CONTENTS:-

SR. NO. 1 2 3 4 5 6 7 8 9 9.1 10 11 12 13 14 15

DESCRIPTION

DESIGN DATA CALCULATIONS FOR MINIMUM SHELL THICKNESS BOTTOM PLATE DESIGN INTERMEDIATE WIND GIRDER VERIFICATION OF UNSTIFFENED SHELL FOR EXTERNAL PRESSURE DESIGN OF ROOF CALCULATION OF ROOF STIFFENER TANK STABILITY AGAINST UPLIFT DUE TO INTERNAL PRESSURE STABILITY OF TANK AGAINST WIND LOADS RESISTANCE TO SLIDING SEISMIC CALCULATION ANCHORAGE FOR UPLIFT LOAD CASES ANCHOR CHAIR CALCULATION WEIGHT SUMMARY FOUNDATION LOADING DATA EVALUATION OF EXTERNAL LOADS ON TANK SHELL OPENINGS AS PER P.3 OF API 650, ADD. 4, 2005

16 17

VRV AND VENTING CALCULATIONS DESIGN OF LIFTING TRUNNION

(PENDING) (PENDING)

1)

DESIGN DATA API STANDARD 650 TENTH EDITION, NOVEMBER 1998 ADDENDUM 4, DECEMBER 2005 APPENDICES: J, M & S "Process Equipment Design" By Lloyd E. Brownell & Edwin H. Young TK-66202 EJECTORS HOT WALL SA 240 TYPE 316 = = = = = = = = = = = = = = q Di Do D H Wc (Assumed) (Assumed) W ra W sa V E Lr = = = = = = = = = = = 980 0.980 166.67 130 80 ATM 1.600 1.900 148.33 186.00 0 0 0 0 0 1.800 1.812 1.806 1.900 0.348 10 14 155 1.20 MPao o

Design Code

Flat Roof Design Item No. Description Material Density of Contents Specific Gravity of Contents Material's Yield Strength @ Design Temperature Design Temperature Operating Temperature Design Internal Pressure High Liquid Level Design Liquid Level Allowable Design Stress @ Design Temperature Allowable Hydrostatic Stress @ Ambient Temperature Corrosion Allowance Bottom Shell Roof Structure Slope of Tank Roof Inside Diameter of Tank Outside Diameter of Tank Nominal Tank Diameter = Di + Bottom Shell Thickness Height of Tank Weight of Top Curb Angle Weight of Roof Attachments Weight of Shell Attachments Design Wind Velocity Modulus of Elasticity @ Design Temperature Live Load on Roof : : : Dc G Fym TDSN TOPR Pi Hl HL1 Sd St

kg/m3(As Per Table S-5)

C 0(HLL) (As Per PIPVESTA002) (Table S-2) (Table S-2)

C kPa m m MPa MPa mm mm mm mm

degree (Flat Roof) m m m m kN kN kN kph(Table S-6) (PIP VESTA002, 3.2.D) (Nozzles, Insulation, Railing/Platform) (Nozzles, Insulation, Ladder & Partition Plates)

185000 MPa kPa

2)

CALCULATIONS FOR MINIMUM SHELL THICKNESS

As per chapter 3, clause 3.6.1.1, the shell thickness for tanks with nominal tank diameter less than 15 m shall not be less than 5 mm. The required minimum thickness of shell plates shall be the greater of the values computed by the following formulas (As per Appendix S, clause S.3.2) Design Shell Thickness Hydrostatic Test Thickness td = Design shell thickness, mm tt = Hydrostatic test shell thickness, mm G = Specific Gravity of Fluid to be Stored D = Nominal Dia. of Tank HL1 = Design Liquid Level CA = Corrosion Allowance Sd = Allowable Stress for Design Condition St = Allowable Stress for Hydrostatic condition E = Weld Joint Efficiency = = = = = = = 0.980 1.806 1.900 0 148.33 186.00 0.85 m m mm MPa MPa(Table S-4)

td tt

= =

4.9D (HL1 - 0.3)G + CA (Sd) (E) 4.9D (HL1 - 0.3) (St) (E)

