Sheet 1 of 1(English Units) 1 2 3 4 5 6 7 8 9 10 11 12 13 Ft 14 15 Ft 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ºF 31 32 33 34 ºF 35 ºF 36 37 38 39 40 41 42 43 44 45 46 47 48 % 49 lb lb 50 51 52 Rev Date Description By Chk. Rev Date Description By Chk. STORAGE TANK SPECIFICATION Stress Relieve ? Yes Plot Plan No. : P&ID No. psig oz/in.2 Set @ Shell Manway Flush Cleanout MW CONSTRUCTION/FABRICATION Sump Internals (attach separate sheet, as req'd): Design Wind Velocity Design Specifications: No Paint Spec. Fireproofing ? Yes F. F. 85 Radiograph Inspection Req'd ? Yes Hot API 650 LATEST EDITION in. 1 OPERATING/DESIGN DATA oz/in.2 NOZZLES/CONNECTIONS 0.7900 Sp. Gr. : Size Rating Qty 4" 8" 3/4" 3/4" 4" 2" F. F. F. F. R. F. API 48"x48" 1" 10" 150# 8" 30" Shell & Bottom Roof L. J. R. F. R. F. F. F. L. J. API L. J. R. F. K Operating Design P M H Emergency Vacuum Design ? METALLURGY Remarks Service : Location : Model : Unit : F G Barrels Feet 11,191 Sloped PID115-EPF-01-112A1 32.00 Bottom Floor Type: Manufacturer : 1952.000 Fluid Stored : CRUDE OIL 0.50 Flash Point (Closed Cup) : 150# Mark A 0 Remarks Project No. Service Cone 50.00 Nominal Volume : For Inquiry 1. Items marked with an asterisk (*) to be completed by Vendor/Fabricator. 2. Fixed cone roof with internal floating roof. Appr. Mixer Manway Vapor Pressure @ Max. Operating Temperature psia Two CA, in. ---- Minimum Fluid Temperature (Hydro)test Pressure expressed in Psig 0.0.3 Fill Nozzle Sample Tap Stilling Vent Temperature Indicator Outlet Nozzle Positive Pressure Yes Material 200 -25 Component 150# 150# Maximum Fluid Temperature Roof Nozzle N1 N2 Water Draw Nozzle Top Center Vent 0.1250 0.1250 for: 57370 Normalized Normalized API Lining/Coating 1 Spare D Others: mph 100 Thickness : 150# 150# Face Feet 5.5 Sample Tap I J L 1 1 1 2 2 1 1 1 1 1 Design Engineer : T-400 & T-405 Equipment No. : No. Req'd : Other Ref. Dwg No. : CRUDE OIL Storage Kirwin 1 1 Mfr Ref. No. : 24" 24" 6" Roof Manway E This Tank Service is considered: Cyclic Roof Type : Shell Diameter : 50.00 Shell Height : 32.00 Approvals 125# 125# 125# 150# 150# 150# 150# 150# Negative Pressure 150# 150# API API 516 Grade 55 0.00 1.00 2.00 Appr. Tank Insulation ? Insulation Type: Code (as appl.): EmptyTank Weight Full of Water Seismic Zone 3 R e v . N o . 48" X 48" FLUSH CLEANOUT F A M P G K D E L E H N 2 N 1 J I Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 API 650 Design Calculations 50.00 32.00 0.174 in. Wall Thickness t d = 0.224 1 23,200 0.85% 24,900 0.0625 For First Course (Bottom) 516-60 Plate 0.236 0.189 0.230 50.00 32.00 1 Sd = allowable Stress for Design condition 21,300 E = joint efficiency 0.85% S t = allowable stress516-60 Hydro Test 24,000 CA = Corrosion Allowance 0.0625 For Second Course 516-60 Plate 0.5000 t d = 2.6(D)(H -1)(G)/S d = 0.165 t d =t d / t t = 2.6(D)(H-1)/(S t ) t d = Miniumum shell thickness, in inches 0.209 D = Normal tank diameter , in feet 50.00 H = depth of tank , in feet 28 G = design Specific gravity of liquid 1 Sd = allowable Stress for Design condition 21,300 E = joint efficiency 0.85% S t = allowable stress 516-60 Hydro Test 