Tank Design

DESIGN OF STEEL STORAGE TANKS AS PER API 650 Inputs PLATE MATERIAL AND ALLOWABLE STRESSESPRESS CNTRL "A" FOR PROGRAM MENU Outputs

PROGRAM INPUT Plate Specs Grade Min Yield Strength Min Tensile Strength Product Design Product Hydrostatic

Material Specs HR 275 Stress Sd Stress StService Water Material Grade C 1.52439024390244 DIA IN FEET DIA IN FEET ASTM SPECIFICATION

Sp.Gr of liquid (G) 1 18000 Psi 124063234 N/m² 1.82926829268293 49.2 49.2 A 283 C 30000 Psi 55000 Psi 20000 Psi 22500 PsiCapacity ( m3 ) 1200.00 All.Design Stress (Sd) 21462 Psi 147924234 N/m² Table 3.2 Pg 3-7 DIA IN FEET MIN THK OF SHELL PLATES DIA IN FEET MIN THK OF SHELL PLATES A 285 C 30000 Psi 55000 Psi 20000 Psi 22500 Psi

Dia of tank (D) 15.000 m 49.200 ft All.Test Stress (St) 21462 Psi 147924234 N/m² Table 3.2 Pg 3-7 399.516337757014 D<50 5 D<50 0.1875 A 131 A,B,CS 34000 Psi 58000 Psi 22700 Psi 24900 Psi

Ht of tank (H) 8.000 m 26.240 ft Plate Width 2.439 m 8.000 ft 50<= D < 120 6 50<= D < 120 0.25 A 36 - 36000 Psi 58000 Psi 23200 Psi 24900 PsiType of Roof Supported Cone roof Plate Height 1.220 m 4.000 ft 0 120<= D <= 200 8 120<= D <= 200 0.3125 A 131 EH 36 51000 Psi 71000 Psi 28400 Psi 30400 Psi

Type of Bottom Cone-up Roof Plate Thk 0.236 in 6.00 mm Sec 3.10.2 D > 200 10 D > 200 0.375 A 442 55 30000 Psi 55000 Psi 20000 Psi 22500 Psi

Slope of Roof 1:16 1 : 6 For Self Supported Sec 3.4 A 442 60 32000 Psi 60000 Psi 21300 Psi 24000 Psi

Slope of Bottom 1:1000 Bottom Plate Thk w/o CA 0.394 in 10.00 mm A 573 58 32000 Psi 58000 Psi 21300 Psi 24000 PsiCorrosion Allow (CA) 3.0 mm 0.120 in Bottom Plate Thk with CA 0.394 in 10.00 mm A 573 65 35000 Psi 65000 Psi 23300 Psi 26300 Psi

Wind Velocity (V) 100 miles/hr 160920 m/sec 161 Km/hr Density of Material 7850 Kg/Cu.m 491 lbs/Cu.ft 5 A 2 A 573 70 42000 Psi 70000 Psi 28000 Psi 30000 Psi

Live Load on Roof 25 lbs/ft² 122 Kg/m² Roof Overlap Percent 5.00% B 3 A 516 55 30000 Psi 55000 Psi 20000 Psi 22500 Psi

H/D Ratio 0.533 Bottom Overlap Percent 5.00% C 4 A 516 60 32000 Psi 60000 Psi 21300 Psi 24000 Psi

Vapour Pressure ( Bar abs ) Min Yield Strength 30000 Psi D 5 A 516 65 35000 Psi 65000 Psi 23300 Psi 26300 PsiSeismic Zone 2A Min Tensile Strength 55000 Psi A 516 70 38000 Psi 70000 Psi 25300 Psi 28500 Psi

Height Width Area A 662 B 40000 Psi 65000 Psi 26000 Psi 27900 PsiFull coarse Full width A 1219.51219512195 2439.0243902439 2.97441998810232 A 662 C 43000 Psi 70000 Psi 28000 Psi 30000 Psi

Quantity of Tank 1 Corrosion Allow for Bottom 0.0 mm 0.000 in Full coarse Partial width B 1219.51219512195 782.426389212748 0.954178523430181 A 537 1 50000 Psi 70000 Psi 28000 Psi 30000 Psi

Corrosion Allow for Roof 0.0 mm 0.000 in Partial coarse Full width C 682.926829268293 2439.0243902439 1.6656751933373 A 537 2 60000 Psi 80000 Psi 32000 Psi 34300 Psi

Partial coarse Partial width D 682.926829268293 782.426389212748 0.534339973120902 A 633 C,D 50000 Psi 70000 Psi 28000 Psi 30000 Psi

1666.66666666667 A 678 A,B,CS 50000 Psi 70000 Psi 28000 Psi 30000 Psi

No of Full Plates 19 19.3207948195772 19 ### ### A 678 B 60000 Psi 80000 Psi 32000 Psi 34300 Psi

No of Partial Plate 1 A 737 B 50000 Psi 70000 Psi 28000 Psi 30000 Psi

Width of Partial Plate 782.426389212748

SHELL DESIGN CALCULATIONS By one-foot method sec 3.6.3 Ht of Partial Plate 0.682926829268293 6.56 6 ### ### PAKISTAN STEEL PLATES SPECIFICATION

No of Courses from Liquid Level in tank Height of Shell Course Design Shell Thk Hydrostatic Shell Thk Min Thk as per 3.6Adopted Shell Thk Thk Selected Weight of each Course Adopted Shell Thk Ht upto bottom Ht of C.G of Long. X-Sec Area X C.G HR 235 - 34078 Psi 47854 Psi 19142 Psi 20509 Psi

Shell Bottom (mm) (mm) (mm) (mm) (mm) (mm) (mm) (Kg) (in) of course each Course area HR 275 - 39879 Psi 53655 Psi 21462 Psi 21462 Psi

1 8000 1219.5 6.87 3.8 6 6.87 10 4511.25 0.27 609.756097560976 12195.1219512195 7436049.9702558 2 6780 1219.5 6.26 3.2 6 6.26 10 4511.25 0.25 1219.51219512195 1829.26829268293 12195.1219512195 22308149.9107674 STAINLESS STEEL

3 5561 1219.5 5.7 2.6 6 6.00 6 2706.75 0.24 2439.0243902439 3048.78048780488 7317.07317073171 22308149.9107674

4 4341 1219.5 5.1 2.0 6 6.00 6 2706.75 0.24 3658.53658536585 4268.29268292683 7317.07317073171 31231409.8750744 304 - 30000 Psi 75000 Psi 20000 Psi 22500 Psi

5 3122 1219.5 4.4 1.4 6 6.00 6 2706.75 0.24 4878.04878048781 5487.80487804878 7317.07317073171 40154669.8393813

6 1902 1219.5 3.8 0.8 6 6.00 6 2706.75 0.24 6097.56097560976 6707.31707317073 7317.07317073171 49077929.8036883

7 683 682.9 3.2 0.2 6 6.00 6 1515.78 0.24 7317.07317073171 7658.53658536585 4097.56097560975 31381320.6424747

8 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0

9 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0 10 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0

11 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0

12 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0

13 0 0.0 0.0 0.0 0 0.00 0.00 0.00 0 0 0 0

14 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

15 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

16 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

17 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

18 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

19 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0

20 0 0.0 0.0 0.0 0 0.00 0.00 0 0 0 0 0 Top Course thk 6 21,365 Kg 57756.0975609756 3530.32300593276

Height of C.G of Shell 11.58 ft

Butt Welding at the Bottom of each Course

No of Courses No of plates Thickness Vertical Weld Length Horizental Weld Length SHELL PARTS LIST (PRELIMINARY)

A B C D (mm) (m) (m)1 19 1 0 0 10 24.39 Fillet Welding S.No ITEM PART MAT DIMENSIONS (mm) QTY UNIT WT TOTAL WT 10.0 21365.2820191646

2 19 1 0 0 10 24.39 47.12 CODE No HEIGHT WIDTH THICK. (Kg) (Kg) 10.0

3 19 1 0 0 6 24.39 47.12 1 SHELL PLATE A 1219.51 2439.02 10 38 233 8872.69 2 6.0 9022.50085268776

4 19 1 0 0 6 24.39 47.12 2 SHELL PLATE B 1219.51 782.43 10 2 75 149.81 3 6.0

5 19 1 0 0 6 24.39 47.12 3 SHELL PLATE C 682.93 2439.02 10 0 131 0.00 4 6.0

6 19 1 0 0 6 24.39 47.12 4 SHELL PLATE D 682.93 782.43 10 0 42 0.00 5 6.0

7 0 0 19 1 6 13.66 0.00 5 SHELL PLATE A 1219.51 2439.02 8 0 187 0.00 2 6.0 0 8 0 0 0 0 0 0.00 0.00 6 SHELL PLATE B 1219.51 782.43 8 0 60 0.00 3 0.0

9 0 0 0 0 0 0.00 0.00 7 SHELL PLATE C 682.93 2439.02 8 0 105 0.00 4 0.010 0 0 0 0 0 0.00 0.00 8 SHELL PLATE D 682.93 782.43 8 0 34 0.00 5 0.0

11 0 0 0 0 0 0.00 0.00 9 SHELL PLATE A 1219.51 2439.02 6 76 140 10647.23 2 0.0 12342.7811664769

12 0 0 0 0 0 0.00 0.00 10 SHELL PLATE B 1219.51 782.43 6 4 45 179.77 3 0.013 0 0 0 0 0 0.00 0.00 11 SHELL PLATE C 682.93 2439.02 6 19 78 1490.61 4 0.0

14 0 0 0 0 0 0.00 0.00 12 SHELL PLATE D 682.93 782.43 6 1 25 25.17 5 0.0

15 0 0 0 0 0 0.00 0.00 13 0.00 0.00 0 0 0.00 0 0.0 0

16 0 0 0 0 0 0.00 0.00 14 0.00 0.00 0 0 0.00 0 0.0

17 0 0 0 0 0 0.00 0.00 15 0.00 0.00 0 0 0.00 0 18 0 0 0 0 0 0.00 0.00 16 0.00 0.00 0 0 0.00 0

19 0 0 0 0 0 0.00 0.00 17 0.00 0.00 0 0 0.00 0 0

20 0 0 0 0 0 0.00 0.00 18 0.00 0.00 0 0 0.00 0

19 0.00 0.00 0 0 0.00 0

20 0.00 0.00 0 0 0.00 0

21 0.00 0.00 0 0 0.00 0 0 22 0.00 0.00 0 0 0.00 0

23 0.00 0.00 0 0 0.00 0 24 0.00 0.00 0 0 0.00 0

TOTAL WEIGHT 21,365 Kg 21,365 21 Tons

26 22

18 14

10 1219.51219512195 ### 10 40 93408 1219.51219512195 ### 8 0 0

1219.51219512195 ### 6 100 14010

0 0 0 0 00 0 0 0 0

0 0 0 0 0

23349.20 Kg23.35 Tons

DESIGN OF ROOF PLATES ( SUPPORTED CONE ROOF )

Height of Roof 0.470 m 470.4 mm No of Plates 70 Slant Height 7.541 m 7540.7 mm Unit Wt of plate ### Kg

Area of Roof 178.289 m² Total Wt ### Tons

Area of Overlap 8.914 m²Live Load 21747.23 Kg

Weight on Roof 30564.52 KgUnit Load 171.43 Kg/m²

35.13 lbs/ft²

NUMBER OF RINGS ( ROOF STRUCTURE ) 0.24 lbs/in² Estimated Plates 62.938 DESIGN OF RAFTERSRadius Selected Radius Selected Radius Rafter Length Weight of Roof Plates 8817.29 Kg 10% ### Based on UDL Beam loading

Length of Rafter 7.62 m 25.0 ft Dia of Ring 1 15.081 m 49.5 ft 24.7 ft 25.0 ft 7621.9512195122 7.6No of Rings Calculated 0.98 1 Dia of Ring 2 0.081 m 0.3 ft 0.1 ft 0 0.0 Circumferencial Cut angle 0.70 Degree ROOF LOADING SELECTED SECTION

No of Rings Selected 1 Dia of Ring 3 -14.919 m -48.9 ft -24.5 ft 0 0.0 Circumferencial Cut Length 92 mmActual Rafter Length 7.50 m 24.6 ft Dia of Ring 4 -29.92 m -98.1 ft -49.1 ft 0 0.0 Outside Projection 20 mm Live Load 25.00 lbs/ft² Bending Moment 100436.95 lbs-in Section

Rafter Spacing ( Max ) 91 in By Formula 0 0.0 Dead Load 9.66 lbs/ft² Section Modulus 5.580 in3 Weight ( lbs/ft )

Rafter Spacing (Outer) 75.40 in Allowed by Code 0 0.0 Outside radius of roof 7.526 m Misc

Rafter Spacing (Inner) 66.00 in Allowed by Code TOTAL 34.66 lbs/ft² No of Rafters 25 Weight ( lbs/in )

Min No of Rafters 20.44 Outer Ring 0.241 Psi Total Weight 7188 lbs U.D.Load ( lbs/in )Min No of Rafters 0.00 Inner Ring Average Plate Width 37.096 in 3260 Kg Bending Moment ( lb-in )

Length of girder 6.10 m 20.0 ft 56 ESTIMATED ROOF PLATES U.D.Load on Rafter 8.93 lbs/in 3 Tons

