|
a.
<br />K4CJ Engineering Inc.
<br />Total Tank Height
<br />L� 25431 Cabot, Suite 109 Client:
<br />Containment Solutions
<br />Laguna Hills, CA, 92653-5526 Project:
<br />400OG DWVT
<br />Tel (949) 380-8166 Date:
<br />9i13i20t4
<br />Fax (949) 568.1664
<br />H'
<br />• Tank Designed by Others
<br />415 in.
<br />• See Containment Drawing SW4MVT4
<br />Distance between skids c/c
<br />• These calculations are for the foundation only
<br />X,
<br />< Site Class D, Seismic Category D
<br />36 in,
<br />• Use 130 MPH Basic Wind Speed, Exposure D
<br />From ASCE 7-10 TABLE 28.3-1
<br />• Soil Pressure, O= 1,000 list
<br />Perimeter of Skid = P'b . 2'W
<br />• Minimum Concrete Strength to be greater then or equal to I c 2
<br />2500 psi
<br />• Minimum Rebar Strenglin to be greater than or equal to Fy a 60.00
<br />psi
<br />• All Steel to be A36 or Equal. UNOvriurs,svkq
<br />1,
<br />• Use 2010 California Building Code
<br />1.15 lbs.
<br />General Tank Dimensions
<br />H
<br />Total Tank Height
<br />83 in.
<br />W
<br />Total Tank Width
<br />95 in.
<br />L
<br />Total Tank Length
<br />152 in.
<br />H'
<br />Height to Vertical Centrad
<br />415 in.
<br />x
<br />Distance between skids c/c
<br />40 in.
<br />X,
<br />Dist, Fruit edge oftank to €sl skid
<br />36 in,
<br />if Sake
<br />From ASCE 7-10 TABLE 28.3-1
<br />3
<br />General Tank Weight
<br />Tank Size
<br />Empty Tank Weight
<br />Full Tank Weight (by Hoover)
<br />(Estimated from Calculation)
<br />Program by KCJ Engri eenng, version: €2i27ii i
<br />Wind 1.30 MPH Basic Wind Speed, Exposure D
<br />40000 DWVT
<br />4000 Gal.
<br />16070 lbs.
<br />48070 lbs.
<br />45403 lbs.
<br />Case 2
<br />d,,,, V„7e'{a; dib,,+2yf'c)`0.5"b, 0,4334812 in
<br />0.4934812 _ 9 OK
<br />Case 3
<br />d,a, =V„f d'4-(f'c)^0.5`bd 0.4666084 1n,
<br />OA666084 _ 9 OK
<br />Check the Thickness For One -Way Shear
<br />Mail
<br />V„ Max Shear (O„e„„' w' (1-U2)) 7.7422589 kips
<br />drop: =V.,/p`(f'r,)•10.5"w'd 0.1569085 In
<br />0.1569055 S 9 OK
<br />Length
<br />V,r Max Shear (Cl,;a,„iu,' i • (w -lel 16,105402 kips
<br />d„,_=V,t'4`i,fby0.5`I'tl 0.2378849 in
<br />0.23788^49 < 9 OK
<br />4001)G DWVT
<br />", of 6
<br />rr-
<br />5 of
<br />KCJ Engineering Inc.
<br />Suite t
<br />25431. Cabot, Sr a 09
<br />Laguna Hills, CA. 92653-5526
<br />T61 (949) 380-8156
<br />Fax (9491 58$-1664
<br />Client
<br />Fueled:
<br />Date:
<br />Containment tion
<br />Conte nee Saiu a
<br />400OG DWVT
<br />3/13.+2014
<br />25431 Cabot. Suite 109 Client:
<br />Check the
<br />Thickness For Two -Way Shear
<br />Laguna Kids. CA. 92853-5526 Project:
<br />400OG DWVT
<br />1
<br />or
<br />Max Fquais t-3`
<br /><,1
<br />9 'm.
