STORAGE TANK SPECIFICATION Sheet 1 of 1
(English Units)
Rev. No.
Project No.
1 Service : Equipment No. :
2 Location : Unit : Design Engineer :
3 Manufacturer : Model : Mfr Ref. No. : No. Req'd :
4 P&ID No. Plot Plan No. : Other Ref. Dwg No. :
5
6
7
8
9 M
A P G
10
11
12
13 50.00 Ft
48" X 48"
H
14
FLUSH
15 32.00 Ft E CLEANOU
K E
16 T
17 L F D
18
19 N N
J I
20 1 2
21
22
23
24 Shell Diameter : 50.00 Feet Shell Height : 32.00 Feet Nominal Volume : 11,191 Barrels
25 Roof Type : Cone Bottom Floor Type: Sloped
26 OPERATING/DESIGN DATA NOZZLES/CONNECTIONS
27 Fluid Stored : CRUDE OIL Sp. Gr. : 0.7900 Mark Service Qty Size Rating Face
28 This Tank Service is considered: Cyclic A Roof Manway 2 24" 150# F. F.
29 Vapor Pressure @ Max. Operating Temperature 5.5 psia E Shell Manway 2 24" 125# R. F.
30 Flash Point (Closed Cup) : ºF Operating Design F Flush Cleanout MW 1 48"x48" 125# R. F.
31 Negative Pressure oz/in.2 0.00 0.50 G Stilling Vent 1 6" 125# F. F.
32 Positive Pressure psig 1.00 2.00 H Temperature Indicator 1 1" 150# L. J.
33 (Hydro)test Pressure expressed in Psig ---- I Outlet Nozzle 1 8" 150# API
34 Minimum Fluid Temperature ºF -25 J Fill Nozzle 1 10" 150# L. J.
35 Maximum Fluid Temperature ºF 200 K Mixer Manway 1 30" 150# F. F.
36 Emergency Vacuum Design ? Yes Set @ 0.0.3 oz/in.2 L Water Draw Nozzle 1 4" 150# R. F.
37 METALLURGY M Top Center Vent 1 8" 150# API
38 Component Material CA, in. Remarks N1 Sample Tap 1 3/4" 150# R. F.
39 Shell & Bottom 57370 0.1250 Normalized N2 Sample Tap 1 3/4" 150# F. F.
40 Roof 516 Grade 55 0.1250 Normalized P Roof Nozzle 1 4" 150# L. J.
41 Lining/Coating D Spare 1 2" 150# API
42 150# API
43 Stress Relieve ? Yes for: 150# API
44 CONSTRUCTION/FABRICATION
45 Code (as appl.): API 650 LATEST EDITION Internals (attach separate sheet, as req'd): Others:
46 Design Specifications: Sump
47 Tank Insulation ? No Thickness : in. Seismic Zone 3 Design Wind Velocity 100 mph
48 Insulation Type: Hot Radiograph 85 % Inspection Req'd ? Yes
49 Fireproofing ? Yes Paint Spec. EmptyTank Weight lb Full of Water lb
50 Remarks
51 1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator.
52 2. Fixed cone roof with internal floating roof.
Approvals
Rev Date Description By Chk. Appr. Rev Date Description By Chk. Appr.
0 For Inquiry
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
API 650 Design Calculations
D = Normal tank diameter , in feet 50.00
H = depth of tank , in feet 32.00
Shell Design : 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 1
Sd = allowable Stress for Design condition 23,200
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,900
CA = Corrosion Allowance 0.0625
For First Course (Bottom) 516-60 Plate 0.236
td = 2.6(D)(H -1)(G)/Sd = 0.189
td =td / tt = 2.6(D)(H-1)/(St) =
td = Miniumum shell thickness, in inches = 0.230
D = Normal tank diameter , in feet = 50.00
H = depth of tank , in feet = 32.00
G = design Specific gravity of liquid = 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Second Course 516-60 Plate 0.5000
td = 2.6(D)(H -1)(G)/Sd= 0.165
td =td / tt = 2.6(D)(H-1)/(St)
td = Miniumum shell thickness, in inches 0.209
D = Normal tank diameter , in feet 50.00
H = depth of tank , in feet 28
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Third Course 516-60 Plate 0.3750
FileName: 863330215.xls
Page 2 of 8
WorkSheet: Steel Design
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
API 650 Design Calculations
Shell Design :
td = 2.6(D)(H -1)(G)/Sd= 0.196
td =td / tt = 2.6(D)(H-1)/(St) =
td = Miniumum shell thickness = 0.2365 inches
D = Normal tank diameter , in feet 94.5
H = depth of tank , in feet 18
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Fourth Course 516-60 Plate 0.2500
td = 2.6(D)(H -1)(G)/Sd= 0.081
td =td / tt = 2.6(D)(H-1)/(St)
td = Miniumum shell thickness, in inches 0.1342
D = Normal tank diameter , in feet 94.5
H = depth of tank , in feet 8
G = design Specific gravity of liquid 1
Sd = allowable Stress for Design condition 21,300
E = joint efficiency 0.85%
St = allowable stress 516-60 Hydro Test 24,000
CA = Corrosion Allowance 0.0625
For Fifth Course 516-60 Plate 0.2500
Annular Bottom Plate Thickness 0.3750
D = Diameter in Feet 50.00
H = Height in Feet 32.00
V = Volume in Cubic Feet
Tank Shell surface = p*D*H = 5,027 Ft2 of Shell surface area
Tank Roof surface = p*D2/4 = 1,963 Ft2 of Roof Area (estimated)
Tank Floor surface = p*D2/4 = 1,963 Ft2 of Bottom Floor area
FileName: 863330215.xls
Page 3 of 8
WorkSheet: Steel Design
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Per API 650 (Appendix E)
Tank is unanchored, use equations pertaining to unanchored tanks,
for seismic loading.