Rafters on tank Periphery 25 Compare with B12924.60 As per Code Spacing SIZE 2439.0243902439 ### 6 mm thk

Actual Spacing at Periphery 6.2 ft SPACING IS IN LIMIT TOTAL WT OF ROOF #VALUE! QTY 70 Max Rafter Length 25.0 ft SELECTION IS SAFETotal No of Rafters 25 #VALUE! WEIGHT 9.81 Tons 300.0 in 300 Average Plate Width 3.09 ft 136.054421768707

Compare with B131 Compare with B128/127 ROOF STRUCTURE SUMMARY 109.224

Number of Rafters Length of Girders Average Rafter Number of Number of Angle b/w Actual Angle b/w Weight of Rafters 54.612 Member of outer ring (ft) Spacing (ft) Rafters Rafters Rafters (Degrees) Rafters (Degrees) (Kg) RAFTERS

Periphery-1 Outer Periphery 0 - #DIV/0! 0.0 25 14.17 #DIV/0! 3259.6With Calculated Girder Length 0.0 SECTION SELECTED C 8 x 11.5

UNIT WT (lbs/ft) 11.5 QTY 25

Ring Number Sides of Polygon Number of Rafters Length of Girders Average Rafter Number of Number of Angle b/w Actual Angle b/w Radius of ring Radius of ring Weight of Girders Weight of Rafters LENGTH (meters) 7.62

Per Girder (ft) Spacing (ft) Rafters Rafters Rafters (Degrees) Rafters (Degrees) (ft) (mm) (Kg) (Kg) WEIGHT (Tons) 32 0 0.0 0.0 0.0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0

0 0.0 0.0 0.0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 GIRDERS

0 0.0 0.0 0.0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0

0 0.0 0.0 0.0 0 0 SECTION SELECTED I 220 x 90 DESIGN OF GIRDERS0 0.0 0.0 0.0 0 0 UNIT WT (lbs/ft) 22.0575783429878 Based on UDL Beam loading0 0.0 0.0 0.0 0 0 QTY 0

0 0.0 0.0 0.0 0 0 LENGTH (meters) 6.10 No of Rafters (outer ring ) NOT REQUIRED SELECTED SECTION0 0.0 0.0 0.0 0 0 WEIGHT (Tons) 0 Supported on Girder

0 0.0 0.0 0.0 0 0 Rafter Span ( ft ) 25 Section

0 0.0 0.0 0.0 0 0 COLUMNS Rafter & Roof Load ( lb/in ) 9.9 Max Girder length 20 Weight ( lbs/ft )

0 0.0 0.0 0.0 0 0 Girder Span ( ft ) 20

0 0.0 0.0 0.0 0 0 SECTION SELECTED (AISC) PIPE 8 SCH 40 U.D.Load on Rafter ( lb/in ) #VALUE! Weight ( lbs/in )0 0.0 0.0 0.0 0 0 UNIT WT (lbs/ft) 28.55 Bending Moment ( lb-in ) #VALUE! U.D.Load ( lbs/in )

0 0.0 0.0 0.0 0 0 QTY 1 #VALUE! Bending Moment ( lb-in )

0 0.0 0.0 0.0 0 0 LENGTH (meters) 8.47 Total No of Girders 0 0 0.0 0.0 0.0 0 0 WEIGHT (Tons) 0.36 Weight of Girders ( lbs ) 0 0 0.0 0.0 0.0 0 #VALUE! Weight of Girders 0 Kg

0 0.0 0.0 0.0 0 #VALUE! CURB ANGLE Weight of Girders 0 Tons 980 0 0.0 0.0 0.0 0 0 #VALUE! 444.444444444444

0 0.0 0.0 0.0 0 0 SECTION SELECTED 2x2x1/40 0.0 0.0 0.0 0 0 UNIT WT (lbs/ft) 3.19

0 0.0 0.0 0.0 0 0 LENGTH (meters) 47.12

25 0 Kg #VALUE! WEIGHT (Tons) 0.22

0 Tons #VALUE! DESIGN OF COLUMN ( Outer ring )General AWWA D 100 (Tubular section) Sec 3.4

No of Columns required 1 t/R 0.10952380952381 Height of Column ( ft ) ### X Value 10498.2830081756 SELECTED SECTION

Load on Column ( lbs ) 13314.8 Y Value 1 ###Slenderness Ratio ( L / r ) 180 Allowable Comp.Stress ( Psi ) 10498.2830081756 Section

Radius required 1.9 10498.3 SELECTION IS SAFE Weight ( lbs/ft )

Allowable Comp.Stress ( Psi ) 10498.3 15000 Induced Stresses ( Psi ) 1679.5 Area ( in² )

SELECTION IS SAFE Radius of gyration ( in )Thickness

Outside Diameter of PipeAs per sec 3.10.3.3, API 650

Slenderness Ratio ( L / r ) 113.41 BUCKLING IS SAFE FOR TUBULAR SECTIONSAllowable Comp.Stress ( Psi ) ### t/R

Induced Stresses 1679.5 SELECTION IS SAFE Y

FOR STRUCTURAL SECTIONSY

Ring Number No of Height of Weight of Columns SAFETY FACTOR ( FS )

Columns Columns ( ft ) ( lbs ) F/S

Center Column 1 27.78283 793.1997965 8470.375

2 0 0 0

3 0 0 0

4 0 0 0 5 0 0 0

6 0 0 0

7 0 0 0

8 0 0 0

9 0 0 0

10 0 0 0 1 27.78 793.20 lbs

359.73 Kg0.36 Tons

DESIGN OF COLUMN BASE PLATE

Load on Column ### Kips

Comp.Strength of Concrete 3000 Psi

3 Ksi

Yield Strength ( Material ) 36000 Psi

36 Ksi

Selected Section PIPE 8 SCH 40

Depth (d) 8.625 in

Breadth (bf) 8.625 inConcrete Foundation area (A2) 11.625x11.625

135.140625 in²

Area of Plate required (A1) 74 in²

D 0.65 in

N 9.3B 9.0

A1 83 in²

Actual Bearing Pressure (fp) 0.16 KsiAll.Bearing Stress on plate (Fp) ### Ksi 2.1 SAFE

m 0.539 inn 1.05 in

All.Horizontol Shear (q) 0.11n' 2.16 inc 2.156 BASE PLATE

Thickness (minimum) 0.29 in 8.00 mm 9 in 9 inN B

236 229

4.995For Second Course

VARIABLE DESIGN POINT METHOD VARIABLE DESIGN POINT METHOD

No of Courses from Liquid Level in tank Height of Shell Course Design Shell Thk Hydrostatic Shell Thk Min Thk as per 3.6Adopted Shell Thk Hydrostatic Shell Thk Weight of each Course Design Shell Thk Hydrostatic Shell Thk Design Hydrostatic Design Hydrostatic Design Hydrostatic Design Shell Thk Hydrostatic Design Hydrostatic Design Hydrostatic Design Hydrostatic Design Hydrostatic

Shell Bottom (mm) (mm) (Kg) (in) (in) Design Formula in 3.6.4.5 Hydrostatic Formula in 3.6.4.5 K K C C X X1 8000 1219.5 0.150 0.150 0.313 1.0 0.313 141.20 0.313 0.313

2 6780 1219.5 0.127 0.127 0.313 1.0 0.313 141.20 0.313 0.313 0.313 0.313 0.146 0.156 -0.171 -0.141 0.482 0.473 0.313 0.313 0.806 0.662 -0.101 -0.179 -8.009 -8.076 -26.990 -47.765 14.552 14.417 -26.990 -47.7653 5561 1219.5 0.103 0.103 0.313 1.0 0.313 141.20 0.313 0.313 0.122 -0.258 -0.240 0.412 0.407 0.313 0.313 0.871 0.770 -0.066 -0.121 -1.725 -1.771 -14.512 -26.421 13.460 13.368 -14.512 -26.421

4 4341 1219.5 0.079 0.079 0.313 1.0 0.313 141.20 0.313 0.313 0.088 -0.342 -0.339 0.343 0.337 0.313 0.313 0.956 0.928 -0.022 -0.037 4.138 4.088 -3.838 -6.244 12.272 12.172 -3.838 -6.2445 3122 1219.5 0.055 0.055 0.313 1.0 0.313 141.20 0.313 0.313 0.057 -0.423 -0.429 0.273 0.269 0.313 0.313 1.070 1.162 0.035 0.078 8.534 8.495 4.245 9.551 10.956 10.877 4.245 8.495

6 1902 1219.5 0.031 0.031 0.313 1.0 0.313 141.20 0.313 0.313 0.033 -0.498 -0.499 0.204 0.202 0.313 0.313 1.240 1.551 0.112 0.234 10.336 10.315 8.401 17.520 9.459 9.418 8.401 9.4187 683 682.9 0.007 0.007 0.313 1.0 0.313 79.07 0.313 0.313 0.010 -0.563 -0.566 0.134 0.135 0.313 0.313 1.528 2.320 0.226 0.443 7.652 7.665 6.075 11.921 7.675 7.700 6.075 7.6658 0 0.0 0.000 0.000 0 0.0 0.0 0.00 0.000 0.000 0.000 -0.593 -0.593 0.064 0.069 0.313 0.313 2.203 4.541 0.418 0.707 2.661 2.751 0.000 0.000 5.323 5.503 0.000 0.000

9 0 0.0 0.000 0.000 0 0.0 0.0 0.00 0.000 #NUM! #NUM! #VALUE! #NUM! -0.005 #NUM! 0.000 0.000 0.000 #NUM! 0.000 #NUM! #VALUE! #NUM! 0.000 #NUM! #VALUE! #NUM! #VALUE! #NUM!10 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!

11 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!12 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!


15 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!16 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!17 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM!


20 0 0.0 0.000 0.000 0 0.0 0.00 0.000 #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 0.000 #NUM! #DIV/0! #NUM! #DIV/0! #NUM! #NUM! #NUM! #DIV/0! #NUM! 0.000 0.000 #DIV/0! #NUM! 926

VARIABLE DESIGN POINT METHOD

No of Courses from Hydrostatic Shell Thk Hydrostatic Shell Thk Thk Selected Weight of each CourseShell Bottom (in) (mm) (mm) ( Kg )

1 0.313 7.95 15.00 6766.882 0.313 7.95 13.00 5864.63

3 0.313 7.95 11.00 4962.384 0.313 7.95 9.00 4060.13

5 0.313 7.95 8.00 3609.006 0.313 7.95 8.00 3609.007 0.313 7.95 8.00 2021.04

8 0.000 0.00 8.00 0.009 #NUM! #NUM! 0.00

10 #NUM! #NUM! 0.0011 #NUM! #NUM! 0.00

12 #NUM! #NUM! 0.0013 #NUM! #NUM! 0.00

14 #NUM! #NUM! 0.0015 #NUM! #NUM! 0.0016 #NUM! #NUM! 0.00

17 #NUM! #NUM! 0.0018 0.00

19 0.0020 0.00

30893.04 Kg

30.89 Tons

All.Bending Stress (al l

)

Section Modulus ( in3 )



Se ction Modulus ( in3 )



If L/r < 120 the n Cm a

= [1-(L/r) 2̂/34700](33000/F

If 120 < L/r < 131.7 then C

When L/r > 131.7 then C

Ratio h1/(r t1)0.5

Ratio h1/(r t

1)0.5<= 1.375 Ra tio h

1/(rt

1)0.5<=1.375 Ratio h

1/(rt

1) 0.5>=2.625 Ratio h

1/(r t

1)0.5> =2.625 1.375< h

1/(rt

1) 0.5<2.625 1.375< h

1/(r t

1)0.5<2.625

Design t2=t1 Hydrostatic t2=t1 De sign t2 =t2a H ydrosta tic t2 =t2a tU tU tL tL X1 X1 X 2 X 2 X3 X3

FLUID DATA INPUT TANK GEOMETMATERIAL PRODATA GIVEN BY PURCHAS SHELL PLATE SIZE INPUT ROOF PLATE THICBOTTOM PLATE THICKNESS INPUT{MENUCALL WAS} {MENUCALL WAS}

{GOTO}HA1~{GOTO}{?}~ {GOTO}A1~ {GOTO}AB1~{G{GOTO}A1~ {GOTO}A1~ {GOTO}A1~ {GOTO}A1~DESIGN CODE PROGRAM LOGO GIRDER SELECTION VIEW OF CALCULATIONS /RV~FLUID~{R}/RV~SP.GR~{R {GETNUMBER "/RV~MAT~{R}/ {GETNUMBER "ENTER COR {GETNUMBER "PLATE WID{GETNUMBER "PLA{GETNUMBER "PLATE T

{GETNUMBER "ENTER HEIGHT{GETNUMBER "ENTER WIND {GETNUMBER "PLATE HEIGHT IN METERS",PH}{MENUCALL CODE} {GOTO}A1000~ {MENUCALL INTER1} {GOTO}AA150~ {MENUCALL GIRDER} {GETNUMBER "ENTER ROOF 1

{GETNUMBER "ENTER BOTT 1

API 650 AWWA D100 {GOTO}FL3~{GOTO}{?}~ 1 /RV~SZ~{GOTO}A1~ 1

{MENUCALL INPUT} {MENUCALL W.INPUT}

INPUT SHELL DESIGN BOTTOM PLATE CURB ANGLE & WIND ROOF DESIGN SPIRAL STAIR CASE CHECKS OTHERS

{MENUCALL IN} {MENUCALL SHELL} {GOTO}ci1~ {GOTO}bt1~ {MENUCALL ROOF1} {GOTO}Fs1~ {MENUCALL STAB}{MENUCALL OT} AISC STANDAR LOCAL