Shell Course Width of course Design Shell ThicknessHydrostatic Test Thickness

(Including Curb Angle)

W1 HL1 td tt t1

= = = = =

1.900 m 1.900 m 0.110 mm 0.090 mm 6.00 mm

Design Height for Shell Course

Shell Thickness Provided az Shell Course Shell Width, m Shell Thickness, mm (Uncorroded) Shell Thickness, mm (Corroded) Shell Weight, kN (Uncorroded) Shell Weight, kN (Corroded) 1 1.90 6.00 6.00 5.08 5.08

Total Shell Weight (Uncorroded) Total Shell Weight (including partition plates) (Corroded)

= =

5.08 5.08

kN kN

Top Curb Angle

(Formed Section) Cross-sectional Area of the Top Curb Angle Weight of Top Curb Angle (Uncorroded) Weight of Top Curb Angle (Corroded)

L

65

x

65

x = = =

6 780 0.35 0.35

Thk. mm2 kN kN

3)

BOTTOM PLATE DESIGN As per API 650, Appendix S, Clause S.3.1 All bottom plates shall have minimum nominal thickness of 5 mm, exclusive of any corrosion allowance. Required Bottom Plate Thickness Used Bottom Plate Thickness *Weight of Bottom Plate (Uncorroded) *Weight of Bottom Plate (Corroded) *Including 50mm Projection Outside of Bottom Shell Course As per API 650, Appendix J, Clause J.3.2 All bottom plates shall have a minimum nominal thickness of 6 mm. tb tb used = = 137.82 137.82 kg kg = = = = 6 6.00 1.35 1.35 mm mm kN kN = = 137.82 137.82 tb tb tb used kg kg = = = = = 5+ CA mm 5 6.00 1.35 1.35 mm mm kN kN

Required Bottom Plate Thickness Used Bottom Plate Thickness Weight of Bottom Plate (Uncorroded) Weight of Bottom Plate (Corroded)

4)

INTERMEDIATE WIND GIRDERS Maximum Unstiffened Height As per API 650, Chapter 3, Clause 3.9.7 The maximum height of the unstiffened shell shall be calculated as follows: H1 = 9.47 t (t /D)3/2 (190/V)2 As Ordered Thickness of Top Shell Course Nominal Tank Diameter Design Wind Speed Maximum Height of the Unstiffened Shell t D V H1 = Modulus Of Elasticity at Design Temp. Modulus Of Elasticity at 40oC *Maximum Height of the Unstiffened Shell (Modified As Per S.3.6.7) H1 = 495.58 m = = = = = 6.00 155 mm kph

1.806 m

517.01 m 0.9585

Modification Factor as per S.3.6.7

Transformed Shell Height As per API 650, Chapter 3, Clause 3.9.7.2 Transposed width of each shell course W tr = W x (tuniform/tactual)5/2 W = Actual Width of Each Shell Course, mm tuniform = As Ordered Thickness of top Shell Course, mm tactual = As Ordered Thickness of Shell Course for Which Transposed Width is Being Calculated (mm) Shell Course Thickness of Shell Course W tr1 = W 1 x (ttop/t1)5/2 t1 W tr1 Transformed Height of Tank Shell Htr = = = = [As Htr < H1, Intermediate Wind Girders are not required] 6.00 mm

=

6.00 mm

1900 mm 1900 mm 1.90 m

5)

VERIFICATION OF UNSTIFFENED SHELL FOR EXTERNAL PRESSURE Need not to be evaluated as the design external pressure is zero. As per Chapter 3, Clause 3.2.1.i, design external pressure shall not be less than 0.25 kPa. The tanks designed as per API 650 can sustain this minimum pressure.