DATA GIVEN:
Seismic Zone; 3
Zone Coefficient Z= 0.3
Importance Factor I = 1.0
Diameter of Tank D= 94.5
Height of Liquid Content (Design) H= 44.5
Shell Height Hs = 48
Design Specific Gravity G= 0.79
Thickness of Bottom PL Under Shell tb = 0.3750
Yeild Strength of Bottom PL Fby = 36,000 PSI
Weight of Shell Ws = 221 Kips
Weight of Roof + Live Load = 107.4 + 210.4 Wy = 317.8 Kips
Weight of Product PI()/4(94.5)2 (44.5)(.79)(62.4) Wt = 15,386 Kips
CALCULATIONS:
Seismic Coefficients:
Xs = 19.685 Ft
C1 = 0.60
D/H = 2.12
Per Fig. E-2
W1 / Wt = 0.535 W1 = 8,231
W2 / Wt = 0.45 W2 = 6,924
Per Fig. E-3
X1 /H = 0.375 X1 = 16.7
X2 /H = 0.59 X2 = 26.3
Per Fig. E-4
K = 0.6
Lateral Force Coefficients: E-3.3
T =K (D 0.5 ) =.6 *(94.5 0.5) = 5.83 Seconds
If Greater Than 4.5 seconds 3.375 (s/T2) = 3.375*1.5/5.832 = 0.149 Seconds
FileName: 863330215.xls
Page 4 of 8
WorkSheet: Foundation Design - 1
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Seismic Loads:
M = (Z)(I) { (C1)(Ws)(Xs)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(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 1031.676 1888 kips
Reistance to Overturning:( E.4.1) API 650
WL = 7.9tb Ö Fby G H (G18)*(G16)*(G14)/(G13)2 ) 3,333 # / ft
1265580 1125
Constant = 7.9
3,333 # / ft Not to exceed 1.25*GHD 4153 # / ft
USE 4153 # / ft
Shell Compression: Per E-5
M= 36415 ft-kips
Wt + WL = 583.8 / (PI()*94.5) + 4.153 6 Kips
M / D2 (Wt + WL) (G76)/(G13)2(6.12)
36415 54653 0.666 > 0.785
b = 1.815+1.273*36415/94.5^2 b = 7.0
Max. Longitudinal Compressive Force 7.0
UnAnchored Longitudinal Compressive Stress
7000 / 6 1167
Allowable Longitudinal Compressive Stress
GHD2/t2 1.255 * 106 = Fa=106 (t) / D = 5.29 Kips
Anchorage Not Required
FileName: 863330215.xls
Page 5 of 8
WorkSheet: Foundation Design - 1
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
FOUNDATION DESIGN:
Max. Overturning Moment Due To Seismic Loads. 36,415 Kips
Compression or Tension Due To Moment: 5.19 kpf
Seismic Base Shear: 0.27 kips
RINGWALL DESIGN:
Use Following Weight Values for Materials
Wt. of Steel 490lb/ft3
Wt. Of Compacted Soil 110 lb/ft3
Wt. Of Concrete Wall 150 lb/ft3
Wt. Of Product in Tank 50 lb/ft3
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 4,869 kips
Hoop Tension:
1/2FD= 1/2(4869)(94.5) 230 kips
As= 231/24.0 10 in.
USE - 6 # 9 Bars Ea. Face
USE - # 4 Bars at 12" on Center
Minimum RingWall Thickness:
T = 2W / g *p*h - 2h ( gc - gso) W = 1100
(2)(1100)/50(44.5)-2(6.0)(150-110) 1.26
Use 16" Thick Concrete Wall
12"
Top of Ground Elevation
16"
48"
12"
FileName: 863330215.xls
Page 6 of 8
WorkSheet: Foundation Design - 2
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
Concrete Tensile Stress:
fct = c(Es)(As)+T / Ac + n (As)
.0003(29*106)(10)+231000/(16*72)+(9*10)
318000 1242 256 psi
.15(3000) 450 psi
OK
Soil Bearing:
Try 3'- 6" Footing
Weight. of Wall = 1.33*5.0*.150 1.0 kips
Weight of Footing = 3.5*1.0*.150 0.525 kips
Weight of Fill = 2.17*4.0*.110 0.95 kips
2.48 kips
Case 1
Load from Shell + Roof + Live Load = 1.1 kips
Weight of Wall +Footing + Fill = 2.48 kips
Bearing Pressure = 3.58/3.50 1.0 kips
Case 2
Dead + Live Load + Earthquake Load =
P = 3.58 + 5.19 = 8.77 kips
H= 0.270 kips
Moment at Base of Footing = .270(6.0) 1.62 kips
Bearing Pressure Under Footing =
8.77/3.5*1 2.51 kips
2.51+.79 3.30 kips
Allowable Pressure = 3.0*1.33 3.99
OK
USE -4 # 9 Bars in Footing
USE - # 4 Bars at 12" Horizontal
FileName: 863330215.xls
Page 7 of 8
WorkSheet: Foundation Design - 2
March 12, 2002
Art Montemayor API 650 Storage Tank
Rev: 0
DETAILED FOUNDATION DESIGN:
47" - 3"
Center Line of Tank
Slope 1" per ft.
12"
6 # 9 Bars Each Face Eq. Spaced
10" Pad of Sand 10"
Well-Compacted Gravel
95% Compacted
50 / 100 % Passing # 4 Sieve
# 4 Bars 12" O/C Each Face
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:
FileName: 863330215.xls
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WorkSheet: Foundation Design - 3