THICKNESS CALCULATION PARTS LIST SELF SUPPORTED SUPPORTED CONE ROOFLOATING ROOF EXTERNAL FLOATING RINTERNAL FLOATING ROOF {MENUCALL GI {MENUCALL LOCAL1}

ONE FOOT METHOD VARIABLE DESIGN POINT METHOD{MENUCALL THK} {GOTO}O56~ {GOTO}AO240~ {MENUCALL ROOF} {MENUCALL ROOF3} {MENUCALL EFR1} PLATE CALCULATION No OF RINGS RAFTER DESIGIRDER DESIGN COLUMN DESIGN

{MENUCALL ONE1} {Menucall step1}{GOTO}O110~ {GOTO}A120~ {MENUCALL S{MENUCALL SEC2{MENUCALL COL}

INPUT FOR SHELL MIN THICKNESS SINGLE DECK DOUBLE DECKRAFTER SELEVIEW OF CALCULATIONS

{GOTO}O5~{GOTO}{?}~ {Menucall efr2}

/RV~F33~{GOTO}A29~ {MENUCALL I{GOTO}AA120~INPUTS WEIGHT OF APPURTENCES SELECTION OF P SUPPORTING LEGS FLOATATION LEVEL & D VIEW OF ROOF CALCULCHECKS

AISC STANDAR LOCAL {GOTO}EA1~ {GOTO}EA75~ {GOTO}EA60~ {GOTO}EA250~ {GOTO}EA100~ {GOTO}EA33~ {MENUCALL CHECKS} W-SHAPES I-SHAPES C-SHAPES M-SHAPES S-SHAPES U-SHAPES

{MENUCALL SE {MENUCALL LOCAL}{goto}aq101~{goto}{?}~ {goto}aq80~{goto}{?}~ {goto}aq10~{goto}{?}~ {goto}aq46~{goto}{?}~ {goto}aq30~{goto}{?}~ {goto}aq55~{g 1

BUOYANCY FOR CASBUOYANCY FOR CASE "B" PONTOON DEFORPONTOON DEFORMATIOSTABILITY FOR CASE "B" /RV~SECTION~{R 2}/R /RV~SECTION~{R 2}/R /RV~SECTION~{R 2}/RV /RV~SECTION~{R 2}/RV~WT~{R /RV~SECTION~{R 2}/RV~WT~{R/RV~SECTION 1

{GOTO}EA115~ {GOTO}EA139~ {MENUCALL PON{MENUCALL PONT2} {MENUCALL PONT3}

W-SHAPES I-SHAPES C-SHAPES M-SHAPES S-SHAPES U-SHAPES

{goto}aq101~{goto}{?}~ {goto}aq80~{goto}{?}~ {goto}aq10~{goto}{?}~ {goto}aq46~{goto}{?}~ {goto}aq30~{goto}{?}~ {goto}aq55~{g 1 VIEW OF CALCULATIO ITERATION FOR DEFLECTION /RV~SECTION1~{R 2}/ /RV~SECTION1~{R 2}/ /RV~SECTION1~{R 2}/R /RV~SECTION1~{R 2}/RV~WTg~ /RV~SECTION1~{R 2}/RV~WTg~/RV~SECTION 1

{GOTO}EA162~ {let counter,0}{goto}ef166~ 13523 counter{if ei170=130}{goto}ea162~{quit}

{let counter,counter+1}{branch v38} VIEW OF CALCULATIOITERATION FOR HEIGHT COLUMN SELECTION VIEW OF CALCULATIONBASE PLATE TOP PLATE

{GOTO}EA210~ {let counter,0}{goto}ef166~ {MENUCALL INTER2} {goto}aa170~ {goto}aa210~ AISC STANDAR LOCAL

PIPES W-SHAPES I-SHAPES C-SHAPES M-SHAPES S-SHAPES U-SHAPES {MENUCALL CO{MENUCALL LOCAL2}VIEW OF CALCULATIO ITERATION FOR DEFLECTION

{goto}aq144~{goto}{?}~ {goto}aq101~{goto}{?}~ {goto}aq80~{goto}{?}~ {goto}aq10~{goto}{?}~ {goto}aq46~{goto}{?}~ {goto}aq30~{g{goto}aq55~{goto} 1 {GOTO}EA185~ {let counter,0}{goto}ef191~ /RV~SECTION2~{R 2}/RV~/RV~SECTION2~{R 2}/RV/RV~SECTION2~{R 2}/RV~/RV~SECTION2~{R 2}/RV~WTc~{R /RV~SECTION2~{R 2}/RV~WTc~{R/RV~SECTION2/RV~SECTION2~{R 1

/rv~ef190~

{if ef190-ef191=0.001}{quit}{let counter,counter+1}{branch v47} WIND OVERTURNING SEISMIC DESIGN

J 7 {GOTO}EO1~ {GOTO}EZ1~

K 8

DIKEWALL CALRADIOGRAPHALLOWABLE PAINTING AREAMIN SHELL THICKNESS I STEP ONE STEP TWO

{GOTO}A670~ {GOTO}DK12 {GOTO}DO1~ {GOTO}A750~

{GOTO}S5~{GOTO}{?}~ {GOTO}A600~ {LET J,0} I-BEAMS CHANNELS ANGLE IRON/RV~F252~{GOTO}A250~ {GOTO}J245~

{GETNUMBER "ENTER NUMBER OF ITERATIONS TO DO ",K} {goto}BE210~{goto}{?}~ {goto}BE193~{goto}{?}~ 1 {goto}AI253~ /RV~SECTION~{R 2}/R /RV~SECTION~{R 2}/RV~WT~{R 2}/RV~SM~{GO 1

{GOTO}{?}~{LET P,1} #NUM! N

/RV~{L 16}~/RV~O~{L 16}/RV~Q~{R 16} 0 M

{IF N=M}{D}{BRANCH E566} 127 P

{LET P,P+1} #NUM! O I-BEAMS CHANNELS ANGLE IRON

{BRANCH e562} #NUM! Q

{LET J,J+1} {goto}BE210~{goto}{?}~ {goto}BE193~{goto}{?}~ 1

{IF J=K}{goto}A274~{QUIT} /RV~SECTION1~{R 2}/ /RV~SECTION1~{R 2}/RV~WTg~{R 2}/RV~SMg~ 1 {BRANCH e562}

I-BEAMS CHANNELS ANGLE IRON

{goto}BE210~{goto}{?}~ {goto}BE193~{goto}{?}~ 1 /RV~SECTION2~{R 2}/RV~/RV~SECTION2~{R 2}/RV~WTc~{R 2}/RV~SMc~{r}/r1

Z 11

2 W WATERINPUTS SHELL DESIGN WIND GIRDER SEISMIC DESIGN

{GOTO}A850~ {Menucall thkw} {GOTO}A930~ {GOTO}AK896~

Min Thickness View thk calculation

{GOTO}J857~{GOTO}{?}{GOTO}A877~/RV~E882~{GOTO}A877~

HYDROSTATIC TEST

DESIGN TEST

DIKE WALL CALCULATIONS

Dike Capacity 10300.00 m3 Equal to one tank Spillage

Dike Length 65.00 mDike Breadth 65.00 mTank Foundation Height 0.77 m

Dike wall Height 2.47 m8.10 Feet

.

Dike Capacity (V) 13665.68

1.66 Foot path width (b) 0.61 Dike Length (L) 97.5

Inside dike Length (L') 92.96 Dike Breadth (B) 88

Inside dike breadth (B\') 83.46 Tank Foundation Height 0.77

1.71422655830493 5.62266311124017

PAINTING AREA CALCULATIONS

BOTTOM PLATE

Underside Area 176.71 m²

Interior Area 176.71 m²

SHELL PLATE

Interior height to be Painted 1.5 m

Internal area 70.69 m² 247.400421470196 Exterior area 376.99 m²

ROOF PLATE

Internal area 178.29 m² 733.569389861012 Exterior area 178.29 m²

STRUCTURE ( RAFTERS )

Painting Surface area / meter 1.07 m²/m

Total No of Rafters 25 NosLength of Rafter 7.62 m

Total Length of Rafters 190.55 mPainting area 203.89 m²

COLUMNS

Outside area of pipe 5.83 m² 209.716883371262

PR ES S Cntrl + Z TO RU N STEP NO ONE

PR ES S Cntrl + Shift + R TO RU N STEP NO ONE

Base of area (a)

DESIGN OF STEEL STORAGE TANKS AS PER AWWA-D100 InputsPRESS CNTRL "A" FOR PROGRAM MENU Outputs

PROGRAM INPUT

Service WATER All.Design Stress (Sd) 15000 Psi 103386028 N/m² Sec 3.3

Sp.Gr of liquid (G) 1 All.Test Stress (St) 22500 Psi 155079043 N/m² DIA 5.000 ftCapacity ( m3 ) 3.34 Roof Plate Thk 0.242 in 6.1517 mm Sec 3.10

Dia of tank (D) 1.524 m 5.000 ft Bottom Plate Thk 0.313 in 7.9500 mm Sec 3.10 D<=50 5 Ht of tank (H) 1.829 m 6.000 ft Density of Material 7850 Kg/Cu.m 491 lbs/Cu.ft 50<D<=120 6

Type of Roof Supported Cone 120<D<=200 8 Type of Bottom Flat Wind Pressure 18.00 Psf D>200 10

Slope of Roof 1:6 1 : 6 For Self SupportedSlope of Bottom 1:0

Corrosion Allow (CA) 1.6 mm 0.063 in A 2 Wind Velocity (V) 100 miles/hr 160920 m/sec 161 Km/hr B 3 Live Load on Roof 25 lbs/ft² 122 Kg/m² C 4

Joint Efficiency 0.85 D 5

Plate Width 2.439 m 8.000 ftPlate Height 1.220 m 4.000 ft Height Width Area

15000 See Section 3.3 Full coarse Full width A ### ### ###Full coarse Partial width B ### 2350 ###Partial coarse Full width C ### ### ###

Partial coarse Partial width D ### 2350 ###

No of Full Plates 1 ### 1 ###No of Partial Plate 1 ### 0 ###

SHELL DESIGN CALCULATIONS Width of Partial Plate 2.350 ###Ht of Partial Plate 0.609756097560976 1.5 1 0.5

No of Courses from Liquid Level in tank Height of Shell Course Design Shell Thk Min Thk as per 3.10.1 Adopted Shell ThkThk Selected Weight of each Course Adopted Shell Thk Ht upto bottom Ht of C.G of Long. X-Sec Area X C.GShell Bottom (mm) (mm) (mm) (mm) (mm) (mm) (Kg) (in) of course each Course area

1 1829 1219.5 1.8 5 5.0 5 229.23 0.197 609.756097560976 6097.56097560976 3718024.9851279 2 610 609.8 1.7 5 5.0 5 114.62 0.197 ### 1524.39024390244 3048.78048780488 4647531.23140988

3 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 4 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

5 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 6 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

7 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 8 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 9 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

10 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 11 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

12 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 13 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

14 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

15 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 16 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

17 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 18 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

19 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0 20 0 0.0 0.0 5 0.0 0.00 0.000 0 0 0 0

0.344 Tons 9146.34146341464 914.634146341463

Height of C.G of Shell 3.00 ft SHELL PARTS LIST (PRELIMINARY)

No of Courses No of plates Thickness Vertical Weld Length Horizental Weld Length S.No ITEM PART MAT DIMENSIONS (mm) QTY UNIT WT TOTAL WT (mm) 0 A B C D (mm) (m) (m) CODE No HEIGHT WIDTH THICK. (Kg) (Kg) 0.0

1 1 1 0 0 ### 2.44 Fillet Welding 1 SHELL PLATE A 1219.51 2439.02 22 0 514 0.00 2 5.0 0 A B C D2 0 0 1 1 ### 1.22 0.00 2 SHELL PLATE B 1219.51 2349.99 22 0 495 0.00 3 5.0 5 1 1 1 1

3 0 0 0 0 0 0.00 0.00 3 SHELL PLATE C 609.76 2439.02 22 0 257 0.00 4 0.0 6 0 0 0 0 4 0 0 0 0 0 0.00 0.00 4 SHELL PLATE D 609.76 2349.99 22 0 247 0.00 5 0.0 7 0 0 0 0 5 0 0 0 0 0 0.00 0.00 5 SHELL PLATE A 1219.51 2439.02 7 0 163 0.00 2 0.0 0 8 0 0 0 0

6 0 0 0 0 0 0.00 0.00 6 SHELL PLATE B 1219.51 2349.99 7 0 157 0.00 3 0.0 9 0 0 0 0 7 0 0 0 0 0 0.00 0.00 7 SHELL PLATE C 609.76 2439.02 7 0 82 0.00 4 0.0 10 0 0 0 0

8 0 0 0 0 0 0.00 0.00 8 SHELL PLATE D 609.76 2349.99 7 0 79 0.00 5 0.0 11 0 0 0 0 9 0 0 0 0 0 0.00 0.00 9 SHELL PLATE A 1219.51 2439.02 6 0 140 0.00 2 0.0 0 12 0 0 0 0

