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STORAGE TANK SPECIFICATION Sheet 1 (English Units) Project No. 1952.00 1 Service : CRUDE OIL Storage Equipment No. T-400 & T- 2 Location : Unit : Kirwin Design Engineer : 3 Manufacturer Model Mfr Ref. No. No. Req'd : 4 P&ID No. PID115-EPF-01-112A1 Plot Plan No. : Other Ref. Dwg No. : 5 6 7 8 9 10 11 12 13 ### Ft 14 15 ### Ft 16 17 18 19 20 21 22 23 24 Shell Diamete 50.00 Feet Shell Height 32.00 Feet Nominal Volume : 11,191 Barrels 25 Roof Type : Cone Bottom Floor Type Sloped 26 OPERATING/DESIGN DATA NOZZLES/CONNECTIONS 27 Fluid Stored CRUDE OIL Sp. Gr. : 0.7900 Mark Service Qty Size Rating 28 This Tank Service is considere Cyclic A Roof Manway 2 24" 150# 29 Vapor Pressure @ Max. Operating Temperature 5.5 psia E Shell Manway 2 24" 125# 30 Flash Point (Closed Cup ºF Operating Design F Flush Cleanout MW 1 48"x48" 125# 31 Negative Pressure oz/in.2 0.00 0.50 G Stilling Vent 1 6" 125# 32 Positive Pressure psig 1.00 2.00 H Temperature Indicator 1 1" 150# 33 (Hydro)test Pressure expressed in Psi ---- I Outlet Nozzle 1 8" 150# 34 Minimum Fluid Temperature ºF -25 J Fill Nozzle 1 10" 150# 35 Maximum Fluid Temperature ºF 200 K Mixer Manway 1 30" 150# 36 Emergency Vacuum Design ? Yes Set @ 0.0.3 oz/in.2 L Water Draw Nozzle 1 4" 150# 37 METALLURGY M Top Center Vent 1 8" 150# 38 Component Material CA, in. Remarks N1 Sample Tap 1 3/4" 150# 39 Shell & Bottom 57370 0.1250 Normalized N2 Sample Tap 1 3/4" 150# 40 Roof 516 Grade 55 0.1250 Normalized P Roof Nozzle 1 4" 150# 41 Lining/Coating D Spare 1 2" 150# 42 150# 43 Stress Relieve ? Yes for: 150# 44 CONSTRUCTION/FABRICATION 45 Code (as appl.): API 650 LATEST EDITION Internals (attach separate sheet, as Others: 46 Design Specifications: Sump 47 Tank Insulation ? No Thickness : in. Seismic Zone 3 Design Wind Velocity 100 48 Insulation Type: Hot Radiograph 85 % Inspection Req'd Yes 49 Fireproofing Yes Paint Spec EmptyTank Weight lb Full of Water 50 Remarks 51 52 2. Fixed cone roof with internal floating roof. Approvals Rev Date Description By Chk. Appr. Rev Date Description By Chk. 0 For Inquiry 1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator. 48" X 48" FLUSH CLEANOUT F A M P G K D E L E H N2 N1 J I

API 650 Tank Design Calculation

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Project No.1 Service : 2 Location :

1952.000 T-400 & T-405No. Req'd :

CRUDE OIL StorageUnit :

Equipment No. :

KirwinMfr Ref. No. :

Design Engineer :

Model : 3 Manufacturer : 4 P&ID No. PID115-EPF-01-112A1 Plot Plan No. : 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Shell Diameter : 25 Roof Type : 26

Two

Other Ref. Dwg No. :

A

P

M G

50.00 Ft H 32.00 Ft E L F N150.00 ConeFeet Shell Height : 48" X 48" FLUSH CLEANOUT

K

E D

N232.00

JFeet

INominal Volume :

11,191

Barrels

Bottom Floor Type: Sp. Gr. : Cyclic

SlopedNOZZLES/CONNECTIONS Qty 2 2 1 1 1 1 1 1 1 1 1 1 1 1 Size 24" 24" 48"x48" 6" 1" 8" 10" 30" 4" 8" 3/4" 3/4" 4" 2"

