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Project No.1 Service : 2 Location :
1952.000 T-400 & T-405No. Req'd :
CRUDE OIL StorageUnit :
Equipment No. :
KirwinMfr Ref. No. :
Design Engineer :
Model : 3 Manufacturer : 4 P&ID No. PID115-EPF-01-112A1 Plot Plan No. : 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Shell Diameter : 25 Roof Type : 26
Two
Other Ref. Dwg No. :
A
P
M G
50.00 Ft H 32.00 Ft E L F N150.00 ConeFeet Shell Height : 48" X 48" FLUSH CLEANOUT
K
E D
N232.00
JFeet
INominal Volume :
11,191
Barrels
Bottom Floor Type: Sp. Gr. : Cyclic
SlopedNOZZLES/CONNECTIONS Qty 2 2 1 1 1 1 1 1 1 1 1 1 1 1 Size 24" 24" 48"x48" 6" 1" 8" 10" 30" 4" 8" 3/4" 3/4" 4" 2"
OPERATING/DESIGN DATA
CRUDE OIL 27 Fluid Stored : This Tank Service is considered: 28
0.7900
Mark A E F G H I J K L M N1 N2 P D
Service Roof Manway Shell Manway Flush Cleanout MW Stilling Vent Temperature Indicator Outlet Nozzle Fill Nozzle Mixer Manway Water Draw Nozzle Top Center Vent Sample Tap Sample Tap Roof Nozzle Spare
psia 5.5 29 Vapor Pressure @ Max. Operating Temperature Design 30 Flash Point (Closed Cup) : F Operating 31 Negative Pressure 32 Positive Pressure oz/in.2 psig F F Yes Set @ CA, in. 0.1250 0.1250 0.0.3 0.00 1.00 0.50 2.00
33 (Hydro)test Pressure expressed in Psig 34 Minimum Fluid Temperature 35 Maximum Fluid Temperature 36 Emergency Vacuum Design ? 37 38 Component 39 Shell & Bottom 40 Roof 41 Lining/Coating 42 43 Stress Relieve ? 44 45 Code (as appl.): 46 Design Specifications: 47 Tank Insulation ? 48 Insulation Type: 49 Fireproofing ? 50 Remarks 51 52 No Hot Yes for: Material 57370 516 Grade 55
----25 200oz/in.2
METALLURGY Remarks Normalized Normalized
Rating 150# 125# 125# 125# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150#Others: 100 Yes
Face F. F. R. F. R. F. F. F. L. J. API L. J. F. F. R. F. API R. F. F. F. L. J. API API API
CONSTRUCTION/FABRICATION
API 650 LATEST EDITIONThickness : Paint Spec. in.
Internals (attach separate sheet, as req'd): Sump Seismic Zone Radiograph 85 EmptyTank Weight
3
Design Wind Velocity % Inspection Req'd ? Full of Water lb
mph lb
Yes
1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator. 2. Fixed cone roof with internal floating roof.
ApprovalsRev 0 Date Description For Inquiry By Chk. Appr. Rev Date Description By Chk. Appr.
Rev. No.
