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