<br />W>, From Full Tank Weight Above
<br />b
<br />Skid Width fc6x6.2)
<br />43.3 psf
<br />bin.
<br />From ASCE 7-10 TABLE 28.3-1
<br />b„
<br />Perimeter of Skid = P'b . 2'W
<br />From (:BG 2010 Table 1609A.6.2(2)
<br />202 In-
<br />Kid
<br />Va
<br />Max Shear in , A Skids)
<br />1,
<br />16.023933 kips
<br />1.15 lbs.
<br />fic
<br />Long side/Short side of Skid
<br />50.775962 psf
<br />16,833333
<br />Largest Tank Area =H'L
<br />(1,
<br />Constant
<br />Horizontal Force From Wind =P'A
<br />40
<br />Mpy,yy
<br />Case i
<br />184-61434 in'li ps
<br />MP.ycur
<br />Moment Resisting Empty-0-66'Wt.'W72
<br />503.1945 in'kips
<br />d,
<br />=V,14'12,N;icj{pdyr47.5'ba
<br />Required
<br />0.8285557 in,
<br />0,117474 in -2l per ft.
<br />2I.a :n
<br />os<ass7
<br />9 OK
<br />Case 2
<br />d,,,, V„7e'{a; dib,,+2yf'c)`0.5"b, 0,4334812 in
<br />0.4934812 _ 9 OK
<br />Case 3
<br />d,a, =V„f d'4-(f'c)^0.5`bd 0.4666084 1n,
<br />OA666084 _ 9 OK
<br />Check the Thickness For One -Way Shear
<br />Mail
<br />V„ Max Shear (O„e„„' w' (1-U2)) 7.7422589 kips
<br />drop: =V.,/p`(f'r,)•10.5"w'd 0.1569085 In
<br />0.1569055 S 9 OK
<br />Length
<br />V,r Max Shear (Cl,;a,„iu,' i • (w -lel 16,105402 kips
<br />d„,_=V,t'4`i,fby0.5`I'tl 0.2378849 in
<br />0.23788^49 < 9 OK
<br />4001)G DWVT
<br />", of 6
<br />rr-
<br />5 of
<br />Seismic .Site Class D (Outside Fault Line
<br />F, From CBC 2010 1613r513(1)
<br />KCJ Engineering e.
<br />g g th
<br />H From ASCE 7-10 Table 15R-2
<br />e�
<br />25431 Cabot. Suite 109 Client:
<br />Containment Solutions
<br />i From ASCE 7-10 Table 15-5-1
<br />Laguna Kids. CA. 92853-5526 Project:
<br />400OG DWVT
<br />1
<br />Tel (94 9) 680-8186 Date!
<br />Sit Of2074
<br />Seismic Category
<br />Fax (949) 588-1664
<br />W>, From Full Tank Weight Above
<br />qa
<br />From CBG 2010 Table 1609A.6.20 )
<br />43.3 psf
<br />K,
<br />From ASCE 7-10 TABLE 28.3-1
<br />1.03
<br />Cris,
<br />From (:BG 2010 Table 1609A.6.2(2)
<br />0199
<br />Kid
<br />From ASCE 7.10 TABLE 263,1
<br />1
<br />1,
<br />From ASCE 7-10 Table 1.5-2
<br />1.15 lbs.