24,000 CA = Corrosion Allowance 0.0625 For Third Course 516-60 Plate 0.3750 H = depth of tank , in feet = G = design Specific gravity of liquid = CA = Corrosion Allowance t d = 2.6(D)(H -1)(G)/S d = t d =t d / t t = 2.6(D)(H-1)/(S t ) = t d = Miniumum shell thickness, in inches = E = joint efficiency t d = 2.6(D)(H -1)(G)/S d = Miniumum shell thickness, in inches, t d = t d / t t = 2.6(D)(H-1)/(S t ) in. (Includes Corrosion Allowance) S t = allowable stress 516-60 Hydro Test D = Normal tank diameter , in feet = D = Normal tank diameter , in feet H = depth of tank , in feet G = design Specific gravity of liquid Sd = allowable Stress for Design condition Shell Design : FROM ( BOTTOM COURSE) PLATE TO (TOP COURSE) PLATE Page 2 of 8 FileName: 230781857.xls.ms_office WorkSheet: Steel Design Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 API 650 Design Calculations Shell Design : 0.196 0.2365 inches D = Normal tank diameter , in feet 94.5 H = depth of tank , in feet 18 G = design Specific gravity of liquid 1 Sd = allowable Stress for Design condition 21,300 E = joint efficiency 0.85% S t = allowable stress 516-60 Hydro Test 24,000 CA = Corrosion Allowance 0.0625 For Fourth Course 516-60 Plate 0.2500 t d = 2.6(D)(H -1)(G)/S d = 0.081 t d =t d / t t = 2.6(D)(H-1)/(S t ) t d = Miniumum shell thickness, in inches 0.1342 D = Normal tank diameter , in feet 94.5 H = depth of tank , in feet 8 G = design Specific gravity of liquid 1 Sd = allowable Stress for Design condition 21,300 E = joint efficiency 0.85% S t = allowable stress 516-60 Hydro Test 24,000 CA = Corrosion Allowance 0.0625 For Fifth Course 516-60 Plate 0.2500 Annular Bottom Plate Thickness 0.3750 D = Diameter in Feet 50.00 H = Height in Feet 32.00 V = Volume in Cubic Feet p*D*H = 5,027 Ft 2 of Shell surface area p*D 2 /4 = 1,963 Ft 2 of Roof Area (estimated) p*D 2 /4 = 1,963 Ft 2 of Bottom Floor area Tank Roof surface = Tank Floor surface = t d = Miniumum shell thickness = t d = 2.6(D)(H -1)(G)/S d = t d =t d / t t = 2.6(D)(H-1)/(S t ) = Tank Shell surface = Page 3 of 8 FileName: 230781857.xls.ms_office WorkSheet: Steel Design Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 Seismic Zone; 3 Zone Coefficient Z = 0.3 Importance Factor I = 1.0 Diameter of Tank D = 94.5 Height of Liquid Content (Design) H = 44.5 Shell Height Hs = 48 Design Specific Gravity G = 0.79 Thickness of Bottom PL Under Shell t b = 0.3750 Yeild Strength of Bottom PL F by = 36,000 PSI Weight of Shell Ws = 221 Kips Weight of Roof + Live Load = 107.4 + 210.4 Wy = 317.8 Kips Weight of Product PI()/4(94.5) 2 (44.5)(.79)(62.4) Wt = 15,386 Kips Xs = 19.685 Ft C 1 = 0.60 D/H = 2.12 W 1 / W t = 0.535 W 1 = 8,231 W 2 / W t = 0.45 W 2 = 6,924 X 1 /H = 0.375 X 1 = 16.7 X 2 /H = 0.59 X 2 = 26.3 Per Fig. E-4 K = 0.6 Lateral Force Coefficients: E-3.3 T =K (D 0.5 ) =.6 *(94.5 0.5 ) = 5.83 Seconds If Greater Than 4.5 seconds 3.375 (s/T 2 ) = 3.375*1.5/5.83 2 = 0.149 Seconds DATA GIVEN: Per Fig. E-3 CALCULATIONS: Seismic Coefficients: FOUNDATION DESIGN: Per API 650 (Appendix E) Per Fig. E-2 Tank is unanchored, use equations pertaining to unanchored tanks, for seismic loading. Page 