STORAGE TANK SPECIFICATION (English Units)
Sheet
CRUDE OIL Storage
1 Service : 2 Location :
Kirwin
Unit :
3 Manufacturer :
Model :
PID115-EPF-01-112A1
4 P&ID No.
1 of 1
Project No.
1952.000
Equipment No. :
T-400 & T-405
Rev. No.
Design Engineer :
Mfr Ref. No. : Plot Plan No. :
Two
No. Req'd :
Other Ref. Dwg No. :
5 6 7 8
M
P
A
9
G
10 11 12
50.00 Ft
13 14
H
32.00 Ft
15 16
48" X 48" FLUSH CLEANOUT
E
17
L
19
E
K
18
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 :
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" 4"
----
33 (Hydro)test Pressure expressed in Psig 34 Minimum Fluid Temperature
ºF
35 Maximum Fluid Temperature
ºF
36 Emergency Vacuum Design ? 37
Yes
-25 200 Set @
0.0.3
oz/in.2
METALLURGY
38
Component
40 Roof
L
Water Draw Nozzle
1
M
Top Center Vent
1
8"
Sample Tap
1
3/4"
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
Barrels
Sloped
OPERATING/DESIGN DATA
27 Fluid Stored :
11,191
Nominal Volume :
Bottom Floor Type:
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 ?
No
48 Insulation Type: 49 Fireproofing ?
Thickness :
in.
Hot
Yes
Others:
Sump 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 =
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 = 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: 58389297.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 =
0.2365 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
94.5 18 1 21,300 0.85%
For Fourth Course 516-60 Plate
0.2500
24,000 0.0625
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 CA = Corrosion Allowance
94.5 8 1 21,300 0.85%
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
24,000 0.0625
0.3750 50.00 32.00
Tank Shell surface =
π∗D*H =
5,027 Ft2 of Shell surface area
Tank Roof surface =
π∗D2/4 =
1,963 Ft2 of Roof Area (estimated)
Tank Floor surface =
π∗D2/4 =
1,963 Ft2 of Bottom Floor area
Page 3 of 8
FileName: 58389297.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
Z= I = D= H= Hs = G= tb =
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)
Fby = Ws = Wy = Wt =
3 0.3 1.0 94.5 44.5 48 0.79 0.3750 36,000 PSI 221 Kips 317.8 Kips 15,386 Kips
CALCULATIONS: Seismic Coefficients: Xs = C1 = D/H =
19.69 Ft 0.60 2.12
0.54
W1 =
8,231
0.45
W2 =
6,924
X1 /H =
0.38
X1 =
16.7
X2 /H =
0.59
X2 =
26.3
Per Fig. E-2 W1 / Wt = 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: 58389297.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)(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
1031.68
1888 kips
Reistance to Overturning:( E.4.1) API 650 WL = 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 + WL = 583.8 / (PI()*94.5) + 4.153 M / D2 (Wt + WL)
(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: 58389297.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(γ*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 / γ *p*h - 2h ( γc - γso)
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: 58389297.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 kips 0.525 kips 0.95 kips 2.48 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: 58389297.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
Slope 1" per ft.
12"
10"
10" Pad of Sand Well-Compacted Gravel 95% Compacted 50 / 100 % Passing # 4 Sieve 6 # 9 Bars Each Face Eq. Spaced
4'0"
# 4 Bars 12" O/C Each Face
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: 58389297.xls WorkSheet: Foundation Design - 3