OPERATING/DESIGN DATA

CRUDE OIL 27 Fluid Stored : This Tank Service is considered: 28

0.7900

Mark A E F G H I J K L M N1 N2 P D

Service Roof Manway Shell Manway Flush Cleanout MW Stilling Vent Temperature Indicator Outlet Nozzle Fill Nozzle Mixer Manway Water Draw Nozzle Top Center Vent Sample Tap Sample Tap Roof Nozzle Spare

psia 5.5 29 Vapor Pressure @ Max. Operating Temperature Design 30 Flash Point (Closed Cup) : F Operating 31 Negative Pressure 32 Positive Pressure oz/in.2 psig F F Yes Set @ CA, in. 0.1250 0.1250 0.0.3 0.00 1.00 0.50 2.00

33 (Hydro)test Pressure expressed in Psig 34 Minimum Fluid Temperature 35 Maximum Fluid Temperature 36 Emergency Vacuum Design ? 37 38 Component 39 Shell & Bottom 40 Roof 41 Lining/Coating 42 43 Stress Relieve ? 44 45 Code (as appl.): 46 Design Specifications: 47 Tank Insulation ? 48 Insulation Type: 49 Fireproofing ? 50 Remarks 51 52 No Hot Yes for: Material 57370 516 Grade 55

----25 200oz/in.2

METALLURGY Remarks Normalized Normalized

Rating 150# 125# 125# 125# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150# 150#Others: 100 Yes

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 EDITIONThickness : Paint Spec. in.

Internals (attach separate sheet, as req'd): Sump Seismic Zone Radiograph 85 EmptyTank Weight

3

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

mph lb

Yes

1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator. 2. Fixed cone roof with internal floating roof.

ApprovalsRev 0 Date Description For Inquiry By Chk. Appr. Rev Date Description By Chk. Appr.

Rev. No.

STORAGE TANK SPECIFICATION (English Units)

Sheet

1 of 1

Art Montemayor

API 650 Storage Tank

API 650 Design CalculationsD = Normal tank diameter , in feet H = depth of tank , in feet Shell Design : 50.00 32.00

March 12, 2002 Rev: 0

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 Sd = allowable Stress for Design condition E = joint efficiency St = allowable stress 516-60 Hydro Test CA = Corrosion Allowance For First Course (Bottom) 516-60 Plate td = 2.6(D)(H -1)(G)/Sd = 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 stress516-60 Hydro Test CA = Corrosion Allowance For Second Course 516-60 Plate td = 2.6(D)(H -1)(G)/Sd= 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 0.209 50.00 28 1 21,300 0.85% 24,000 0.0625 0.3750 0.230 50.00 32.00 1 21,300 0.85% 24,000 0.0625 0.5000 0.165 1 23,200 0.85% 24,900 0.0625 0.236 0.189

Page 2 of 8

FileName: 131317861.xls.ms_office WorkSheet: Steel Design

Art Montemayor

API 650 Storage Tank

March 12, 2002 Rev: 0

API 650 Design CalculationsShell Design : td = 2.6(D)(H -1)(G)/Sd= 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 td = 2.6(D)(H -1)(G)/Sd= 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 Annular Bottom Plate Thickness D = Diameter in Feet H = Height in Feet V = Volume in Cubic Feet Tank Shell surface = Tank Roof surface = Tank Floor surface = 50.00 32.00 0.1342 94.5 8 1 21,300 0.85% 24,000 0.0625 0.2500 0.3750 0.2365 inches 94.5 18 1 21,300 0.85% 24,000 0.0625 0.2500 0.081 0.196

p*D*H = p*D2/4 = p*D2/4 =

2 5,027 Ft of Shell surface area 2 1,963 Ft of Roof Area (estimated) 2 1,963 Ft of Bottom Floor area

Page 3 of 8

FileName: 131317861.xls.ms_office WorkSheet: Steel Design

Art Montemayor FOUNDATION DESIGN: Per API 650 (Appendix E)