10 0 0 0 0 0 0.00 0.00 10 SHELL PLATE B 1219.51 2349.99 6 0 135 0.00 3 0.0 13 0 0 0 0 11 0 0 0 0 0 0.00 0.00 11 SHELL PLATE C 609.76 2439.02 6 0 70 0.00 4 0.0 14 0 0 0 0 12 0 0 0 0 0 0.00 0.00 12 SHELL PLATE D 609.76 2349.99 6 0 67 0.00 5 0.0 15 0 0 0 0

13 0 0 0 0 0 0.00 0.00 13 SHELL PLATE A 1219.51 2439.02 6 0 140 0.00 2 0.0 0 16 0 0 0 0 14 0 0 0 0 0 0.00 0.00 14 SHELL PLATE B 1219.51 2349.99 6 0 135 0.00 3 0.0 17 0 0 0 0

15 0 0 0 0 0 0.00 0.00 15 SHELL PLATE C 609.76 2439.02 6 0 70 0.00 4 0.0 18 0 0 0 0 16 0 0 0 0 0 0.00 0.00 16 SHELL PLATE D 609.76 2349.99 6 0 67 0.00 5 0.0 19 0 0 0 0

17 0 0 0 0 0 0.00 0.00 17 SHELL PLATE A 1219.51 2439.02 6 0 140 0.00 2 0.0 0 20 0 0 0 0 18 0 0 0 0 0 0.00 0.00 18 SHELL PLATE B 1219.51 2349.99 6 0 135 0.00 3 0.0 21 0 0 0 0

19 0 0 0 0 0 0.00 0.00 19 SHELL PLATE C 609.76 2439.02 6 0 70 0.00 4 22 0 0 0 0 20 0 0 0 0 0 0.00 0.00 20 SHELL PLATE D 609.76 2349.99 6 0 67 0.00 5 23 0 0 0 0

21 SHELL PLATE A 1219.51 2439.02 6 0 140 0.00 2 0 24 0 0 0 0

22 SHELL PLATE B 1219.51 2349.99 6 0 135 0.00 3 25 0 0 0 0 23 SHELL PLATE C 609.76 2439.02 6 0 70 0.00 4 26 0 0 0 0

WIND GIRDER 24 SHELL PLATE D 609.76 2349.99 6 0 67 0.00 5 27 0 0 0 0 TOTAL WEIGHT - Kg - 28 0 0 0 0

Course # Course thk Course Width Unstiffened Shell All Shell Ht (H1) All Shell Ht (H1) Remarks Section Modulus (in3) 0 Tons 29 0 0 0 0 Ht ( mm ) (mm) ( ft ) When required 30 0 0 0 0

1 5 1220 1829.26829268293 276737.68 907.70 Not required 2.2692 5 610 609.756097560976 276737.68 907.70 Not required 2.2693 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!

4 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!5 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!

6 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0!7 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 22 0 0

8 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 7 0 09 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 6 0 0

10 0 0 0 #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 6 0 0

11 0 0 0 #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 6 0 012 0 0 0 #DIV/0! #DIV/0! #DIV/0! 1219.51219512195 ### 6 0

0 Kg0 Tons

PRESS CNTRL + A FOR PROGRAM MENUPRESS CNTRL + S TO SAVE THE LATEST CALCULATIONS

DESIGN OF STEEL STORAGE TANKSPREPARED BY : WAJAHAT ABRAR

DESIGN OF STEEL STORAGE TANKS AS PER API 650 APPENDIX FPRESS CNTRL "A" FOR PROGRAM MENU

Allowable Design Stress ( s

PROGRAM INPUT

Service WATER Material Specs SA240 304Sp.Gr of liquid (G) 1 Material Grade -

Capacity ( m3 ) 85.13 18000 Psi 124063234 N/m²

Dia of tank (D) 4.573 m 15.000 ft All.Design Stress (Sd) 21400 Psi 147497401 N/m²Ht of tank (H) 5.183 m 17.000 ft All.Test Stress (St) 22500 Psi 155079043 N/m²

Type of Roof Self -Supported Plate Width 4.787 m 15.701 ftType of Bottom Cone-up Plate Height 1.293 m 4.241 ftSlope of Roof 1:5 1 : 6 For Self Supported Roof Plate Thk 0.236 in 6.00 mm

Slope of Bottom 1:120 Corrosion Allow (CA) 0.0 mm 0.000 in Bottom Plate Thk w/o CA 0.236 in 6.00 mm

Wind Velocity (V) 100 miles/hr 160920 m/sec Bottom Plate Thk with CA 0.236 in 6.00 mmLive Load on Roof 25 lbs/ft² 122 Kg/m² Density of Material 7850 Kg/Cu.m 491 lbs/Cu.ft

H/D Ratio 1.133 Roof Overlap Percent 5.00%Vapour Pressure ( Bar abs ) Bottom Overlap Percent 5.00%

Seismic Zone 2A Min Yield Strength 30000 PsiMin Tensile Strength 75000 Psi

Area of Curb Angle

All.Bending Stress (al l

)

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

CURB ANGLESize of curb angle 2x2x1/4 2x2x3/16Unit Weight 3.19 2x2x1/4Length of Curb Angle ( ft ) 154.57 3x3x3/8

CHANNELS AMERICA STANDARD DIMENSIONS Required S (inch^3) 0.52 CHANNELS AMERICA STANDARD DIMENSIONS Required S (inch^3) 0.52 TOTAL WEIGHT ( lbs ) 493

Size Wt Ix Zx Kx Iy Zy Ky A As cw cf Size Wt Ix Zx Kx Iy Zy Ky A As cw cf TOTAL WEIGHT ( Kg ) 224

(lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch) (lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch) 49.2 C 3 x 4.1 4.1 1.66 1.1 1.17 0.197 0.202 0.404 1.21 1.5 0.436 C 9 x 13.4 13.4 47.9 10.6

C 3 x 5 5 1.85 1.24 1.12 0.247 0.233 0.41 1.47 1.5 0.438 C 9 X 15 15 51 11.3

C 3 x 6 6 2.07 1.38 1.08 0.305 0.268 0.416 1.76 1.5 0.455 C 9 X 20 20 60.9 13.5

C 4 x 5.4 5.4 3.85 1.93 1.56 0.319 0.283 0.449 1.59 2 0.457 C 10 X 15.3 15.3 67.4 13.5 C 4 x 7.25 7.25 4.59 2.29 1.47 0.433 0.343 0.45 2.13 2 0.459 C 10 X 20 20 78.9 15.8 INTERMEDIATE WIND GIRDERS

C 5 x 6.7 6.7 7.49 3 1.95 0.479 0.378 0.493 1.97 2.5 0.484 C 10 X 25 25 91.2 18.2 See Section 3.9.7

C 5 x 9 9 8.9 3.56 1.83 0.632 0.45 0.489 2.64 2.5 0.478 C 10 X 30 30 103 20.7

C 6 x 8.2 8.2 13.1 4.38 2.34 0.693 0.492 0.537 2.4 3 0.511 C 12 X 20.7 20.7 129 21.5

C 6 x 10.5 10.5 15.2 5.06 2.22 0.866 0.564 0.529 3.09 3 0.499 C 12 X 25 25 144 24.1 C 6 x 13 13 17.4 5.8 2.13 1.05 0.642 0.525 3.83 3 0.514 C 12 X 30 30 162 27 Course # Course thk Course Width Unstiffened Shell All Shell Ht (H1)

C 7 x 9.8 9.8 21.3 6.08 2.72 0.968 0.625 0.581 2.87 3.5 0.54 C 15 X 33.9 33.9 315 42 Ht ( mm ) (mm)C 7 x 12.25 12.25 24.2 6.93 2.6 1.17 0.703 0.571 3.6 3.5 0.525 C 15 X 40 40 349 46.5 1 10 1220 8000 ###

C 7 x 14.775 14.75 27.2 7.78 2.51 1.38 0.779 0.564 4.33 3.5 0.532 C 15 X 50 50 404 53.8 2 10 1220 ### ###

C 8 x 11.5 11.5 32.6 8.14 3.11 1.32 0.781 0.625 3.38 4 0.571 3 6 1220 ### ###

C 8 x 13.75 13.75 36.1 9.03 2.99 1.53 0.854 0.615 4.04 4 0.553 4 6 1220 ### ###

C 8 x 18.75 18.75 44 11 2.82 1.98 1.01 0.599 5.51 4 0.565 5 6 1220 ### ###

6 6 1220 ### ###

AISC S SHAPES Required S (inch^3) 0.52 7 6 683 ### ###

Size Wt Ix Zx Kx Iy Zy Ky A As cw cf 8 0 0 0 0

(lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch) 9 0 0 0 0 S 3 x 5.7 5.7 4.95 2.52 1.23 0.455 0.39 0.522 1.67 1.5 1.165 10 0 0 0 0

S 3 x 7.5 7.5 4.6 2.93 1.15 0.586 0.468 0.516 2.21 1.5 1.2545 11 0 0 0 0

S 4 x 7.7 7.7 5.13 6.08 1.64 0.764 0.574 0.581 2.26 2 1.3315 12 0 0 0 0

S 4 x 9.5 9.5 4.88 6.76 1.56 0.903 0.646 0.569 2.79 2 1.398 S 5 x 10 10 5.1 12.3 2.05 1.22 0.809 0.643 2.94 2.5 1.502

S 5 x 14.75 14.75 4.66 15.2 1.87 1.67 1.01 0.62 4.34 2.5 1.642

S 6 x 12.5 12.5 5.02 22.1 2.45 1.82 1.09 0.705 3.67 3 1.666

S 6 x 17.25 17.25 4.69 26.3 2.28 2.31 1.3 0.675 5.07 3 1.7825

S 7 x 15.3 15.3 4.88 36.7 2.86 2.64 1.44 0.766 4.5 3.5 1.831 Course # Course thk Course Width Unstiffened Shell All Shell Ht (H1)

S 7 x 20 20 4.63 42.4 2.69 3.17 1.64 0.734 5.88 3.5 1.93 Ht ( mm ) (mm)

S 8 x 18.4 18.4 4.7 57.6 3.26 3.73 1.86 0.831 5.41 4 2.005 1 10 1220 8000 ###

S 8 x 23 23 4.51 64.9 3.1 4.31 2.07 0.798 6.77 4 2.0855 2 10 1220 ### ###3 6 1220 ### ###

AISC M SHAPES Required S (inch^3) 0.52 4 6 1220 ### ###

Size Wt Ix Zx Kx Iy Zy Ky A As cw cf 5 6 1220 ### ###

(lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch) 6 6 1220 ### ###

M 6 x 4.4 4.4 7.2 2.4 2.36 0.165 0.179 0.358 1.29 3 0.922 7 6 683 ### ###

M 8 x 6.5 6.5 18.5 4.62 3.1 0.343 0.301 0.423 1.92 4 1.1405 8 0 0 0 0

M 10 x 7.5 7.5 32.8 6.57 3.85 0.498 0.37 0.474 2.21 5 1.345 9 0 0 0 0

M 5 x 18.9 18.9 24.1 9.63 2.08 7.86 3.14 1.19 5.55 2.5 2.5015 10 0 0 0 0

11 0 0 0 0

12 0 0 0 0

DIN STANDARD CHANNELS Required S (inch^3) 0.52Size Wt Ix Zx Kx Iy Zy Ky A As cw cf

(lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch)

U 30x15 ### ### ###

A B C D U 30 x 30 ### ### ###

5 0 0 0 0 U 40 x 20 ### 1.929375 ###6 76 4 19 1 U 40 x 40 ### ### ###

7 0 0 0 0 U 50 x 25 ### ### ###

8 0 0 0 0 U 50 x 50 ### ### ###

9 0 0 0 0 U 50 x 60 ### ### ###

10 38 2 0 0 U 50 x 65 ### ### ###

11 0 0 0 0 U 50 x 80 ### ### ###

12 0 0 0 0 U 50 x 100 ### ### ###13 0 0 0 0 U 50 x 120 ### ### ###

14 0 0 0 0 U 50 x 140 ### ### ###15 0 0 0 0 U 50 x 160 ### ### ###

16 0 0 0 0 U 50 x 180 ### ### 9.1465334784

17 0 0 0 0 U 50 x 200 ### ### ###18 0 0 0 0 U 50 x 220 ### ### ###

19 0 0 0 0 U 50 x 240 ### ### ###

20 0 0 0 0 U 50 x 260 ### ### ###

21 0 0 0 0 U 50 x 280 ### ### ###

22 0 0 0 0 U 50 x 300 ### ### ###23 0 0 0 0

24 0 0 0 0

25 0 0 0 0 DIN STANDARD I-BEAM Required S (inch^3) 0.52

26 0 0 0 0 Size Wt Ix Zx Kx Iy Zy Ky A As cw cf

27 0 0 0 0 (lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch)

28 0 0 0 0 I-80 ### ### ###29 0 0 0 0 I-100 ### ### ###

30 0 0 0 0 I-120 ### ### ###I-140 ### ### ###

I-160 ### ### ###I-180 ### ### ###

I-200 ### ### ###

I-220 ### ### ###I-240 ### ### ###

I-260 ### ### ###I-280 ### ### ###

I-300 ### ### ###I-320 ### ### ###

I-340 ### ### ###I-360 ### ### ###I-380 ### ### ###

I-400 ### ### ###

W-SHAPES Required S (inch^3) 0.52Size Wt Ix Zx Kx Iy Zy Ky A As cw cf

(lb/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch)