6)

DESIGN OF ROOF Roof Plate Thickness Verification for Structurally Stiffened Flat Roof Methodology: Consider a strip of roof plate 1 in. wide located at the outer periphery of the flat roof, and disregard the support offered by the shell. This strip is considered to be essentially a straight, flat, continuous, uniformly loaded beam, the controlling bending moment is equal to wl2 / 12 and occurs over the supporting stiffeners and wl 2 / 24 occurs at the midspan. M max = -w l 2 / 12 = -p(1) l 2 / 12 = -p l 2 / 12 M max = -w l 2 / 24 = -p(1) l 2 / 24 = -p l 2 / 24 Over supporting rafters At midspan

where l = length of beam (strip) between stiffeners, inches, p = unit load, psi. Introducing the stress resulting from flexure, f=M/z For a rectangular beam, z = bt 2 / 6 where b = width of beam, inches, and, t = thickness of beam, inches. For this case, b = 1.0 in. Hence, z = t2 / 6 f = p l 2 / 2t 2 l = t * SQRT ( ( 2 * f ) / p ) t = l / SQRT ( ( 2 * f ) / p ) Ref. "Process Equipment Design" By Lloyd E. Brownell & Edwin H. Young Chapter 4, Section 4.3 (Roof Design) Allowable Stresses for Roof Plate Material Assumed Roof Plate Thickness Allowable Design Stress @ Design Temperature Loadings & Critical Combinations Dead Load Live Load External Pressure Internal Pressure Load Combination 1 Load Combination 2 DL Lr Pe Pi p = DL + Lr + Pe p = DL + Pi = = = = = = kPa 4.40 1.20 0.00 0.00 5.60 4.40 psi 0.64 0.17 0.00 0.00 0.81 0.64 lb/in. 0.64 0.17 0.00 0.00 0.81 0.64 = = 6 148.33 mm MPa = = 0.2362 in. 21513 psi [ Table S - 5 ] a = Di l=b

Check Adequacy Against Load Combination 1 ( DL + Lr + Pe ) MID Length of beam (strip) between stiffeners Load Combination 1 Induced Bending Moment Thickness of the beam (strip) Section Modulus Allowable Bending Stresses Allowable Bending Moment l p M t z Fb M allow M < M allow = = = = = = = 25.67 0.812 22 0.236 0.009 21513 200 ENDS 25.67 0.812 45 0.236 0.009 21513 200 UNIT in. lb/in. lb-in. in. in.3 psi lb-in. (Fb = Sd)

[Satisfactory]

Check Adequacy Against Load Combination 2 ( DL + Pi ) MID Length of beam (strip) between stiffeners Load Combination 2 Induced Bending Moment Thickness of the beam (strip) Section Modulus Allowable Bending Stresses Allowable Bending Moment l p M t z Fb M allow M < Mallow = = = = = = = 25.67 0.638 18 0.236 0.009 21513 200 ENDS 25.67 0.638 35 0.236 0.009 21513 200 UNIT in. lb/in. lb-in. in. in.3 psi lb-in. (Fb = Sd)

[Satisfactory]

Stresses in Roof Plate Segment Between the Stiffeners Ref. Table 11.4, Formulas for Flat Plates With Straight Boundaries and Constant Thickness Case no. 8. Rectangular plate, all edges fixed (Uniform loading over entire plate) Smax = ( 2 q b2 ) / t2 a/b 1 2 1 1.2 1.4 0.3078 0.3834 0.4356 1.6 0.468 (At center) 1.8 0.4872 2.000 0.4974 0.2472 0.0277 0.500 0.250 0.028

0.1386 0.1794 0.2094 0.2286 0.2406 0.0138 0.0188 0.0226 0.0251 0.0267

a b a/b 2

= = = =

1.800 m 0.652 m 2.76 0.25

a = Longer Dimension b = Shorter Dimension ( See Table Above )

Check Plate Stresses Against Load Combination 1 ( D L + Lr + Pe ) Total Design Load (p = q = DL + Lr + Pe) = 5.60 kPa

In Shorter Direction In Longer Direction

Smax = Smax =

17 MPa 126 MPa