API 650 Storage Tank

March 12, 2002 Rev: 0

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 CALCULATIONS: Seismic Coefficients: Xs = C1 = D/H = Per Fig. E-2 W1 / Wt = W2 / Wt = Per Fig. E-3 X1 /H = X2 /H = Per Fig. E-4 K = 0.6 Lateral Force Coefficients: T =K (D 0.5 ) =.6 *(94.5 0.5) = If Greater Than 4.5 seconds 3.375 (s/T2) = 3.375*1.5/5.832 = E-3.3 5.83 Seconds 0.149 Seconds 0.375 0.59 X1 = X2 = 16.7 26.3 0.535 0.45 W1 = W2 = 8,231 6,924 19.685 Ft 0.60 2.12 3 0.3 1.0 94.5 44.5 48 0.79 0.3750 36,000 221 317.8 15,386 PSI Kips Kips Kips

Z= I = D= H= Hs = G= tb = Fby = Ws = Wy = Wt =

Page 4 of 8

FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 1

Art Montemayor FOUNDATION DESIGN: Seismic Loads:

API 650 Storage Tank

March 12, 2002 Rev: 0

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 Reistance to Overturning:( E.4.1) API 650W L = 7.9tb Fby G H (G18)*(G16)*(G14)/(G13)2 )

1031.676

1888 kips

3,333 1125

# / ft

Constant = 3,333 # / ft

1265580 7.9 Not to exceed 1.25*GHD

4153 USE 4153

# / ft # / ft

Shell Compression: Per E-5 M= 36415 ft-kips 6 Kips

Wt + W L = 583.8 / (PI()*94.5) + 4.153 M / D2 (Wt + W L) (G76)/(G13)2(6.12) 36415 b = 1.815+1.273*36415/94.5^2 Max. Longitudinal Compressive Force UnAnchored Longitudinal Compressive Stress 7000 / 6 Allowable Longitudinal Compressive Stress GHD2/t2 1.255 * 106 = Fa=106 (t) / D = Anchorage Not Required 54653 b =

0.666 > 0.785 7.0 7.0

1167 5.29 Kips

Page 5 of 8

FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 1

Art Montemayor

API 650 Storage Tank

FOUNDATION DESIGN:Max. Overturning Moment Due To Seismic Loads. Compression or Tension Due To Moment: Seismic Base Shear: RINGWALL DESIGN: Use Following Weight Values for Materials 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 Hoop Tension: 1/2FD= 1/2(4869)(94.5) As= 231/24.0 USE - 6 # 9 Bars Ea. Face USE - # 4 Bars at 12" on Center Minimum RingWall Thickness: T = 2W / g *p*h - 2h ( gc - gso) (2)(1100)/50(44.5)-2(6.0)(150-110) W = 1100 230 kips 10 in. 490lb/ft3 110 lb/ft3 150 lb/ft3 50 lb/ft3 36,415 Kips 5.19 kpf 0.27 kips

March 12, 2002 Rev: 0

4,869 kips

1.26 Use 16" Thick Concrete Wall

12" Top of Ground Elevation 16" 48"

12"

Page 6 of 8

FileName: 131317861.xls.ms_office WorkSheet: Foundation Design - 2

Art Montemayor

API 650 Storage Tank

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) 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 256 psi 450 psi OK

Case 1 Load from Shell + Roof + Live Load = Weight of Wall +Footing + Fill = Bearing Pressure = Case 2 Dead + Live Load + Earthquake Load = P = 3.58 + 5.19 = H= Moment at Base of Footing = 8.77 kips 0.270 kips 1.62 kips 3.58/3.50 1.1 kips 2.48 kips 1.0 kips

.270(6.0)

Bearing Pressure Under Footing = 8.77/3.5*1 2.51+.79 Allowable Pressure = 3.0*1.33

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: 131317861.xls.ms_office WorkSheet: Foundation Design - 2

Art Montemayor DETAILED FOUNDATION DESIGN:

API 650 Storage Tank

March 12, 2002 Rev: 0

47" - 3"

Center Line of Tank

Slope 1" per ft.

6 # 9 Bars Each Face Eq.

12"

10" Pad of Sand Well-Compacted Gravel 95% Compacted 50 / 100 % Passing # 4 Sieve # 4 Bars 12" O/C Each Face

10"

4'-0"

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: 131317861.xls.ms_office WorkSheet: Foundation Design - 3