tangki.xls

Sheet

CRUDE OIL Storage

1 Service : 2 Location :

Kirwin

Unit :

Model : 3 Manufacturer : 4 P&ID No. PID115-EPF-01-112A1 Plot Plan 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. :

Two

No. Req'd :

Other Ref. Dwg No. :

5 6 7 8 9

M

P

A

G

10 11 12

67.00 Ft

13 14

H

48.00 Ft

15

48" X 48" FLUSH CLEANOUT

16

E

17 19

L

E

K

18

F

20

D

21 22

N1

23

N2

Shell Height : 67.00 Feet 24 Shell Diameter : Roof Type : Floating 25 OPERATING/DESIGN DATA 26 CRUDE OIL 27 Fluid Stored : This Tank Service is considered: 28

48.00

Feet

Nominal Volume :

Bottom Floor Type:

30,141

Barrels

Sloped NOZZLES/CONNECTIONS

0.7900

Sp. Gr. :

I

J

Cyclic

Mark

Service

Qty

Size

A

Roof Manway

2

24"

psia 5.5 29 Vapor Pressure @ Max. Operating Temperature Design 30 Flash Point (Closed Cup) : ºF Operating

E

Shell Manway

2

24"

F

Flush Cleanout MW

1

48"x48"

31 Negative Pressure 32 Positive Pressure

oz/in.2

0.00

0.50

G

Stilling Vent

1

6"

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 35 Maximum Fluid Temperature 36 Emergency Vacuum Design ?

----25 200

ºF ºF

Yes

Set @

0.0.3

oz/in.2

METALLURGY

37 Component

38

39 Shell & Bottom 40 Roof

Material

CA, in.

Remarks

N1

283 Grade C

0.1250

Normalized

N2

Sample Tap

1

3/4"

283 Grade C

0.1250

Normalized

P

Roof Nozzle

1

4"

D

Spare

1

2"

41 Lining/Coating 42 43 Stress Relieve ?

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

44

API 650 LATEST EDITION

45 Code (as appl.): 46 Design Specifications: 47 Tank Insulation ? 48 Insulation Type: 49 Fireproofing ? 50 Remarks

Internals (attach separate sheet, as req'd):

No

Thickness :

in.

Hot

Yes

Others:

Sump Radiograph Paint Spec.

3

Seismic Zone 85

EmptyTank Weight

51

1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator.

52

2. Fixed cone roof with internal floating roof.

Design Wind Velocity % Inspection Req'd ? Full of Water lb

100

mph

Yes lb

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

67.00

H = depth of tank , in feet

48.00

FROM ( BOTTOM COURSE) PLATE TO (TOP COURSE) PLATE td = 2.6(D)(H -1)(G)/Sd=

0.353 in. Wall Thickness

Miniumum shell thickness, in inches, td = td / tt = 2.6(D)(H-1)/(St) td = 0.391 in. (Includes Corrosion Allowance) 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

1 23,200 0.85% 24,900 0.0625

For First Course (Bottom) 516-60 Plate

0.415

td = 2.6(D)(H -1)(G)/Sd =

0.384

td =td / tt = 2.6(D)(H-1)/(St) = td = Miniumum shell thickness, in inches =

0.404

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 CA = Corrosion Allowance

67.00 48.00 1 21,300 0.85% 24,000 0.0625

For Second Course 516-60 Plate

0.5000

td = 2.6(D)(H -1)(G)/Sd=

0.221

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 CA = Corrosion Allowance For Third Course 516-60 Plate

0.258 67.00 28 1 21,300 0.85% 24,000 0.0625 0.3750

Page 2 of 8

FileName: 254694891.xls.ms_office WorkSheet: Steel Design

Art Montemayor

March 12, 2002 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 = 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 For Fourth Course 516-60 Plate

0.2365 inches 94.5 18 1 21,300 0.85% 24,000 0.0625 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 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 For Fifth Course 516-60 Plate

94.5 8 1 21,300 0.85% 24,000 0.0625 0.2500

Annular Bottom Plate Thickness D = Diameter in Feet H = Height in Feet V = Volume in Cubic Feet

0.1342

0.3750 67.00 48.00

Tank Shell surface =

p*D*H =

Tank Roof surface =

p*D2/4 =

2 3,526 Ft of Roof Area (estimated)

Tank Floor surface =

p*D2/4 =

2 3,526 Ft of Bottom Floor area

2 10,103 Ft of Shell surface area

Page 3 of 8

FileName: 254694891.xls.ms_office WorkSheet: Steel Design

Art Montemayor

March 12, 2002 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; 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 PI()/4(94.5)2 (44.5)(.79)(62.4) Weight of Product

Z= I = D= H= Hs = G= tb =

3 0.3 1.0 94.5 44.5 48 0.79 0.3750

Fby = Ws = Wy = Wt =

36,000 221 317.8 15,386

Xs = C1 = D/H =

19.685 Ft 0.60 2.12

PSI Kips Kips Kips

CALCULATIONS: Seismic Coefficients:

Per Fig. E-2 W1 / Wt =

0.535

W1 =

8,231

W2 / Wt =

0.45

W2 =

6,924

X1 /H =

0.375

X1 =

16.7

X2 /H =

0.59

X2 =

26.3

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: 254694891.xls.ms_office WorkSheet: Foundation Design - 1

Art Montemayor

March 12, 2002 Rev: 0


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)

6 Kips

(G76)/(G13)2(6.12) 36415

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


Art Montemayor

March 12, 2002 Rev: 0


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 490lb/ft3 110 lb/ft3 150 lb/ft3 50 lb/ft3

Wt. of Steel Wt. Of Compacted Soil Wt. Of Concrete Wall Wt. Of Product in Tank 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"

Page 6 of 8


Art Montemayor

March 12, 2002 Rev: 0


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


Art Montemayor DETAILED FOUNDATION DESIGN:

March 12, 2002 Rev: 0


47" - 3"

Center Line of Tank

4'-0"

12"

6 # 9 Bars Each Face Eq.

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


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