api 650 tank

SR. NO. DESCRIPTION

1 DESIGN DATA

2 CALCULATIONS FOR MINIMUM SHELL THICKNESS

3 BOTTOM PLATE DESIGN

4 INTERMEDIATE WIND GIRDER

5 VERIFICATION OF UNSTIFFENED SHELL FOR EXTERNAL PRESSURE

6 DESIGN OF ROOF

7 CALCULATION OF ROOF STIFFENER

8 TANK STABILITY AGAINST UPLIFT DUE TO INTERNAL PRESSURE

9 STABILITY OF TANK AGAINST WIND LOADS

9.1 RESISTANCE TO SLIDING

10 SEISMIC CALCULATION

11 ANCHORAGE FOR UPLIFT LOAD CASES

12 ANCHOR CHAIR CALCULATION

13 WEIGHT SUMMARY

14 FOUNDATION LOADING DATA

15 EVALUATION OF EXTERNAL LOADS ON TANK SHELL OPENINGS

AS PER P.3 OF API 650, ADD. 4, 2005

16 VRV AND VENTING CALCULATIONS (PENDING)

17 DESIGN OF LIFTING TRUNNION (PENDING)

CONTENTS:-

1) DESIGN DATA

Design Code API STANDARD 650

TENTH EDITION, NOVEMBER 1998

ADDENDUM 4, DECEMBER 2005

APPENDICES: J, M & S

Flat Roof Design "Process Equipment Design"

By Lloyd E. Brownell & Edwin H. Young

Item No. : TK-66202

Description : EJECTORS HOT WALL

Material : SA 240 TYPE 316

Density of Contents = 980

Specific Gravity of Contents G = 0.980

Material's Yield Strength @ Design Temperature = 166.67 MPa (As Per Table S-5)

Design Temperature = 130

Operating Temperature = 80

Design Internal Pressure = ATM kPa 0

High Liquid Level = 1.600 m (HLL)

Design Liquid Level = 1.900 m (As Per PIPVESTA002)

Allowable Design Stress @ Design Temperature = 148.33 MPa (Table S-2)

Allowable Hydrostatic Stress @ Ambient Temperature = 186.00 MPa (Table S-2)

Corrosion Allowance

Bottom = 0 mm

Shell = 0 mm

Roof = 0 mm

Structure = 0 mm

Slope of Tank Roof q = 0 degree (Flat Roof)

Inside Diameter of Tank = 1.800 m

Outside Diameter of Tank = 1.812 m

D = 1.806 m

Height of Tank H = 1.900 m

Weight of Top Curb Angle = 0.348 kN

Weight of Roof Attachments (Assumed) = 10 kN (Nozzles, Insulation, Railing/Platform)

Weight of Shell Attachments (Assumed) = 14 kN (Nozzles, Insulation, Ladder & Partition Plates)

Design Wind Velocity V = 155 kph

Modulus of Elasticity @ Design Temperature E = 185000 MPa (Table S-6)

Live Load on Roof = 1.20 kPa (PIP VESTA002, 3.2.D)

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 =

G = Specific Gravity of Fluid to be Stored = 0.980

D = Nominal Dia. of Tank = 1.806 m

= 1.900 m

CA = Corrosion Allowance = 0 mm

= 148.33 MPa

= 186.00 MPa

E = Weld Joint Efficiency = 0.85 (Table S-4)

Dc kg/m3

Fym

TDSNoC

TOPRoC

Pi

Hl

HL1

Sd

St

Di

Do

Nominal Tank Diameter = Di + Bottom Shell Thickness

Wc

Wra

Wsa

Lr

t d 4.9D (H L1 - 0.3)G + CA

(Sd) (E)

t t 4.9D (H L1 - 0.3)

(St) (E)

td = Design shell thickness, mm

tt = Hydrostatic test shell thickness, mm

HL1 = Design Liquid Level

Sd = Allowable Stress for Design Condition

St = Allowable Stress for Hydrostatic condition

Shell Course

(Including Curb Angle) = 1.900 m

= 1.900 m

Design Shell Thickness = 0.110 mm

Hydrostatic Test Thickness = 0.090 mm

Shell Thickness Provided = 6.00 mm

az

Shell Course 1

Shell Width, m 1.90

Shell Thickness, mm (Uncorroded) 6.00

Shell Thickness, mm (Corroded) 6.00

Shell Weight, kN (Uncorroded) 5.08

Shell Weight, kN (Corroded) 5.08

Total Shell Weight (Uncorroded) = 5.08 kN

Total Shell Weight (including partition plates) (Corroded) = 5.08 kN

Top Curb Angle (Formed Section) L 65 x 65 x 6 Thk.