STORAGE TANK SPECIFICATION (English Units)
Sheet
1 of 1
Art Montemayor
API 650 Storage Tank
API 650 Design CalculationsD = Normal tank diameter , in feet H = depth of tank , in feet Shell Design : 50.00 32.00
March 12, 2002 Rev: 0
FROM ( BOTTOM COURSE) PLATE TO (TOP COURSE) PLATE td = 2.6(D)(H -1)(G)/Sd= 0.174 in. Wall Thickness
Miniumum shell thickness, in inches, td = td / tt = 2.6(D)(H-1)/(St) td = 0.224 in. (Includes Corrosion Allowance) G = design Specific gravity of liquid Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress 516-60 Hydro Test CA = Corrosion Allowance For First Course (Bottom) 516-60 Plate td = 2.6(D)(H -1)(G)/Sd = td =td / tt = 2.6(D)(H-1)/(St) = td = Miniumum shell thickness, in inches = D = Normal tank diameter , in feet = H = depth of tank , in feet = G = design Specific gravity of liquid = Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress516-60 Hydro Test CA = Corrosion Allowance For Second Course 516-60 Plate td = 2.6(D)(H -1)(G)/Sd= td =td / tt = 2.6(D)(H-1)/(St) td = Miniumum shell thickness, in inches D = Normal tank diameter , in feet H = depth of tank , in feet G = design Specific gravity of liquid Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress 516-60 Hydro Test CA = Corrosion Allowance For Third Course 516-60 Plate 0.209 50.00 28 1 21,300 0.85% 24,000 0.0625 0.3750 0.230 50.00 32.00 1 21,300 0.85% 24,000 0.0625 0.5000 0.165 1 23,200 0.85% 24,900 0.0625 0.236 0.189
Page 2 of 8
FileName: 131317861.xls.ms_office WorkSheet: Steel Design
Art Montemayor
API 650 Storage Tank
March 12, 2002 Rev: 0
API 650 Design CalculationsShell Design : td = 2.6(D)(H -1)(G)/Sd= td =td / tt = 2.6(D)(H-1)/(St) = td = Miniumum shell thickness = D = Normal tank diameter , in feet H = depth of tank , in feet G = design Specific gravity of liquid Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress 516-60 Hydro Test CA = Corrosion Allowance For Fourth Course 516-60 Plate td = 2.6(D)(H -1)(G)/Sd= td =td / tt = 2.6(D)(H-1)/(St) td = Miniumum shell thickness, in inches D = Normal tank diameter , in feet H = depth of tank , in feet G = design Specific gravity of liquid Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress 516-60 Hydro Test CA = Corrosion Allowance For Fifth Course 516-60 Plate Annular Bottom Plate Thickness D = Diameter in Feet H = Height in Feet V = Volume in Cubic Feet Tank Shell surface = Tank Roof surface = Tank Floor surface = 50.00 32.00 0.1342 94.5 8 1 21,300 0.85% 24,000 0.0625 0.2500 0.3750 0.2365 inches 94.5 18 1 21,300 0.85% 24,000 0.0625 0.2500 0.081 0.196
p*D*H = p*D2/4 = p*D2/4 =
2 5,027 Ft of Shell surface area 2 1,963 Ft of Roof Area (estimated) 2 1,963 Ft of Bottom Floor area
Page 3 of 8
FileName: 131317861.xls.ms_office WorkSheet: Steel Design
Art Montemayor FOUNDATION DESIGN: Per API 650 (Appendix E)
API 650 Storage Tank
March 12, 2002 Rev: 0
Tank is unanchored, use equations pertaining to unanchored tanks, for seismic loading. DATA GIVEN: Seismic Zone; Zone Coefficient Importance Factor Diameter of Tank Height of Liquid Content (Design) Shell Height Design Specific Gravity Thickness of Bottom PL Under Shell Yeild Strength of Bottom PL Weight of Shell Weight of Roof + Live Load = 107.4 + 210.4 PI()/4(94.5)2 (44.5)(.79)(62.4) Weight of Product CALCULATIONS: Seismic Coefficients: Xs = C1 = D/H = Per Fig. E-2 W1 / Wt = W2 / Wt = Per Fig. E-3 X1 /H = X2 /H = Per Fig. E-4 K = 0.6 Lateral Force Coefficients: T =K (D 0.5 ) =.6 *(94.5 0.5) = If Greater Than 4.5 seconds 3.375 (s/T2) = 3.375*1.5/5.832 = E-3.3 5.83 Seconds 0.149 Seconds 0.375 0.59 X1 = X2 = 16.7 26.3 0.535 0.45 W1 = W2 = 8,231 6,924 19.685 Ft 0.60 2.12 3 0.3 1.0 94.5 44.5 48 0.79 0.3750 36,000 221 317.8 15,386 PSI Kips Kips Kips
