API 650 Tank Design Calculation

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