W 4 x 13 13 11.3 5.46 1.72 3.86 1.9 1 3.83 2.08 2.03 W 6 x 9 9 16.3 5.56 2.47 2.19 1.11 0.905 2.68 2.95 1.97

W 6 x 12 12 22.1 7.31 2.49 2.99 1.5 0.918 3.55 3.015 2 W 8 x 10 10 30.8 7.81 3.22 2.09 1.06 0.841 2.96 3.945 1.97

W 5 x 16 16 21.3 8.51 2.13 W 6 x 16 16 29.1 9.72 2.6

W 8 x 13 13 39.6 9.91 3.21 W 5 x 19 19 26.3 10.2 2.17

W 6 x 15 15 32.1 10.2 2.56 W 10 x 12 12 53.8 10.9 3.9 W 8 x 15 15 48 11.8 3.29

W 6 x 20 20 41.4 13.4 2.66 W 10 x 15 15 68.9 13.8 3.95

W 8 x 18 18 61.9 15.2 3.43

W 10 x 17 17 81.9 16.2 4.05 W 6 x 25 25 53.4 16.7 2.7

W 8 x 21 21 75.3 18.2 3.49 W 10 x 19 19 96.3 18.8 4.14

W 8 x 24 24 82.8 20.9 3.42

W 10 x 22 22 118 23.2 4.27 W 8 x 28 28 98 24.3 3.45

W 8 x 31 31 110 27.5 3.47 W 10 x 26 26 144 27.9 4.35

W 8 x 35 35 127 31.2 3.51 C 8 x 11.5 W 10 x 30 30 170 32.4 4.38

11.50 W 10 x 33 33 170 35 4.19

8.14 W 8 x 40 40 146 35.5 3.53

### W 10 x 39 39 209 42.1 4.27

### W 8 x 48 48 184 43.3 3.61 ### W 10 x 45 45 248 49.1 4.32

### W 8 x 58 58 228 52 3.65

W 10 x 49 49 272 54.6 4.35 W 10 x 54 54 303 60 4.37

W 8 x 67 67 272 60.4 3.72 66000 W 10 x 60 60 341 66.7 4.39

### W 10 x 68 68 394 75.7 4.44

W 10 x 77 77 455 85.9 4.49 W 10 x 88 88 534 98.5 4.54

W 10 x 100 100 623 112 4.6 W 10 x 112 112 716 126 4.66

PIPES ( STANDARD WEIGHT )Nominal Diameter Wt Ix Zx AREA R Thickness OD

( in ) (lb/ft) (in.^4) (in.^3) (in.^2) (in.) (in.) (in.)

PIPE 1/2 SCH 40 0.85 0.017 0.041 0.25 0.261 0.109 0.84

PIPE 3/4 SCH 40 1.13 0.037 0.071 0.333 0.334 0.113 1.05

PIPE 1 SCH 40 1.68 0.087 0.133 0.494 0.421 0.133 1.315

PIPE 1 1/4 SCH 40 2.27 0.195 0.235 0.669 0.54 0.14 1.66

PIPE 1 1/2 SCH 40 2.72 0.31 0.326 0.799 0.623 0.145 1.9 PIPE 2 SCH 40 3.65 0.666 0.561 1.07 0.787 0.154 2.375

PIPE 2 1/2 SCH 40 5.79 1.53 1.06 1.7 0.947 0.203 2.875 PIPE 3 SCH 40 7.58 3.02 1.72 2.23 1.16 0.216 3.5

I 220 x 90 PIPE 3 1/2 SCH 40 9.11 4.79 2.39 2.68 1.34 0.226 4

22.06 PIPE 4 SCH 40 10.79 7.23 3.21 3.17 1.51 0.237 4.5

39.09 PIPE 5 SCH 40 14.62 15.2 5.45 4.3 1.88 0.258 5.563

### PIPE 6 SCH 40 18.97 28.1 8.5 5.58 2.25 0.28 6.625 #VALUE! PIPE 8 SCH 40 28.55 72.5 16.8 8.4 2.94 0.322 8.625

#VALUE! PIPE 10 SCH 40 40.48 161 29.9 11.9 3.67 0.365 10.75

#VALUE! PIPE 12 SCH 40 49.56 279 43.8 14.6 4.38 0.375 12.75

PIPES ( EXTRA STRONG )

34300 Nominal Diameter### 15.5555555555556 ( in )

PIPE 1/2PIPE 3/4

PIPE 1

PIPE 1 1/4

PIPE 1 1/2

PIPE 2

2104.96 PIPE 2 1/275778.56 ### PIPE 3

PIPE 3 1/2PIPE 8 SCH 40 PIPE 4

28.55 PIPE 5

16.8 PIPE 68.4 PIPE 8

2.94 PIPE 100.322 PIPE 12

8.625

0.0746666666666667 -14.8227160493827

FOR TUBULAR SECTIONS###

1

FOR STRUCTURAL SECTIONS1 LOCALLY AVAILABLE SECTIONS

CHANNELS Required S (inch^3) 0.52Size Wt Ix Zx Kx Iy Zy Ky A As cw cf

### (lbs/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch)

C 3/4 x 1/2 0.58 0.01 0.05 0.27 0.00 0.02 0.15 0.17 0.08 0.38 0.25 C 1 1/4 x 1 1/2 3.00 0.19 0.26 0.47 0.19 0.31 0.46 0.88 0.19 0.63 0.75

10867.6474996874 C 1 1/2 x 2 3.75 0.38 0.38 0.59 0.44 0.54 0.63 1.10 0.26 0.75 1.00 C 3 x 1 1/2 4.90 1.81 2.41 1.12 0.29 0.61 0.45 1.44 0.28 1.50 0.75

10521.0623217539 C 4 x 2 7.17 4.83 4.83 1.51 0.76 1.28 0.60 2.11 0.38 2.00 1.00

C 5 x 2 1/2 10.21 10.80 8.64 1.90 1.69 2.35 0.75 3.00 0.48 2.50 1.25 11214.9002013185 C 6 x 3 13.62 20.85 13.90 2.28 3.25 3.85 0.90 4.00 0.57 3.00 1.50

C 7 x 3 14.22 28.72 19.15 2.62 3.22 4.18 0.88 4.18 0.63 3.50 1.50 C 8 x 3 15.07 38.98 25.99 2.97 3.29 4.54 0.86 4.43 0.68 4.00 1.50 C 10 x 3 19.27 74.15 49.43 3.62 3.84 5.72 0.82 5.66 0.78 5.00 1.50 C 12 x 3 1/2 26.38 146.16 83.52 4.34 7.14 9.21 0.96 7.75 0.92 6.00 1.75

LOCAL GIRDER (I-BEAM)Required S (inch^3) 0.52

Size Wt Ix Zx Kx Iy Zy Ky A As cw cf(lbs/ft) (in.^4) (in.^3) (in.) (in.^4) (in.^3) (in.) (in.^2) (m^2)/m (inch) (inch)

I 140 x 74 8.82 12.15 8.34 0.64 0.98 0.67 0.61 2.59 0.56 2.76 1.46 I 160 x 80 12.13 21.28 13.51 0.77 1.53 0.97 0.66 3.56 0.62 3.15 1.57 I 180 x 90 14.33 32.09 18.11 0.84 2.29 1.29 0.74 4.21 0.70 3.54 1.77 I 200 x 90 18.08 47.74 26.95 0.97 2.69 1.52 0.71 5.31 0.74 3.94 1.77 I 220 x 90 22.06 69.26 39.09 1.12 3.27 1.84 0.71 6.48 0.78 4.33 1.77 I 240 x 108 25.14 97.43 45.83 1.16 5.58 2.63 0.87 7.38 0.89 4.72 2.13

I 260 x 108 28.00 123.94 58.30 1.25 5.88 2.77 0.85 8.23 0.93 5.12 2.13

I 300 x 125 37.49 222.16 90.29 1.45 10.70 4.35 0.99 11.01 1.07 5.91 2.46

I 360 x 143 52.92 445.10 158.12 1.76 19.26 6.84 1.11 15.54 1.26 7.09 2.81 I 400 x 154 52.94 555.24 183.16 1.78 21.74 7.17 1.18 15.55 1.39 7.87 3.03

1

###

74.4

0.29 inthk

7

DESIGN OF ROOF ( SELF SUPPORTED CONE SHAPE )Sec 3.10.5 API 650

Minimum Thickness of Roof plates is 3/16 inchSlope of Roof should be 1 : 6

Height of Cone 0.470375 mSlant Ht of Cone 7.541 m

Radius of Shell 7.500 mSine Theta. ### SAFE

Min Thk ### in 0.1875 ###

Design Hydrostatic 15 mm UNSAFE Put this Value in G11 12.7

Max Thk. 13Angle of Cone 6.0 Degrees SAFE

0.146 0.156 Cut Length angle 1.9 Degrees0.116 0.122 Cut Length 256 mm

0.087 0.088 7.9502 Area of Roof 178.29 m²0.059 0.057 Area of Overlap 8.91 m²

0.033 0.033 0.3125 Live Load 21747.23 Kg0.010 0.010 Weight of Roof 30564.52 Kg0.000 0.000 Unit Load 171.43 Kg / m²

#VALUE! #NUM! 35.13 lbs / ft²#DIV/0! #NUM! 0.24 Psi

#DIV/0! #NUM!#DIV/0! #NUM!


#DIV/0! #NUM!#DIV/0! #NUM!#DIV/0! #NUM!


#DIV/0! #NUM!

If L/r < 120 then Cma

= [1-(L/r)^2/34700](33000/Fs)*Y

If 120 < L/r < 131.7 then Cma

= {[ 1-(L/r) 2̂/34700](33000/Fs)* Y}/[1.6*(L/200*r)]

When L/r > 131.7 the n Cm a

= {149000000*Y}/{(L/r)^2[1.6-(L/r*200)]

ttx ttx

BOTTOM PLATE THICKNESS INPUT

1

SEISMIC DESIGN AS PER AWWA

TANK DIAMETER , D ( ft ) 5 TANK HEIGHT , H ( ft ) 6 Structure KPRODUCT SPECIFIC GRAVITY , s.g 1 Cross-braced el 2.25 FIRST COURSE THICKNESS , ts ( mm ) 5 Pedestal type e 3 CORROSION ALLOWANCE (mm ) 1.6 Anchored flat b 2 SEISMIC ZONE 2A Unanchored flat 2.5 ZONE COEFFICIENT 0.15

SITE AMPLIFICATION FACTOR 1.5 TABLE 17 Page 51TYPE OF TANK Unanchored flat bottom tankTABLE 16 Page 51STRUCTURE COEFFICIENT , K 2.5 TOTAL WEIGHT OF TANK SHELL , lbs 758.18HEIGHT FROM BOTTOM TO C.G OF SHELL , Xs (ft) 3

WEIGHT OF ROOF (lbs) 67394.7686429129 WEIGHT OF ROOF SUPPORTED BY SHELL (lbs) #VALUE!

MAXIMUM LIQUID VOLUME (kl) 3.34MAXIMUM DESIGN LIQUID LEVEL (ft) 6

TOTAL WEIGHT OF TANK CONTENTS (lbs) 7361.53197999414

D/H 0.833333333333333 Kp 0.58 FIGURE 7 Page 55Tw (sec) 1.297C1 0.12851W1/WT 0.8 FIGURE 8 Page 57W2/WT 0.21 FIGURE 8 Page 57X1/H 0.4 FIGURE 9 Page 57X2/H 0.76 FIGURE 9 Page 57W1 5889.22558399531 W2 1545.92171579877 X1 2.4 X2 4.56

OVERTURNING MOMENT APP. TO BOTTOM , M (lb-ft) 22600.385665871

MAX. WT OF TANK CONTENT TO RESIST THE OVERTURNING , WL ( lbs/ft ) 741.791338582677

WT OF TANK SHELL PER FT OF SHELL CIRCUMFERENCE, Wt ( lbs/ft ) 48.27

RATIO M/D^2(Wt+WL) 1.14REMARKS UPLIFT

MAX. LONG. SHELL COMP. FORCE AT BOTTOM OF SHELL , PSI 219.97ALLOWABLE COMPRESSION FOR ts/R , PSI 3029 0.00656CRITICAL BUCKLING STRESS , PSI 28543.31THE EARTHQUAKE ALLOWABLE STRESS. , PSI. 23061.77

PRESSURE STABILIZING BUCKLING COEFFICIENT 0.15 FIGURE 10P/E(R/T)^2 0.00208551307034483

REMARKS TANK IS STABLE

BOTTOM PLATE CALCULATION ALLOWABLE EXTERNAL LOADS ON TANK SHELL OPENINGS ( API 650 APPENDEX P )As per sec 3.4 API 650

LBS/FT AREA IN in² Tank Dia 260

2.44 0.715 Area 30 m² Tank Height 64 3.19 0.938 Min thk W/O CA 0.236 in 6.00 mm No of Plates 10 Plate area ### m² Tank Radius 1560

7.2 2.11 Min thk With CA 0.236 in 6.00 mm Unit wt ### Kg No of Plates 10.086 Shell thk Fillet Weld size Bottom Shell Thk 1.33 Min Nom.Width of plate 72.000 in 1828.80 mm Total Wt ### Tons 0.1875 0.1875 Nozzle Dia 24

