Sheet
CRUDE OIL Storage
1 Service : 2 Location :
Kirwin
Unit :
3 Manufacturer :
Model :
PID115-EPF-01-112A1
4 P&ID No.
1 of 1 Rev. No.
STORAGE TANK SPECIFICATION (English Units) Project No.
1952.000
Equipment No. :
T-400 & T-405
Design Engineer :
Mfr Ref. No. : Plot Plan No. :
Two
No. Req'd :
Other Ref. Dwg No. :
5 6 7 8 9 10
M
P
A
G
11 12
50.00 Ft
13 14
H
32.00 Ft
15 16
48" X 48" FLUSH CLEANOUT
E
17 18
L
19
E
K
F
D
20 21
N1
22
N2
I
J
23
50.00 Cone
24 Shell Diameter : 25 Roof Type : 26
Feet
32.00 Feet
Shell Height :
Bottom Floor Type:
CRUDE OIL
NOZZLES/CONNECTIONS
0.7900
Sp. Gr. :
28 This Tank Service is considered:
Cyclic
5.5
29 Vapor Pressure @ Max. Operating Temperature 30 Flash Point (Closed Cup) :
ºF
psia
Mark
Service
Qty
Size
A
Roof Manway
2
24"
E
Shell Manway
2
24"
Operating
Design
F
Flush Cleanout MW
1
48"x48"
31 Negative Pressure
oz/in.2
0.00
0.50
G
Stilling Vent
1
6"
32 Positive Pressure
psig
1.00
2.00
H
Temperature Indicator
1
1"
I
Outlet Nozzle
1
8"
J
Fill Nozzle
1
10"
K
Mixer Manway
1
30"
L
Water Draw Nozzle
1
4"
M
Top Center Vent
1
8"
Sample Tap
1
3/4"
----
33 (Hydro)test Pressure expressed in Psig 34 Minimum Fluid Temperature
ºF
36 Emergency Vacuum Design ? 37
-25 200
ºF
35 Maximum Fluid Temperature Yes
Set @
0.0.3
oz/in.2
METALLURGY
38
Component
Material
CA, in.
Remarks
N1
57370
0.1250
Normalized
N2
Sample Tap
1
3/4"
516 Grade 55
0.1250
Normalized
P
Roof Nozzle
1
4"
D
Spare
1
2"
39 Shell & Bottom 40 Roof
Barrels
Sloped
OPERATING/DESIGN DATA
27 Fluid Stored :
11,191
Nominal Volume :
41 Lining/Coating 42 43 Stress Relieve ? 44
Yes
for:
Rating 150# 125# 125# 125# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150#
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 EDITION
45 Code (as appl.):
Internals (attach separate sheet, as req'd):
46 Design Specifications: 47 Tank Insulation ? 49 Fireproofing ?
Sump No
48 Insulation Type:
Thickness :
in.
Hot
Yes
Others:
Radiograph Paint Spec.
3
Seismic Zone 85
EmptyTank Weight
Design Wind Velocity % Inspection Req'd ? lb
100
mph
Yes
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 0
Date
Description For Inquiry
By
Chk.
Appr.
Rev
Date
Description
By
Chk.
Appr.
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
API 650 Design Calculations
Shell Design :
D = Normal tank diameter , in feet
50.00
H = depth of tank , in feet
32.00
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 = 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
0.224 in. (Includes Corrosion Allowance) 1 23,200 0.85% 24,900 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 = 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
50.00 32.00 1 21,300 0.85%
CA = Corrosion Allowance
24,000 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 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
0.209 50.00 28 1 21,300 0.85%
CA = Corrosion Allowance
24,000 0.0625
For Third Course 516-60 Plate
0.3750
Page 2 of 8
FileName: 272625892.xls WorkSheet: Steel Design
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
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 = 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
0.2365 inches 94.5 18 1 21,300 0.85%
CA = Corrosion Allowance
24,000 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 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
94.5 8 1 21,300 0.85%
CA = Corrosion Allowance
24,000 0.0625
For Fifth Course 516-60 Plate
0.2500
Annular Bottom Plate Thickness D = Diameter in Feet H = Height in Feet V = Volume in Cubic Feet
0.3750 50.00 32.00
Tank Shell surface =
D*H =
5,027 Ft2 of Shell surface area
Tank Roof surface =