<br />P,.t
<br />=q,"K,'Cd1'KaJ
<br />50.775962 psf
<br />A
<br />Largest Tank Area =H'L
<br />87.611111 fie
<br />Vw
<br />Horizontal Force From Wind =P'A
<br />4-4465384 kips
<br />Mpy,yy
<br />A',crnent Overturning horn Wind=V,,,.,,
<br />184-61434 in'li ps
<br />MP.ycur
<br />Moment Resisting Empty-0-66'Wt.'W72
<br />503.1945 in'kips
<br />do„y depth to negative reinforcement
<br />Note: No Moment Overturning Restraint
<br />Required
<br />Seismic .Site Class D (Outside Fault Line
<br />F, From CBC 2010 1613r513(1)
<br />i
<br />H From ASCE 7-10 Table 15R-2
<br />3.0
<br />Ss From CBC2010 Figure 16135(3)
<br />1,5
<br />i From ASCE 7-10 Table 15-5-1
<br />1.E
<br />Sms
<br />1
<br />C,
<br />0.5
<br />Seismic Category
<br />0
<br />W>, From Full Tank Weight Above
<br />48070 his,
<br />F;:
<br />24035 lbs
<br />Occupancy Category
<br />Ill
<br />Fe Trials used for design in file program
<br />24.035 kips
<br />Mo;.c Moment Overturning from Seismic =F,,
<br />997.4525 In'kips
<br />me 10i Moment Rocketing Pull =0.66'W, Wit
<br />1506.9945 iWkips
<br />Note: No Moment Overturning Restraint Required
<br />Summer✓
<br />T, Net OT Moment from Sesmoi5pacing
<br />Max, Total Vertical Load
<br />48.07 kips
<br />Max. Taal Horizontal Load
<br />24.035 kips
<br />Max Total Overturning Restraint Required
<br />0 1n'kips
<br />4000G DWVT
<br />2 of 6
<br />�i KCJ Engineering Inc.
<br />Per Side
<br />p6!^y
<br />25431 Cabot, Suite 109 Client:
<br />Containment Solutions
<br />3.014 kips
<br />c�
<br />Laguna Hills. CA 9265S -562r Protein:
<br />9
<br />40000 DWVT
<br />4.678 kips
<br />Tel (949) 3PO-8186 Date'.
<br />3%13121919
<br />99 in
<br />Fax (939) 588-1664
<br />Actual is Tank Width + 4"
<br />CabprejecU
<br />Dale:
<br />Rebar Calculations
<br />E -Mee:
<br />Case i - Wind Load
<br />Runs along the twdth
<br />design nedred ACI 3181 AC193
<br />T„: Net OT Moment from Wadi'p cfng
<br />Mmax + Cantil ver: Con ax vri9lh " ((w -4V)/2)^2 /2
<br />9.2810789 in'kips ! per it.
<br />(Vw1Va)'w+(TwlTn)sa
<br />As+ M-1.5, (0.9 Fy`ju)
<br />0,0318201 mm2{per it.
<br />P
<br />Runs along the length
<br />T, Net OT Moment from Sesmoi5pacing
<br />0 kips
<br />Mmax + Cantilever: Amax •vital' (fl-L)r2}12!2
<br />76-541238 iI7 kips t per it,
<br />0.7721845 <1 -Off
<br />As+ M'1.5 / (0,9' Fy'jd)
<br />0.2590577 in^2! per ft.
<br />Normal Loading
<br />Mines+ Span between Skids: 0max width' (x)^2:11
<br />9.3423883 in'kips t per ft.
<br />Pdw-i) k Slab Weight + LL
<br />As + N4,1.6 / (0.9 ` Fy'pt)
<br />0.0320384 4,12 t per ft.
<br />478.16121 < 1.000 OK
<br />Mmax - Omax width ` b<)12/9
<br />11418475 in'kips 1 per ft.
<br />do„y depth to negative reinforcement
<br />3 in
<br />20,75 in
<br />As - M-1.5 / (0.9 ` Fy'jQ yi)
<br />0,117474 in -2l per ft.
<br />2I.a :n
<br />As min =0.0018'5`1 (per AGI sec. 10.5-3 & 712.2)
<br />0.2892 in^2/ per it.
