API 650 Tank Design Calculation

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