D2/4 =
1,963 Ft2 of Roof Area (estimated)
Tank Floor surface =
D2/4 =
1,963 Ft2 of Bottom Floor area
Page 3 of 8
FileName: 272625892.xls WorkSheet: Steel Design
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
FOUNDATION DESIGN: Per API 650 (Appendix E) 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 Weight of Product PI()/4(94.5)2 (44.5)(.79)(62.4)
3 0.3 1.0 94.5 44.5 48 0.79
Z= I = D= H= Hs = G= tb =
0.3750
Fby = Ws = Wy = Wt =
36,000 221 317.8 15,386
Xs = C1 =
19.685 Ft 0.60 2.12
PSI Kips Kips Kips
CALCULATIONS: Seismic Coefficients:
D/H = Per Fig. E-2 W1 / Wt =
0.535
W1 =
8,231
0.45
W2 =
6,924
X1 /H =
0.375
X1 =
16.7
X2 /H =
0.59
X2 =
26.3
W2 / Wt = Per Fig. E-3
Per Fig. E-4 K = 0.6 Lateral Force Coefficients:
E-3.3
T =K (D 0.5 ) =.6 *(94.5 0.5) = If Greater Than 4.5 seconds
5.83 Seconds 3.375 (s/T2) = 3.375*1.5/5.832 =
Page 4 of 8
0.149 Seconds
FileName: 272625892.xls WorkSheet: Foundation Design - 1
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
FOUNDATION DESIGN: Seismic Loads: 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 1031.676
1888 kips
Reistance to Overturning:( E.4.1) API 650 W L = 7.9tb Fby G H
(G18)*(G16)*(G14)/(G13)2 )
1265580 7.9
Constant = 3,333
# / ft
3,333
# / ft
4153
# / ft
4153
# / ft
1125
Not to exceed 1.25*GHD USE
Shell Compression: Per E-5 M=
36415 ft-kips
Wt + W L = 583.8 / (PI()*94.5) + 4.153 M / D2 (Wt + W L)
(G76)/(G13)2(6.12) 36415
6 Kips
54653
b = 1.815+1.273*36415/94.5^2
0.666 > 0.785 b =
Max. Longitudinal Compressive Force
7.0 7.0
UnAnchored Longitudinal Compressive Stress 7000 / 6 Allowable Longitudinal Compressive Stress GHD2/t2 1.255 * 106 = Fa=106 (t) / D = Anchorage Not Required
Page 5 of 8
1167 5.29 Kips
FileName: 272625892.xls WorkSheet: Foundation Design - 1
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
FOUNDATION DESIGN: Max. Overturning Moment Due To Seismic Loads. Compression or Tension Due To Moment: Seismic Base Shear:
36,415 Kips 5.19 kpf 0.27 kips
RINGWALL DESIGN: Use Following Weight Values for Materials Wt. of Steel Wt. Of Compacted Soil Wt. Of Concrete Wall Wt. Of Product in Tank
490lb/ft3 110 lb/ft3 150 lb/ft3 50 lb/ft3
Horizontal Pressure on Ring Wall: F=Kah(*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 / *p*h - 2h ( c - so)
W = 1100
(2)(1100)/50(44.5)-2(6.0)(150-110)
12"
1.26 Use 16" Thick Concrete Wall
Top of Ground Elevation
16" 48"
12"
Page 6 of 8
FileName: 272625892.xls WorkSheet: Foundation Design - 2
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
Concrete Tensile Stress: fct = c(Es)(As)+T / Ac + n (As) .0003(29*106)(10)+231000/(16*72)+(9*10) 318000 1242 .15(3000)
256 psi 450 psi OK
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
Case 1 Load from Shell + Roof + Live Load = Weight of Wall +Footing + Fill = Bearing Pressure =
3.58/3.50
1.1 kips 2.48 kips 1.0 kips
Case 2 Dead + Live Load + Earthquake Load = P = 3.58 + 5.19 = H= Moment at Base of Footing =
.270(6.0)
Bearing Pressure Under Footing = 8.77/3.5*1 2.51+.79 Allowable Pressure = 3.0*1.33
8.77 kips 0.270 kips 1.62 kips
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: 272625892.xls WorkSheet: Foundation Design - 2
Art Montemayor
March 12, 2002 Rev: 0
API 650 Storage Tank
DETAILED FOUNDATION DESIGN:
47" - 3"
Center Line of Tank
4'0"
12"
6 # 9 Bars Each Face Eq. Spaced
Slope 1" per ft.
10"
10" Pad of Sand Well-Compacted Gravel 95% Compacted 50 / 100 % Passing # 4 Sieve # 4 Bars 12" O/C Each Face
95 % Compacted Subgrade or fill Material
12"
1'-4" Wall
(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: 272625892.xls WorkSheet: Foundation Design - 3