<br />Lateral Restraint
<br />Slab to be Designed vidt!in Kern Area
<br />Depth Below Ground 02'ns,r. rerfroezelthan)
<br />Oin-
<br />770.74704 psi
<br />Cis Allowable Lateral Sliding Resistance
<br />130 list
<br />Oas Allowable Lateral Bearing
<br />100 pst ift depth
<br />691.40173 psf
<br />A Slat) Area +w'1
<br />168.5825112
<br />A.,,;, Short Side Area = w'Depth
<br />0 ft12
<br />Apt.,,, Long Side Area = i'Dapth
<br />0 ft13
<br />Lateral Resistance
<br />27.445456 kips
<br />112 Full Tank Wt. posed less rrall Calculated tester insuc rosec
<br />35.927188 kips
<br />27.4 e 24.0 OK
<br />Footing Summary
<br />OK - All Cells Report OK
<br />Largest Required As + d= 9
<br />0.26 in"2 t perft. 0.19 EO
<br />Largest Required As - d„y= 3
<br />0.26 rode t per ft- 0.19 EO
<br />400OG DWVT
<br />ABOVEGROUND 4,000,GALLON DIESEL FUEL TANK SEISMIC CALCULATION - AS BUILT::
<br />SCALE: N.T.S.
<br />Arctic
<br />�A4rKCJ Engineering Inc.
<br />25431 Cabot, Suite 109 Cdent Containment Solutions
<br />' Laguna Hills, GA. 92653,5526 Project: 40000 DWVT
<br />Tel{94g) 380-8185 Date: 3113/2014
<br />Fax(949)588-1864
<br />Overturning Restraint
<br />Type of Solt:
<br />51'6` Dia Kwok Bolt TZ -SS Anchcr er Equiv. W! 4' embed Allowable
<br />Loads Taken From IC130 Report #FSR -1917
<br />Number e( Bogs
<br />Per Side
<br />3
<br />Allowable Tension
<br />From Manufacturer's Manual
<br />3.014 kips
<br />Aboarahle Shear
<br />From Manutaccurer's Manual
<br />4.678 kips
<br />Horizontal Spacing
<br />UseTark Width
<br />99 in
<br />FillsellI
<br />ftronef r.
<br />Actual is Tank Width + 4"
<br />CabprejecU
<br />Dale:
<br />Assume Overturning Occurs at Anchor Bolls
<br />E -Mee:
<br />Case i - Wind Load
<br />Proof-
<br />design nedred ACI 3181 AC193
<br />T„: Net OT Moment from Wadi'p cfng
<br />0 kips
<br />Interaction
<br />(Vw1Va)'w+(TwlTn)sa
<br />0.0464168 al - OK
<br />Case 2 -Seismic
<br />P
<br />Ease material
<br />T, Net OT Moment from Sesmoi5pacing
<br />0 kips
<br />interaction
<br />(P,.iVdY`'`+(TprT,)v'
<br />0.7721845 <1 -Off
<br />40000 DWVT
<br />3 of
<br />wow hun.as Profis Anchor 2.4.6
<br />roma
<br />t nY
<br />knit E tl
<br />9 n9
<br />ee
<br />J e. -
<br />Anchor type and diameter:
<br />WCrrce
<br />P -da da.
<br />pm
<br />ProleeY:
<br />400OG
<br />'
<br />bot, S
<br />2 A31 Cabot, 61149109 -.gena HI!!6 GA 92603
<br />Pos Na',
<br />e'l,s
<br />Co!4ai014 SMNmns
<br />FillsellI
<br />ftronef r.
<br />94eJ3e818o 1949589-1664
<br />CabprejecU
<br />Dale:
<br />3f1&"bold
<br />E -Mee:
<br />f'ide'(rLttseng.ton+
<br />Proof-
<br />design nedred ACI 3181 AC193
<br />Spackkm's co maonts
<br />1 in put data
<br />r' d`--.