Z= I = D= H= Hs = G= tb = Fby = Ws = Wy = Wt =
Page 4 of 8
FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 1
Art Montemayor FOUNDATION DESIGN: Seismic Loads:
API 650 Storage Tank
March 12, 2002 Rev: 0
M = (Z)(I) { (C1)(Ws)(Xs)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W 2)(X2)} (0.3)*(1.0)[ 0.6(221)(19.685)+ 0.6(317.8)(48.0)+ 0.6(8232)(16.7)+ 0.149(6924)(26.3)] 0.3 2610 9155 82485 27133 36415 Ft-Kips V = (Z)(I) {(C1)(Ws)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)} (0.3)*(1.0)[ 0.6(221)+ 0.6(317.8)+ 0.6(8232)+ 0.149(6924)] 0.3 132.6 190.68 4939.2 Reistance to Overturning:( E.4.1) API 650W L = 7.9tb Fby G H (G18)*(G16)*(G14)/(G13)2 )
1031.676
1888 kips
3,333 1125
# / ft
Constant = 3,333 # / ft
1265580 7.9 Not to exceed 1.25*GHD
4153 USE 4153
# / ft # / ft
Shell Compression: Per E-5 M= 36415 ft-kips 6 Kips
Wt + W L = 583.8 / (PI()*94.5) + 4.153 M / D2 (Wt + W L) (G76)/(G13)2(6.12) 36415 b = 1.815+1.273*36415/94.5^2 Max. Longitudinal Compressive Force UnAnchored Longitudinal Compressive Stress 7000 / 6 Allowable Longitudinal Compressive Stress GHD2/t2 1.255 * 106 = Fa=106 (t) / D = Anchorage Not Required 54653 b =
0.666 > 0.785 7.0 7.0
1167 5.29 Kips
Page 5 of 8
FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 1
Art Montemayor
API 650 Storage Tank
FOUNDATION DESIGN:Max. Overturning Moment Due To Seismic Loads. Compression or Tension Due To Moment: Seismic Base Shear: RINGWALL DESIGN: Use Following Weight Values for Materials Wt. of Steel Wt. Of Compacted Soil Wt. Of Concrete Wall Wt. Of Product in Tank Horizontal Pressure on Ring Wall: F=Kah(g*p*H+1/2 soh)+270 0.3*6.0[(50*44.5+0.5*110*6.0)]+270 Hoop Tension: 1/2FD= 1/2(4869)(94.5) As= 231/24.0 USE - 6 # 9 Bars Ea. Face USE - # 4 Bars at 12" on Center Minimum RingWall Thickness: T = 2W / g *p*h - 2h ( gc - gso) (2)(1100)/50(44.5)-2(6.0)(150-110) W = 1100 230 kips 10 in. 490lb/ft3 110 lb/ft3 150 lb/ft3 50 lb/ft3 36,415 Kips 5.19 kpf 0.27 kips
March 12, 2002 Rev: 0
4,869 kips
1.26 Use 16" Thick Concrete Wall
12" Top of Ground Elevation 16" 48"
12"
Page 6 of 8
FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 2
Art Montemayor
API 650 Storage Tank
March 12, 2002 Rev: 0
Concrete Tensile Stress: fct = c(Es)(As)+T / Ac + n (As) .0003(29*106)(10)+231000/(16*72)+(9*10) 318000 1242 .15(3000) Soil Bearing: Try 3'- 6" Footing Weight. of Wall = 1.33*5.0*.150 Weight of Footing = 3.5*1.0*.150 Weight of Fill = 2.17*4.0*.110 1.0 0.525 0.95 2.48 kips kips kips kips 256 psi 450 psi OK
Case 1 Load from Shell + Roof + Live Load = Weight of Wall +Footing + Fill = Bearing Pressure = Case 2 Dead + Live Load + Earthquake Load = P = 3.58 + 5.19 = H= Moment at Base of Footing = 8.77 kips 0.270 kips 1.62 kips 3.58/3.50 1.1 kips 2.48 kips 1.0 kips
.270(6.0)
Bearing Pressure Under Footing = 8.77/3.5*1 2.51+.79 Allowable Pressure = 3.0*1.33
2.51 kips 3.30 kips 3.99 OK
USE -4 # 9 Bars in Footing USE - # 4 Bars at 12" Horizontal
Page 7 of 8
FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 2
Art Montemayor DETAILED FOUNDATION DESIGN:
API 650 Storage Tank
March 12, 2002 Rev: 0
47" - 3"
Center Line of Tank
Slope 1" per ft.
6 # 9 Bars Each Face Eq.
12"
10" Pad of Sand Well-Compacted Gravel 95% Compacted 50 / 100 % Passing # 4 Sieve # 4 Bars 12" O/C Each Face
10"
4'-0"
95 % Compacted Subgrade or fill Material
1'-4" Wall 12"
(4) # 9 Bars Eq. Spaced 3' - 6"
NOTES:1. Oiled sand to be mixture of sand and liquid asphalt (mc70): 2. Use 10 gallons of asphalt per cubic yard of sand: 3. Top of concrete to be smooth and level with 1/8" +/- in any 30 feet of circumferential length: 4. Maximum Deiation to be less than 1/4" overall:
Page 8 of 8
FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 3