4 of 8 FileName: 230781857.xls.ms_office WorkSheet: Foundation Design - 1 Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 Seismic Loads: M = (Z)(I) { (C 1 )(Ws)(Xs)+(C 1 )(Wr)(Ht)+(C 1 )(W)(X)+(C 2 )(W 2 )(X 2 )} (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 = 7.9t b F by G H (G18)*(G16)*(G14)/(G13) 2 ) 3,333 # / ft 1265580 1125 Constant = 7.9 3,333 # / ft Not to exceed 1.25*GHD 4153 # / ft USE 4153 # / ft Shell Compression: Per E-5 M = 36415 ft-kips Wt + W L = 583.8 / (PI()*94.5) + 4.153 6 Kips M / D 2 (Wt + W L ) (G76)/(G13) 2 (6.12) 36415 54653 0.666 > 0.785 b = 1.815+1.273*36415/94.5^2 b = 7.0 Max. Longitudinal Compressive Force 7.0 UnAnchored Longitudinal Compressive Stress 7000 / 6 1167 Allowable Longitudinal Compressive Stress GHD 2 /t 2 1.255 * 10 6 = Fa=10 6 (t) / D = 5.29 Kips Anchorage Not Required FOUNDATION DESIGN: Page 5 of 8 FileName: 230781857.xls.ms_office WorkSheet: Foundation Design - 1 Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 Max. Overturning Moment Due To Seismic Loads. 36,415 Kips Compression or Tension Due To Moment: 5.19 kpf Seismic Base Shear: 0.27 kips RINGWALL DESIGN: Use Following Weight Values for Materials Wt. of Steel 490lb/ft 3 Wt. Of Compacted Soil 110 lb/ft 3 Wt. Of Concrete Wall 150 lb/ft 3 Wt. Of Product in Tank 50 lb/ft 3 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 FOUNDATION DESIGN: Use 16" Thick Concrete Wall 12" 48" 12" Top of Ground Elevation 16" Page 6 of 8 FileName: 230781857.xls.ms_office WorkSheet: Foundation Design - 2 Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 Concrete Tensile Stress: f ct = c(Es)(As)+T / Ac + n (As) .0003(29*10 6 )(10)+231000/(16*72)+(9*10) 318000 1242 256 psi .15(3000) 450 psi OK Soil Bearing: Try 3'- 6" Footing Weight. of Wall = 1.33*5.0*.150 1.0 kips Weight of Footing = 3.5*1.0*.150 0.525 kips Weight of Fill = 2.17*4.0*.110 0.95 kips 2.48 kips Case 1 Load from Shell + Roof + Live Load = 1.1 kips Weight of Wall +Footing + Fill = 2.48 kips Bearing Pressure = 3.58/3.50 1.0 kips Case 2 Dead + Live Load + Earthquake Load = P = 3.58 + 5.19 = 8.77 kips H = 0.270 kips Moment at Base of Footing = .270(6.0) 1.62 kips Bearing Pressure Under Footing = 8.77/3.5*1 2.51 kips 2.51+.79 3.30 kips Allowable Pressure = 3.0*1.33 3.99 OK USE -4 # 9 Bars in Footing USE - # 4 Bars at 12" Horizontal Page 7 of 8 FileName: 230781857.xls.ms_office WorkSheet: Foundation Design - 2 Art Montemayor API 650 Storage Tank March 12, 2002 Rev: 0 NOTES: DETAILED FOUNDATION DESIGN: 4. Maximum Deiation to be less than 1/4" overall: 3. Top of concrete to be smooth and level with 1/8" +/- in any 30 feet of circumferential length: 1. Oiled sand to be mixture of sand and liquid asphalt (mc70): 2. Use 10 gallons of asphalt per cubic yard of sand: 3' - 6" (4) # 9 Bars Eq. Spaced Center Line of Tank 47" - 3" Slope 1" per ft. 10" Pad of Sand Well-Compacted Gravel 95% Compacted 50 / 100 % Passing # 4 Sieve 95 % Compacted Subgrade or fill Material 10" 6 # 9 B a r s E a c h F a c e E q . 4 ' - 0 " 12" 1 2 " 1'-4" Wall # 4 Bars 12" O/C Each Face Page 8 of 8 FileName: 230781857.xls.ms_office WorkSheet: Foundation Design - 3