<br />Gallo«--
<br />Anchor type and diameter:
<br />Kwik soft T2 -SS 30.158(4) iAA2NWb1
<br />i
<br />Silk ,�3
<br />E.".ec6ve em&Cdnlent depth:
<br />n.,=i 000 1a, 1,aa=14381iv
<br />'
<br />safari
<br />AISI304
<br />Fy
<br />Cv9hd;,.o se!virs Fermi
<br />ESRp917
<br />w
<br />I WKd I Valet:
<br />5111201315012015
<br />I
<br />Proof-
<br />design nedred ACI 3181 AC193
<br />I
<br />alert-Ariins1a11attan:
<br />(Recommended p!ak th!civiore .at Cafcislatau)
<br />LL
<br />PrUhe:
<br />no reors,
<br />P
<br />Ease material
<br />creased concrete. 2560, f.'=2500 on: n=12000 in
<br />H
<br />Reinfo,olnul t`
<br />lenston: coede;wn 8. shear CAnditlan 9; no supDlermantal sptnfng reinforcement present
<br />M
<br />Max Total OveJurning Load
<br />dogeremtmcemeol nona or<No. 4 bar
<br />Normal Loading
<br />Cosmic loads (Oat c 0. F or n
<br />yea be i$)
<br />Pdw-i) k Slab Weight + LL
<br />Geometry [Dal 8 Loading tib, m.fla
<br />p.•40tiRC C'CSY"S ASP I-YCfW'C!WKd Mie l CEYa53N^'415ei^l urn va yXxay. �_-
<br />oR r n m, J:: Ci nu3-r as.9c..u+ i...1 ,a m+e<a 9Gb^t eex n„_x•,u,
<br />KCJ Engineering Inc.
<br />25431 Cabot. Smite 109 Client: Containment Solutions
<br />Laguna Hills, CA. 92653-5526 Project. 4000G DWVT
<br />Tel (949) 390-8186 Date: 3/13:2019
<br />Fax 1949) 58$-7684
<br />FoGtina Desion
<br />General Info:
<br />r' d`--.
<br />Gallo«--
<br />Allowable So€I Pressure
<br />1,000 pat
<br />O'W-e,
<br />Allowable Soil Pressure for wind or seismic
<br />1330 psf
<br />f c
<br />Nontrial Concrete Compressive Strength
<br />2500 psi
<br />Fy
<br />Rebar field Strength
<br />60000 psi
<br />w
<br />Fooling Wtdth
<br />10,76 ft,
<br />I
<br />Footing Length
<br />14.75 ft.
<br />I
<br />Footing Thickness
<br />12 in,
<br />LL
<br />Lite Loud
<br />25 psf
<br />P
<br />Max. Total Veri':cal Load
<br />48.07 kips
<br />H
<br />Max, Total Horiyontal I-oad
<br />24.035 kips
<br />M
<br />Max Total OveJurning Load
<br />997.4525 in'ieps
<br />Normal Loading
<br />inax concrete compms,Kk stress lost
<br />Occur
<br />Pdw-i) k Slab Weight + LL
<br />478.16121 psf
<br />478.16121 < 1.000 OK
<br />ra0,flnj comptend, fecesn sopo0 ean10.e0a`. 0 Do)
<br />£arthquakedVJind Loading
<br />0
<br />eccentricity =Mil
<br />20,75 in
<br />a,
<br />kem distance : W%6
<br />2I.a :n
<br />20.75 <_ 21.5 aewl6
<br />Slab to be Designed vidt!in Kern Area
<br />Qv, ,,s,
<br />=ONOM<6'Mr({'w^2)
<br />770.74704 psi
<br />770.74704 _ 1330 OK
<br />O,,ie la"
<br />=ON0M+6'M/(w'I12)
<br />691.40173 psf
<br />691.40173 5 1330 OK
<br />40DOG DWVT
<br />4 of
<br />I r:y KCJ Enpineanrg _..
<br />r' d`--.
<br />2
<br />yeef r ,dei Banalega
<br />project
<br />40000OVeVT
<br />.ocitur: 28431 Ceot Seem 169 Laguna Wild CA 02663
<br />sub-peact l Poe No:
<br />Cartsmant Solutions
<br />:bore I Fee 94x390 a 1 es 104Mm 1654
<br />Gale.