Width of plate 96.000 in 2438.40 mm SAFE >0.1875 to 0. 0.25 Nozzle CL from Bottom 24.75

Thickness of Plate W/O CA 0.394 in 10.00 mm >0.75 to 1.25 0.3125 Reinforcement On NeckThickness of Plate With CA 0.394 in 10.00 mm SAFE >1.25 to 1.75 0.375 Outside radius of opening " 12

Min Projection outside Shell 1.000 in 25.40 mm Operating Temp 200

Adopted Projection 2.362 in 60.00 mm Installation Temp 70

First Shell Course Thk 0.394 in 10.00 mm 130 Fillet Weld Size 0.313 in 7.94 mm Should not be more than 1/2 inch & should not be less than thk of thinner of the two plates joined. Specific gravity 1

0.00000667

0.393700787401575 Thk of First Hydrostatic Test Stress Density 62.4

ANNULAR PLATES Shell Psi STIFFNESS COEFFICIENT

27000 30000 33000 36000 Remarks Min Thk of Annular Plates 0.236 in 6.00 mm From Table 3.1 First Shell Test 21461.9 Psi <=0.75 1/4 1/4 9/32 11/32 R/t 1173

Min Thk of Annular Plates W CA 0.236 in 6.00 mm First Shell Thk 0.39 in 0.75<t<=1 1/4 9/32 3/8 3/16 a/R 0.008Not required Selected thk of Annular plate 0.394 in 10.00 mm 24 29.970 in 1<t<=1.25 1/4 11/32 13/32 9/16 L/2a 1.0

Not required Calculated Radial Width (min) 30.0 in 761.25 mm 1.25<t<=1.5 3/16 7/16 9/16 11/16 0.00031

Not required Min Projection outside Shell 2.000 in 50.80 mm 1.5<t<=1.75 11/32 1/2 5/8 3/4 Modulus of Elasticity E 28800000

Not required Dist b/w Shell & Lap joint 24.000 in 609.600 in 2.14E+05

Not required No of Annular Plates 20 Nos Dimensions of Annular Plates 0.0003

Not required Angle b/w Ann-plate Edges 18 Degree Annular plate Width 2439 mm <=0.75 3 1.19E+08

Not required Outer radius of Bottom 7570 mm Annular plate Height 1220 mm 0.75<t<=1 4 0.0005

Required Height of Bottom Coneup 8 mm 1<t<=1.25 5 1.99E+08

Required Slant Height of Bottom Cone 7570 mm ### 1.25<t<=1.5 6 0.000 in3 Dia of Cone 15140 mm Wt of Annular Plates 4,670 Kg ### 1.5<t<=1.75 7

4.67 Tons

BUTT WELDING LENGTH FOR ANNULAR PLATES 0.0282

0.7No of Plates 20 Wt of Bottom ### W 2.38

Plate Height ### Overlap 0 0% -0.032

Welding Length ### m 9,946 Kg

Wt of One Plate 233.49 Kg

Remarks No Of Plates ### ### 36.75

Selected 43 12.75

Not required Wt ### Kg 24.75

Not required ### TonsNot required NONDIMENSIONAL QUANTITIES

Not required ### Tons

Not required 0.81

Not required 0.28

Not required ANNULAR PLATES ESTIMATED 0.54

Required 0.26

Required SIZE ### ### 10 mm THK 7.8

#VALUE! QTY 20 2

WEIGHT 4.67 Tons 15

BOTTOM PLATES ESTIMATED Total 14.71 Tons VALUES FOR NOMOGRAM

SIZE ### ### 10 mm THK 0.79

QTY 43 0.4

WEIGHT 10.04 Tons 0.59

Pressure due to product hea 12142

DETERMINATION OF PIPING LOADS FROM NOMOGRAM

73742

1725563

4894626

End Condition at the Nozzle to piping connection

W 2.38 -0.032

2.14E+05

1.19E+08

1.99E+08

LOADS ON THE OPENING CONNECTION

2.36984880602768

-0.0319005891173448

0.0245880058249691

RADIOGRAPHY AS PER SECTION 6 INPUT FILM LENGTH 15 INCHES

RADIOGRAPHIC FILMS FOR SHELL No of Films in Shell 133

No of Courses Thickness of Shell Vertical Weld Horizental Weld Total No of Plates No of Vertical & HorizentalCourse in mm Lengths in m Lengths in m Junctions at the top of course

1 10 24.39 Fillet Welding 20.00 40.00

2 10 24.39 47.12 20.00 40.003 6 24.39 47.12 20.00 40.00

4 6 24.39 47.12 20.00 40.005 6 24.39 47.12 20.00 40.006 6 24.39 47.12 20.00 40.00

7 6 13.66 0.00 20.00 0.008 0 0.00 0.00 0.00 0.00

9 0 0.00 0.00 0.00 0.0010 0 0.00 0.00 0.00 0.00

11 0 0.00 0.00 0.00 0.0012 0 0.00 0.00 0.00 0.00

13 0 0.00 0.00 0.00 0.0014 0 0.00 0.00 0.00 0.0015 0 0.00 0.00 0.00 0.00

16 0 0.00 0.00 0.00 0.0017 0 0.00 0.00 0.00 0.00

18 0 0.00 0.00 0.00 0.00

FOR Thickness < = TO 3/8 INCH ( 9.5 mm ) FOR 3/8" <Thickness < = 1"

Thickness of Plate Vertical Weld Lengths No of Films Thickness of Plate Vertical Weld Lengths No of Films

( mm ) in meters ( mm ) in meters3 0.00 0 10 48.7804878048781 3

3.5 0.00 0 10.5 0 0

4 0.00 0 11 0 0

4.5 0.00 0 11.5 0 0

5 0.00 0 12 0 0 5.5 0.00 0 12.5 0 0

6 111.22 5 13 0 0

6.5 0.00 0 13.5 0 0 7 0.00 0 14 0 0

7.5 0.00 0 14.5 0 0

8 0.00 0 15 0 0 8.5 0.00 0 15.5 0 0

9 0.00 0 16 0 0 9.5 0.00 0 16.5 0 0

0 17 0 0

0 17.5 0 0

0 18 0 0

5 3

VERTICAL WELD RADIOGRAPHY

FOR Thickness < = TO 3/8 INCH ( 9.5 mm ) FOR 3/8" <Thickness < = 1" Length of Weld 364.8 feet Length of Weld 160 feet

No of Films in First 1 # No of Films in First 1 #

10 feet 10 feetNo of Films in each 3.548 # No of Films in each 2 #

100 feet 100 feetTotal Number 5 # No of Junctions 80

Total 83 No of Vertical Joint 20 #at Lowest Course

Number of Films 40 #HORIZENTAL WELD RADIOGRAPHY

Length of Weld to be 772.83 feet

RadiographedNo of Films in First 1 #

10 feetNo of Films in each 4 #

200 feet

Total Number 5 #

RADIOGRAPHIC FILMS FOR ANNULAR PLATES INPUT FILM LENGTH 15

Length of Weld to be 480 in

Radiographed

Total Number of Films 32 #

RADIOGRAPHIC FILMS FOR NOZZLES

Nozzle Number Qty Nozzle Dia in inch Outer Dia of Pipe Periphery Length Descriptionin inch in inch

N1 1 20 20 62.83 InletN2 2 28 56 175.93 Outlet

N3 2 10 20 62.83 Drawoff Sump 1

N4 1 1 1 3.14 Drawoff Sump 2M1 2 6 12 37.70 Shell ManWays 1

M2 7 8 56 175.93 Shell ManWays 2

M3 5 2 10 31.42 Shell ManWays 3

D1 36x48 1728.00 Cleanout Door

3 12 36 113.10

2390.88

No of Films 159

T

K R/E(2a)

K R

KL/E(2a )3

KL

K C/E(2a)3

K C

Beta L

X A

X B

XC

XA/(Rt)0.5

X B/(Rt)0.5

X C/(Rt)0.5

=a /(Rt)0.5

YL

YF

Y C

0.1 or 1.0-0.75XB/(Rt) 0.5

0.1 or 1.0-0.75XA/(Rt) 0.5

0.1 or 1.0-0.75XC/(Rt) 0.5

Radial Thrust F.Rmaz

Longitudina l Moment M.L

Circumferential Moment M.C

KR

K L

KC

WR

L

C

ALLOWABLE EXTERNAL LOADS ON TANK SHELL OPENINGS ( API 650 APPENDEX P ) WIND OVERTURNING CALCULATION SEISMIC DESIGN AS PER APPENDIX "E'DESIGN OF EXTERNAL FLOATING ROOF

ft 3120 in SINGLE DECK Wind Velocity 100 miles/hour Seismic Zone 2A

ft 768 in Wind Pressure on Cylindrical Surfaces 18 lbs/ft² Zone Coefficient 0.15 in Inputs taken from Siemens Computer Programme Wind Pressure on Conical Surfaces 15 lbs/ft² Essiential Facilities Factor 1

in INPUTS Roof Weight #VALUE! Kg Weight of Tank Shell 47110.45 lbsin Shell Weight 21365 Kg Weight of Roof Supported by Shell #VALUE! lbs

in Tank Shell Dia 18.288 m No of Stiffners 1 Each Pontoon Net Weight #VALUE! Kg Ht from bottom of Shell to C.G 11.58 ft

See Figure P-2A For Reinforcement on Shell & Figure P-2G For Reinforcement on Neck only Tank Height 12.81 m No of Insp.Holes 16 Roof Height 0.470 m Total Weight of Tank Contents (Wt) 2646000.00 lbsin Product S.G 0.7 Wt of a Hole 50 Kg Approx Lateral force 23807 lbs D/H Ratio 1.88

°F Seal Gap 0.2 m Height of Legs 2.5 m Over turning moment "M" 309466 lbs-ft W1/Wt 0.25 Figure 3-2

°F Seal Density 53.5 Section of Legs 3" Sch 80 Stabilizing Moment #VALUE! lbs-ft W2/Wt 0.63 Figure 3-2

°F Roof Dia 17.888 m Wt of Leg 10.25 lbs/ft Remarks #VALUE! W1 661500.00 lbsRoof toDeck area Percent 0.6378576 Radius of Gyr. 0.02885 m W2 1653750 lbs

Deck Thickness 0.006 m Area of Leg X1/H 0.38

Inner Rim Thickness 0.02 m Material Carbon Steel USED WHEN TANK IS UNSTABLE (ANCHORED TANK) X2/H 0.56

Outer Rim Thickness 0.006 m Density of Material 7850 Min dia of Anchor 1 in X1 9.9712

Upper plate Thickness 0.006 m Poissons Ratio 0.33 Min Corrosion Allow. 0.25 in X2 14.6944 Lower plate Thickness 0.006 m Inv of Poissons ratio 3.33 Anchor Dia 2.5 in Lateral Force Coefficient (C1) 0.6

Inner Rim Height 0.4 m Modulus of Elasticity 209000000000 N/m² No of Anchors 16 # Site Amplification Factor (S) 1.5 Outer Rim upper edge 0.1 m Rainfall Height 0.254 m Design tension load per anchor #VALUE! lbs K Factor 0.62 Figure E-4

Figure P-2G Outer Rim lower edge 0.1 m Live Load 25 Psf Design tension load per anchor area #VALUE! Psi Natural Period of First Sloshing Mode (T) 4.35 Secs From Figure E-

Table P-1 Height addition for upper rim 0.37 m No of Pontoons 20 # Allowable tensile stress at anchor root 20000 Psi APP "F" Lateral Force Coefficient (C2) 0.259

Psi Height of Outer Rim 0.97 m Allowable Stress 18000 Psi Remarks #VALUE! Overturning Moment #VALUE! lbs-ft

Figure P-2H Flat Tickness 0.012 m Radial Dist b/w legs 2.7 m Yield Strength of Material 30000 Psi

in-lbs/radian Flat Length 0.08 m Circum Dist b/w legs 3.393 m Resistance to Overturning 1613.76 lb-ft of Shell Circumference

Figure P-2I Compartment Thickness 0.006 m No of Insp. Holes in Pontoo 15 Wt of Tank Shell & Roof #VALUE! lb-ft of Shell Circumference

in-lbs/radian Tensile Strength of MS 602 MN/m² No of Insp. Holes in Deck 1 M/D²(wt+wl) #VALUE!

