a'(f' ,^O 5"w'd 0.1569085 in Air,nx Lorg Side Area= i Depth 0 fM3 }!..
<br /> -`
<br /> 0.1659785 S 9 OK Lateral Resistance =433 {Qts (A 2'.42 ).{tte-Army 27.415456 kips ,. . p _Alto
<br /> V2 Full TankWL taxa iCaa C,v`.0 ai3d;-a1er4Reslatance; 35:927188 hips 1f
<br /> Length 27.5 _ 24.0 OK e , - SAN JOAQUIN RTD
<br /> V,i Vex Shear(O m,„„le,` I' (w-Wt2)) 163.10540P kips
<br /> d,,:, Vul'ifcVa'I-d ( 23/lnaldIII Footing Summary OK-All Cells Report OK SAN JOAQUIN RTD REGIONAL
<br /> 0.2378849 11 9 O Lingest)Required As t d= 9 0.26 m12 per ft. 0.19E0 TRANSIT CENTER
<br /> Largest Required As- 3 0.28 in"2!per ft. 6.19 Eq l
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<br /> gd cnYfNKY Iu q�p sn^MxM Wufv, aaiakY40606 DWVT a of r
<br /> FUEL SYSTEM
<br /> 40GOG DWVT A.G. TANK SEISMIC CALCULATION
<br /> E
<br /> 83023.00
<br /> a AS NOTED
<br /> 66 ABOVEGROUND 4,000,GALLON DIESEL FUEL TANK SEISMIC CALCULATION: v APRIL, zona
<br /> M SCALE: N.T.S.
<br /> NORTH
<br /> 0
<br /> FS11 . 01
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