<br />W13,2014
<br />G steel Wde14P,14engamn
<br />Nil,
<br />Nle
<br />2 Load rase/Resulting anchor forces
<br />WA
<br />hA
<br />Load use: !Design buds
<br />NIA
<br />'anchor itmvkg the pighast had!hg
<br />Anchor roaono 15 tkl
<br />Tansiim tOrrR t arasib r?!ilp[E3610I1}
<br />Munn, enei�pec, scar e -, reh,Ai e. Shear sgm
<br />16t 4000 0 4:::1 ,
<br />max. concrata Compo valve, usaimi, is -1
<br />inax concrete compms,Kk stress lost
<br />iesul0ngt^_msmn foosem(xry)•j0naustoor, 0gill
<br />ra0,flnj comptend, fecesn sopo0 ean10.e0a`. 0 Do)
<br />3 Tension load
<br />-.....
<br />urxrx n... be<m,sr r.r <.,•-l,v.,.ev e.e q arae rarvry merrr
<br />Ntd"SArx�z i <. M' 1}.M'tiYAG il4iM'aS&an H� 3 x iep'c'M+taCNW M I�td A(3.5:tian
<br />SOLUTIONS
<br />12340 Santa Monica Blvd. Suite 133
<br />Los Angeles, CA 90025
<br />310/207-8548
<br />Peterson Hydraulics, Inc.
<br />1653 W. EI Segundo Blvd., Los Angeles, CA 90249
<br />Phone: (310) 323-3155 Pax: (310) 323-3606
<br />License# 631515 wwwpetersonhyd,eom
<br />"Providing Service To The Vehicle Service Industry"
<br />KEY PLAN
<br />FIRE DEPARTMENT
<br />SUBMITTAL
<br />REVISION BY DATE
<br />zl� AS BUILT DRAWINGS P.H. 081715
<br />SAN IOAQUIN RTD
<br />SAN JOAQUIN RTD REGIONAL
<br />TRANSIT CENTER
<br />FUEL SYSTEM
<br />A.G. TANK SEISMIC CALCULATION
<br />- AS BUILT
<br />83023.00
<br />AS NOTED
<br />17 APRIL, 2014
<br />NORTH FS 11.01
<br />Load N," [ib)
<br />CaDae4y+N fill
<br />uflTuac,in l,= N„11NF
<br />Scale,
<br />s:ee(Snengtvr _. -
<br />NIA
<br />_..... tri,
<br />NIA
<br />- NA '_-
<br />not!mdSucngrn'
<br />N/A
<br />KA
<br />Nil,
<br />Nle
<br />C.noire eraekrnd secrain-
<br />WA
<br />hA
<br />NSA
<br />NIA
<br />'anchor itmvkg the pighast had!hg
<br />"and<or group {anahpr5;n tension}
<br />-.....
<br />urxrx n... be<m,sr r.r <.,•-l,v.,.ev e.e q arae rarvry merrr
<br />Ntd"SArx�z i <. M' 1}.M'tiYAG il4iM'aS&an H� 3 x iep'c'M+taCNW M I�td A(3.5:tian
<br />SOLUTIONS
<br />12340 Santa Monica Blvd. Suite 133
<br />Los Angeles, CA 90025
<br />310/207-8548
<br />Peterson Hydraulics, Inc.
<br />1653 W. EI Segundo Blvd., Los Angeles, CA 90249
<br />Phone: (310) 323-3155 Pax: (310) 323-3606
<br />License# 631515 wwwpetersonhyd,eom
<br />"Providing Service To The Vehicle Service Industry"
<br />KEY PLAN
<br />FIRE DEPARTMENT
<br />SUBMITTAL
<br />REVISION BY DATE
<br />zl� AS BUILT DRAWINGS P.H. 081715
<br />SAN IOAQUIN RTD
<br />SAN JOAQUIN RTD REGIONAL
<br />TRANSIT CENTER
<br />FUEL SYSTEM
<br />A.G. TANK SEISMIC CALCULATION
<br />- AS BUILT
<br />83023.00
<br />AS NOTED
<br />17 APRIL, 2014
<br />NORTH FS 11.01
<br />
|