Safety Factor 3 Max Longtudinal comp. Force at the bottom of shell #VALUE! lbs / ftAllowable Strength 201 MN/m² Max Long. Comp stress in shell #VALUE! Psi

GHD²/t² 847,894.74

Max Allow Long. Comp stress in shell 6,274.32 Psi

ROOF CALCULATIONSin

radian Roof Radius 8.944 m C.G for Pontoon Triangle Po 8.344 m

Roof Area 251.31 m² Vol of 1st Triangle Portion 4.720 CONCLUSION

Deck Area 160.3 m² Vol of 2nd Rectangle Portio 36.40 #VALUE!

in Pontoon Area 91 m² Vol of 3rd Triangle Portion 17.47 #VALUE!

in Deck Radius 7.143 m Total Vol of Pontoon 58.59

in Pontoon Width 1.80 m Upper Plate Inclined Length 1.87 m

Vol of Deck 0.962 Lower Plate Inclined Length 1.84 mWeight of Deck 7550 Kg Outer Rim Inclined Angle 11.61 Degrees

PONTOON WEGHT

Figure P-4A Inner Rim Weight 2819 Kg

Figure P-4A Outer Rim Weight 2567 Kg

Figure P-4B Weight of upper plate 4470 Kg

Weight of lower plate 4379 Kg

Weight of Compartments 1077 KgWeight of Flat 340 Kg

0.79 Weight of Stiffners 268 Kg

0.4

0.59

lbs

PONTOON STIFFNERS

lbs 0.4 0 0

lbs 0.4 0 0 Live Load 1.20 KN/m²

lbs 0.59 0 0 Load of Upper plate 0.46 KN/m²

Total Load 1.66 KN/m²Area Supported by Stiff. 2.275 m²

U.D.Load on Stiffner 3.77 KNBending Moment 0.85 KN.m

Section Modulus 6843.75 0.418

in Selected Section L 2 1/2 x 2 1/2 x 5/16radian Weight 5 lbs/ft

Psi Area 1.46 in²

Psi Deflection

Psi

WEIGHT OF APPURTENANCES ( APPROX )

PONTOON DECK

in Weight of Insp. Holes 750 Kg Weight of Insp. Holes 50 Kg

radian Weight of Seal 3007 Kg Weight of Fittings 300 Kg

radian Weight of Fittings 1700 Kg Weight of Rolling Ladder 1500 KgFoam Dam 1235 Kg Weight of legs 400 Kg

Weight of legs 800 Kg Contigency 500 KgContigency 189 Kg

23600 10300

TOTAL WEIGHT 33901 Kg

FLOATATION LEVELS

PRODUCT WATER

Pontoon Level 0.3186 m Pontoon Level 0.2074 m

Deck Level 0.0673 m Deck Level 0.0471 mDifference 251 mm Difference ### mm

Level of Attachement 250 mm

Design Conditions Based on API - 650

Article C.3.4.1-

CHECK OF BUOYANCY ON CONDITION "A"

Vol of 10" Rainfall 66.72

Vol of Liquid Displaced 143.74

Vol of Pontoon below Deck Level 27.47

Roof Displacement 0.463 mOuter Height of outer rim 0.52 CONDITION ACCEPTABLE

Article C.3.4.1-

CHECK OF BUOYANCY ON CONDITION "B"

Vol of Liquid Displaced 48.43

Total Vol of Pontoons 58.59

Vol of Pontoons with Two punctu 52.73 CONDITION ACCEPTABLE

No of Junctions Thickness of Plate Vertical Weld Lengths No of Films No of Junctions

( mm ) in meters80 18.5 0 0 0

0 19 0 0 0

0 19.5 0 0 0

0 20 0 0 0 Article C.3.4.2-

0 20.5 0 0 0 0 21 0 0 0

0 21.5 0 0 0

0 22 0 0 0 0 22.5 0 0 0 CHECK OF PONTOON DEFORMATION ON CONDITION "A"0 23 0 0 0

0 23.5 0 0 0 Downward Force at Deck Center 74270.19 Kg0 24 0 0 0 Upward Force at Deck Center 51914.86 Kg ITERATION FOR DEFLECTION

0 24.5 0 0 0 Net Force on Deck 22355.33 Kg Def Assumed 0.0990 25 0 0 0 Unit Load 1368.08 N/m² Def 0.099

0 25.5 0 0 0 Deflection 0.099 m Diff 0.001

0 0 0 Bending Stresses 10757860.22 N/m²

0 0 0 10.76 N/mm² ### ### 130

0 Tensile Stresses 19297094.44 N/m² Left Side Right Side

19.30 N/mm²Total Stresses 30.05 N/mm² 22307

Radial Load 115.78 N/mm ###Bending Moment 10854.62 N.mm ###

Section Modulus 66.67

Induced Stress ### N/mm² CONDITION IS ACCEPTABLE

CHECK OF PONTOON DEFORMATION ON CONDITION "B"

Downward Force at Deck Center 7550.19 Kg

Upward Force at Deck Center 673.27 KgUnit Force on Deck 420.85 N/m² ITERATION FOR DEFLECTION

Deflection 0.066 m Def Assumed 0.067Bending Stresses 7090432.15 N/m² Def 0.066

7.09 N/mm² Diff -0.001

Tensile Stresses 8382731.18 N/m²

8.38 N/mm²

Total Stresses 15.47 N/mm²

INCHES Radial Load 50.30 N/mmBending Moment 4715.29 N.mm

Section Modulus 66.67

Induced Stress ### N/mm² CONDITION IS ACCEPTABLE

CHECK OF STABILITY FOR CONDITION "B"

Angle b/w punctured Pontoons 36 Degree

### Radians

Effective area 81.9 m²

Displacement of Neutral axis 0.883 m

Moment of Inertia of Partial Pont 2404

Moment of Inertia of Partial Pont 2468

Listing Moment 29927 Kg.m

Tilt of Roof on punctured side 0.17 m ITERATION FOR HIGHTTilt of Roof on opposite side 0.14 m height 0.18

Displaced Volume 48.43 ccc 0.88

Effective Volume of 1 4.25 eff.vol. 12.70 12.69 Compare

Effective Volume of 2 32.76 c 0.47

Remaining Volume 11.42

Effective Volume of 3 12.69Height of product at cond."B" 0.18 m CONDITION IS ACCEPTABLE

SUPPORTING LEGS

DECK LEGS

Total No of Rings 6

No of Rings Radial Dist in m Cir.Length No of Legs Area Supported

From Center of Rings in m by legs in m²1 2.7 16.96 5 ###0 0 0.00 0

0 0 0.00 0 0 0.00 0

0 0.00 0 0 0.00 0

5

Kg/m3

lb/ft3

Kg/m3

m3

m3

m3

m3

m3

/2YF(FR/FP ) =< ML= MC=

/aY L(M L/FP) =< MC= FR=

/aY C(MC/FP) =< ML= F

R=

mm3 in3

m3

m3

m3

m3

m3

m3

mm3

mm3

m4

m4

m3

m3

m3

m3

m3

Floating Roofs shall have sufficient buoyancy to remain afloat on liquid with sp.gravity of 0.7 and wi th primary drains inoperative for the following conditions.

A) Ten inches of rainfall in a 24-hour period with the roofs intact,except for double deck roofs provided with emergency drains to keeps water to a lesser volume that the roofs will safely support.such emergency drains shall not allow the product,to flow onto the roof.

Floating Roofs shall have sufficient buoyancy to remain afloat on liquid with sp.gravity of 0.7 and wi th primary drains inoperative for the following conditions.

B) Single Deck and Two adjacent pontoons compartments punctured in Single deck pontoon roof with no water and live load.

The Pontoon Portions of single Deck Pontoon type roof shall be designed to have adequate strength to prevent permanent distortion when the center deck is loaded by desin rain water ( C.3.4.1 item A )

.

SPIRAL STAIR CASE

SIESMIC ZONE Rise 200 mm Total Height of Tank 8000 mm ESTIMATION OF STAIR CASE

ZONE COEFFICIENT Tread Run 200 mm ### mm1 0.075 Angle of inclination 45 Degree 282.84 mm STEPS ( CHEQUERED PLATE ) HANDRAIL POSTS

2A 0.15 Height of Stair case 7890 mm Distance b/w steps 283 mm2B 0.2 No of Steps 40 # 41 # SIZE 800 300 6 mm thk SECTION Round Bar 1220 2439 6 5

3 0.3 Angle of Spiral 60.28 Degree No of steps 37 # QTY 40 DIA 19 140.149818

4 0.4 Length of Plateform 1000 mm Length of Stair 10188 mm ### WT 457 Kg QTY 40Angle of Plateform 7.6394 Degree Distance from bottom (min) 796 mm FULL PLATES 4 HEIGHT(m) 1.220

Total Angle of Spiral 75.554 Degree WT 110 Kg

Distance from bottom 110 mm INTERMEDIATE PLATFORM

C2 ### CHEQUERED PLATE HANDRAILC2 ### BOQ OF STEPS

wL ### SIZE 1000 300 6 mm thk SECTION Pipe DN 40

1613.76 Chequered Plate Length 800 mm Unit wt of Chequered plate 11.30 Kg/Pc QTY 1 UNIT WT (Kg/m) 4.07

Chequered Plate Width 300 mm Unit wt of Gratings 4.5 Kg/Pc WT 14 Kg LENGTH(m) 11

Chequered Plate thk 6 mm FULL PLATES 1 WT 45 KgNo of Chequered Plate 40 # TOP PLATFORM QTY 1

M/D²(wt+wl)=X b Weight of Chequered Plates 457 Kg QTY OF TOP PLATFORM 1 CHEQUERED PLATEX >=0.785 #VALUE! Handrail post (Round bar) ht 1220 mm QTY OF INTER. PLATFORM 1

(b+wl)/(wt+wl) 2 0.785<X<=1.5 #VALUE! No of Handrail post 40 # SIZE 1400 300 6 mm thk ROOF HANDRAIL

(b+wl)/(wt+wl) #VALUE! 1.5<X<=1.57 #VALUE! Size of Handrails post (Dia) 19 mm QTY 1

b/12t #VALUE! X>1.57 Unstable Weight of Handrails post 110 Kg WT 20 Kg SECTION Pipe DN 40

Length of Handrail 11158 mm UNIT WT (Kg/m) 4.07

Section of Handrail Pipe DN 40 STRUCTURE USED FOR PLATFORM SUPPPORT LENGTH(m) 47

Unit wt of Section 4.07 Kg/m CHANNEL WT 192 Kg

GHD²/t²=Y Fa Weight of Handrails 45 Kg

Y>=1E06 ### SIZE C 4 x 2Y<1E06 ### BOQ OF PLATFORMS UNIT WT (Kg/m) 10.78 ROOF HANDRAIL POSTS

15000 LENGTH (m) 8.8

Weight of the Inter. Platform (Che 14 Kg Channel used for support C 4 x 2 WEIGHT 95 Kg SECTION L 2 1/2x2 1/2x1/4

Weight of the Top Platform (Cheq. 20 Kg Unit Weight 10.78 Kg/m QTY 1 UNIT WT (Kg/m) 6.01 Weight of Channel for Inter. Plat 47 Kg Angle used for support L 2 1/2x2 1/2x1/4 QTY 31

Weight of Channel for Top Platfo 47 Kg Unit Weight 6.01 Kg/m ANGLE HEIGHT(m) 1.220

Length of angle used for support 4525 mm WT 227 Kg

Weight of Angle 27 Kg Length of Channel (meters) 8.8 SIZE L 2 1/2x2 1/2x1/4

Angle used to support Channel 2000 mm UNIT WT (Kg/m) 6.01 KNEE BAR

Weight of angle used to support 12 Kg LENGTH (m) 6.53

WEIGHT 39 Kg SECTION Pipe DN 25

BOQ OF HANDRAILS ON ROOF QTY 1 UNIT WT (Kg/m) 3.23LENGTH(m) 47

Lenght of Handrails 47124 mm Section Selected for Knee bar Pipe DN 25 WT 152 Kg

Weight of Handrails 192 Kg Unit Weight 3.23 Kg/m QTY 1

Weight of Knee bar 152 Kg Section Selected for Toe bar Flat 80 x 4

Weight of Toe bar 118 Kg Unit Weight 2.51 Kg/m TOE BAR

No of Handrail Post 31 # Angle used for Handrail Post L 2 1/2x2 1/2x1/4

Height of Handrail Post 1220 mm Unit Weight 6.01 Kg/m SECTION Flat 80 x 4

Weight of Handrail Post 227 Kg UNIT WT (Kg/m) 2.51

LENGTH(m) 47

WT 118 Kg

QTY 1

Weight of Spiral Stairs 1470 Kg 1.5 Ton

Misc 250 Kg 0.3 TonTotal Weight 1720 Kg 1.7 Ton

FLUID PROPERTIES

Fluid Designation. Specific Gravity Vapour Press

HFO 0.96 HSD 0.87

LUBE OIL (500 HVI) 0.9 0.007

CRUDE OILLPG ( LIQUID )

Page 25 OF 35

sDIESEL STORAGE TANKS DESIGN CALCULATION SHEETPORT QASIM, KARACHI DOCUMENT No :-WOPL-DS-001PAKISTANTAG No : T-1001 TO T-1006 DATE :-14-09-2000

DESIGN DATA

Design Code API 650Product WaterSp.Gravity 1 Capacity 1200 Cubic MetersTank Dia 15.00 MetersTank Ht 8.00 MetersRoof Type Supported Cone roofBottom Type Cone-upRoof Slope 1:16 Bottom Slope 1:1000 Corrosion Allowance 3.0 Milli metersWind Velocity 100.00 Miles per HourSeismic Zone 2AZone Coefficient 0.15Quantity of Tanks 6

SHELL CALCULATIONS

Shell Material HR 275Material Grade C Allow.Design Stress ### 21461.9280733945 PascalsAllow.Test Stress ### 21461.9280733945 PascalsPlate Width 2.439 8 MetersPlate Height 1.220 4 Meters

Course Liquid Height from Course Height Calculated SelectedNo bottom of Course ( mm ) ( mm ) Thickness (mm) Thickness (mm)

1 8000 1220 6.9 10.02 6780 1220 6.3 10.03 5561 1220 6.0 6.04 4341 1220 6.0 6.05 3122 1220 6.0 6.06 1902 1220 6.0 6.07 683 683 6.0 6.08 0 0 0.0 0.09 0 0 0.0 0.0

10 0 0 0.0 0.0Total Weight of Shell ( Kg )

INTERMEDIATE WIND GIRDER

Course Course Thickness Course Height Unstiffened Tank Allow.Shell HeightNo ( mm ) ( mm ) Height ( mm ) ( mm )

1 10 ### 8000.00 51538.802 10 ### 6780.49 51538.803 6 ### 5560.98 14371.844 6 ### 4341.46 14371.845 6 ### 3121.95 14371.846 6 ### 1902.44 14371.847 6 ### 682.93 14371.848 0 0 0.00 0.00

Page 26 OF 35


CURB ANGLE

S.No Size Length of Curb Unit Weight of Total Weight ofAngle ( m ) Angle ( Kg / m ) Curb Angle ( Kg )

1 2x2x1/4 47 5 224Total Weight of Curb Angle ( Kg ) 224

ROOF CALCULATIONS

Plate Thickness 6 Milli metersRoof Area 178.29 Square metersLive Load on Roof 122 25 Kg per sq. meterWeight of Roof Plates 8817.29 Kilograms

S.No No of Girders Length of Section of Girder Unit WeightGirders ( m ) ( Kg / m )

1 0 0.00 I 220 x 90 32.812 0 0.00 I 220 x 90 32.813 0 0.00 I 220 x 90 32.814 0

Total Weight of Girders ( Kg )

S.No No of Rafters Length of Section of Rafter Unit WeightRafters ( m ) ( Kg / m )

1 25 7.62 C 8 x 11.5 17.112 0 0.00 C 8 x 11.5 17.113 0 0.00 C 8 x 11.5 17.114 0 0.00 C 8 x 11.5 17.11

Total Weight of Rafter ( Kg )Height of Center Column 8.47 MetersArea of Column Section 0.005 Square metersRadius of Gyration of Section 0.075 MetersSlendernous Ratio 113.41Allow.Comp Stress From API 650 7379760 Kilograms per square meterWeight on Center Column 360 Kilograms Induced Stress in Center Column 1180628 Kilograms per square meter

REMARKS SELECTION IS SAFEBUCKLING IS SAFE

S.No No of Columns Height of Section of Column Unit WeightColumns ( m ) ( Kg / m )

1 1 8.47 PIPE 8 SCH 40 42.472 0 0.00 PIPE 8 SCH 40 42.473 0 0.00 PIPE 8 SCH 40 42.474 0 0.00 PIPE 8 SCH 40 42.47

Total Weight of Columns ( Kg )

Page 27 OF 35


WIND OVERTURNING( Refer Sec 3.11)Wind Press. on Cylindrical Surface 87.82 18 Kg per sq.meterWind Press. on Conical Surface 73.19 15 Kg per sq.meterRoof Weight #VALUE! KilogramsShell Weight 21365 KilogramsNet Weight #VALUE! KilogramsRoof Height 0.47 MetersLateral force 10797.03 23807.45 KilogramsOver turning moment "M" 42788.85 309466.10 Kilograms meterStabilizing Moment #VALUE! #VALUE! Kilograms meter

Remarks #VALUE!

SEISMIC DESIGN( Refer Appendix E)Seismic Zone 2AZone Coefficient 0.15Essiential Facilities Factor 1.00Weight of Tank Shell 47110.45 21365.2820191646 lbsWeight of Roof Supported by Shell #VALUE! #VALUE! lbsHeight from bottom of Shell to C.G 11.58 3.53032300593276 ftTotal Weight of Tank Contents 2646000.00 1200000 lbsD/H Ratio ( Dia & Height Ratio ) 1.88W1/Wt 0.25W2/Wt 0.63W1 661500.00 300000 lbsW2 1653750.00 750000 lbsX1/H 0.38X2/H 0.56X1 9.97X2 14.69Lateral Force Coefficient (C1) 0.60Site Amplification Factor (S) 1.50K Factor 0.62Natural Period of First Sloshing Mode 4.35 SecsLateral Force Coefficient (C2) 0.26Overturning Moment #VALUE! lbs-ftYield Strength of Material 30000.00 PsiResistance to Overturning 1613.76 lb-ft of Shell CircumferenceWt of Tank Shell & Roof #VALUE! lb-ft of Shell CircumferenceM/D²(wt+wl) #VALUE!Max Long.comp.Force at the bottom #VALUE! lbs / ftMax Long. Comp stress in shell #VALUE! PsiGHD²/t² 847894.74Max Allow Long. Comp stress in shell 6274.32 Psi

CONCLUSION0 #VALUE!

#VALUE!

Page 28 OF 35

DESIGN CALCULATION SHEETDOCUMENT No :-WOPL-DS-001

REV :- ADATE :-14-09-2000

PsiPsiFeetFeet

Weight of eachCourse ( Kg )

4511.34511.32706.82706.82706.82706.81515.8

0.00.00.0

21365

Wind GirderRed'd/Not req'd

Not requiredNot requiredNot requiredNot requiredNot requiredNot required

Page 29 OF 35


REV :- ADATE :-14-09-2000

###

Psf

Total Weight( Kg )

00000

Total Weight( Kg )

3260000

3260

Kilograms per square meter

Kilograms per square meterSELECTION IS SAFE

Total Weight( Kg )

360000

360

Page 30 OF 35


REV :- ADATE :-14-09-2000

Pounds / Sq.feetPounds / Sq.feet

PoundsPounds feetPounds feet

KilogramsKilogramsMetersKilograms

KilogramsKilograms

lb-ft of Shell Circumferencelb-ft of Shell Circumference

PAK-ARAB REFINERY LIMITEDFUEL OIL TANKSPRELIMINARY BILL OF QUANTITY

S.No ITEM SIZE DESCRIPTION UNIT QTY UNIT WT TOTAL WTKg Kg

1 SHELL PLATE ### x ### x 10 mm thk HR 275 C #s 40 233 93402 SHELL PLATE ### x ### x 8 mm thk HR 275 C #s 0 187 03 SHELL PLATE ### x ### x 6 mm thk HR 275 C #s 100 140 140104 SHELL PLATE 0 x 0 x 0 mm thk HR 275 C #s 0 0 05 SHELL PLATE 0 x 0 x 0 mm thk HR 275 C #s 0 0 06 SHELL PLATE 0 0 0 HR 275 C 0 07 SHELL PLATE 0 0 0 HR 275 C 0 08 SHELL PLATE 0 0 0 HR 275 C 0 09 SHELL PLATE 0 0 0 HR 275 C 0 010 SHELL PLATE 0 0 0 HR 275 C 0 011 ANNULAR PLATES ### x ### x 10 mm thk HR 275 C #s 20 233 467012 BOTTOM PLATES ### x ### x 10 mm thk HR 275 C #s 43 233 1004013 ROOF PLATES ### x ### x 6 mm thk HR 275 C #s 70 140 980714 RAFTERS C 8 x 11.5 x 7.62 m long ASTM A36 #s 25 17 326015 GIRDERS I 220 x 90 x 6.10 m long ASTM A36 #s 0 33 016 COLUMNS PIPE 8 SCH 40 x 8.47 m long ASRM A 53 Gr B #s 1 42 36017 CURB ANGLE 2x2x1/4 ASTM A36 m 47 5 22418 CHEQUERED PLATE 1220 x 2439 x 6 mm thk ASTM A36 #s 5 140 70119 SUPPORTING CHANNEL C 4 x 2 x 8.80 m long ASTM A36 #s 1 11 9520 SUPPORTING ANGEL L 2 1/2x2 1/2x1/4 x 6.53 m long ASTM A36 #s 1 6 3921 HANDRAIL POST 19 mm x 1.22 m long ASTM A36 #s 40 3 11022 HANDRAIL Pipe DN 40 x 11.16 m long ASRM A 53 Gr B #s 1 4 4523 ROOF HANDRAIL Pipe DN 40 x 47.12 m long ASRM A 53 Gr B #s 1 4 19224 ROOF HANDRAIL POST L 2 1/2x2 1/2x1/4 x 1.22 m long ASTM A36 #s 31 6 22725 KNEE BAR Pipe DN 25 x 47.12 m long ASTM A36 #s 1 3 15226 TOE BAR Flat 80 x 4 x 47.12 m long ASTM A36 #s 1 3 11827 28 29 30

53388 Kg53 Tons

PAK-ARAB REFINERY LIMITEDFUEL OIL TANKSPRELIMINARY BILL OF QUANTITY

S.No ITEM SIZE DESCRIPTION UNIT QTY UNIT WT TOTAL WTKg Kg

1 SHELL PLATE 2439 x 6000 x 12 mm thk A 573 Grade 70 #s 16 1379 220562 SHELL PLATE 2439 x 6000 x 11 mm thk A 573 Grade 70 #s 16 1264 202183 SHELL PLATE 2439 x 6000 x 9 mm thk A 573 Grade 70 #s 16 1034 165424 SHELL PLATE 2439 x 6000 x 8 mm thk A 573 Grade 70 #s 16 919 147045 SHELL PLATE 2439 x 6000 x 6 mm thk A 573 Grade 70 #s 32 689 220566 SHELL PLATE 0 0 0 A 573 Grade 70 0 07 SHELL PLATE 0 0 0 A 573 Grade 70 0 08 SHELL PLATE 0 0 0 A 573 Grade 70 0 09 SHELL PLATE 0 0 0 A 573 Grade 70 0 010 SHELL PLATE 0 0 0 A 573 Grade 70 0 011 ANNULAR PLATES 2439 x 6000 x 6 mm thk A 573 Grade 70 #s 16 689 1102812 BOTTOM PLATES 2439 x 6000 x 6 mm thk A 283 Grade C #s 42 689 2894913 ROOF PLATES 2439 x 6000 x 6 mm thk A 283 Grade C #s 56 689 3859914 RAFTERS C 6 x 3 x 6.10 m long ASTM A36 #s 95 20 1174015 GIRDERS I 220 x 90 x 6.10 m long ASTM A36 #s 15 33 300116 COLUMNS PIPE 10 SCH 40 x 15.57 m long ASRM A 53 Gr B #s 16 60 1500217 CURB ANGLE 3x3x3/8 ASTM A36 m 94 11 100718 CHEQUERED PLATE 1220 x 2439 x 6 mm thk ASTM A36 #s 7 140 98119 SUPPORTING CHANNEL C 4 x 2 x 8.80 m long ASTM A36 #s 1 11 9520 SUPPORTING ANGEL L 2 1/2x2 1/2x1/4 x 6.53 m long ASTM A36 #s 1 6 3921 HANDRAIL POST 19 mm x 1.22 m long ASTM A36 #s 74 3 20122 HANDRAIL Pipe DN 40 x 20.66 m long ASRM A 53 Gr B #s 1 4 8423 ROOF HANDRAIL Pipe DN 40 x 94.03 m long ASRM A 53 Gr B #s 1 4 38324 ROOF HANDRAIL POST L 2 1/2x2 1/2x1/4 x 1.22 m long ASTM A36 #s 62 6 45425 KNEE BAR Pipe DN 25 x 94.03 m long ASTM A36 #s 1 3 30426 TOE BAR Flat 80 x 4 x 94.03 m long ASTM A36 #s 1 3 23627 28 29 30

207680 Kg208 Tons

Weight of Nozzles 1.66 Tons

209.34 Tons

TSMLFIRE WATER TANKPRELIMINARY BILL OF QUANTITY

S.No ITEM SIZE

1 SHELL PLATE 1220 x 24392 SHELL PLATE 1220 x 24393 ANNULAR PLATES 1220 x 24394 BOTTOM PLATES 1220 x 24395 ROOF PLATES 1220 x 24396 RAFTERS C 6 x 10.57 COLUMNS PIPE 8 SCH 408 CURB ANGLE 2x2x1/49 CHEQUERED PLATE 1220 x 2439 10 SUPPORTING CHANNEL C 4 x 211 SUPPORTING ANGEL L 2 1/2x2 1/2x1/412 HANDRAIL POST 19 mm13 HANDRAIL Pipe DN 4014 ROOF HANDRAIL Pipe DN 4015 ROOF HANDRAIL POST L 2 1/2x2 1/2x1/416 KNEE BAR Pipe DN 2517 TOE BAR Flat 80 x 418 19 20 21

SIZE DESCRIPTION UNIT QTY UNIT WTKg

x 10 mm thk HR 275 C #s 40 233x 6 mm thk HR 275 C #s 100 140x 10 mm thk HR 275 C #s 20 233x 10 mm thk HR 275 C #s 43 233x 6 mm thk HR 275 C #s 70 140x 6.10 m long ASTM A36 #s 25 16x 8.47 m long ASRM A 53 Gr B #s 1 42

ASTM A36 m 47 5x 6 mm thk ASTM A36 #s 5 140x 8.80 m long ASTM A36 #s 1 11x 6.53 m long ASTM A36 #s 1 6x 1.22 m long ASTM A36 #s 40 3x 11.16 m long ASRM A 53 Gr B #s 1 4x 47.12 m long ASRM A 53 Gr B #s 1 4x 1.22 m long ASTM A36 #s 31 6x 47.12 m long ASTM A36 #s 1 3x 47.12 m long ASTM A36 #s 1 3

TOTAL WTKg

9340140104670

10040980723813602247019539

11045

192227152118

52510 Kg53 Tons

Documents

Tank Design