Cross-sectional Area of the Top Curb Angle = 780

Weight of Top Curb Angle (Uncorroded) = 0.35 kN

Weight of Top Curb Angle (Corroded) = 0.35 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 = 5+ CA mm

= 5 mm

Used Bottom Plate Thickness = 6.00 mm

*Weight of Bottom Plate (Uncorroded) = 137.82 kg = 1.35 kN

*Weight of Bottom Plate (Corroded) = 137.82 kg = 1.35 kN

*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.

Required Bottom Plate Thickness = 6 mm

Used Bottom Plate Thickness = 6.00 mm

Weight of Bottom Plate (Uncorroded) = 137.82 kg = 1.35 kN

Weight of Bottom Plate (Corroded) = 137.82 kg = 1.35 kN

Width of course W1

Design Height for Shell Course HL1

td

tt

t1

mm2

tb

tb

tb used

tb

tb used

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:

As Ordered Thickness of Top Shell Course t = 6.00 mm

Nominal Tank Diameter D = 1.806 m

Design Wind Speed V = 155 kph

Maximum Height of the Unstiffened Shell = 517.01 m

Modification Factor as per S.3.6.7 = Modulus Of Elasticity at Design Temp. = 0.95855

*Maximum Height of the Unstiffened Shell (Modified As Per S.3.6.7) = 495.58 m

Transformed Shell Height

As per API 650, Chapter 3, Clause 3.9.7.2

Transposed width of each shell course

W = Actual Width of Each Shell Course, mm

= 6.00 mm

Shell Course

= 6.00 mm

= 1900 mm

Transformed Height of Tank Shell Htr = 1900 mm

= 1.90 m

[As Htr < H1, Intermediate Wind Girders are not required]

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

H1 = 9.47 t (t /D)3/2 (190/V)2

H1

Modulus Of Elasticity at 40oC

H1

Wtr = W x (tuniform/tactual)5/2

tuniform = As Ordered Thickness of top Shell Course, mm

tactual = As Ordered Thickness of Shell Course for Which Transposed Width is Being Calculated (mm)

Thickness of Shell Course t1

Wtr1 = W1 x (ttop/t1)5/2

Wtr1

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

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,

where b = width of beam, inches, and, t = thickness of beam, inches.

For this case, b = 1.0 in.

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 = 6 mm = 0.23622 in.

Allowable Design Stress @ Design Temperature = 148.33 MPa = 21513 psi [ Table S - 5 ]

Loadings & Critical Combinations

kPa psi lb/in.

Dead Load = 4.40 0.64 0.64

Live Load = 1.20 0.17 0.17

External Pressure = 0.00 0.00 0.00

Internal Pressure = 0.00 0.00 0.00

Load Combination 1 = 5.60 0.81 0.81

Load Combination 2 = 4.40 0.64 0.64

MID ENDS UNIT

Length of beam (strip) between stiffeners l = 25.67 25.67 in.

Load Combination 1 p = 0.812 0.812 lb/in.

Induced Bending Moment M = 22 45 lb-in.

Thickness of the beam (strip) t = 0.236 0.236 in.

Section Modulus z = 0.009 0.009

Allowable Bending Stresses = 21513 21513 psi

Allowable Bending Moment = 200 200 lb-in.

[Satisfactory]

wl2 / 12 and occurs over the supporting stiffeners and wl2 / 24 occurs at the midspan.

Mmax = -wl2 / 12 = -p(1)l2 / 12 = -pl2 / 12

Mmax = -wl2 / 24 = -p(1)l2 / 24 = -pl2 / 24

z = bt2 / 6

Hence, z = t2 / 6

f = pl2 / 2t2

l = t * SQRT ( ( 2 * f ) / p )

t = l / SQRT ( ( 2 * f ) / p )

DL

Lr

Pe

Pi

p = DL + Lr + Pe

p = DL + Pi

Check Adequacy Against Load Combination 1 ( DL + Lr + Pe )

in.3

Fb (Fb = Sd)

Mallow

M < Mallow

l = b

a = Di

MID ENDS UNIT

Length of beam (strip) between stiffeners l = 25.67 25.67 in.

Load Combination 2 p = 0.638 0.638 lb/in.

Induced Bending Moment M = 18 35 lb-in.

Thickness of the beam (strip) t = 0.236 0.236 in.

Section Modulus z = 0.009 0.009

Allowable Bending Stresses = 21513 21513 psi

Allowable Bending Moment = 200 200 lb-in.

[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)

(At center)

a / b 1 1.2 1.4 1.6 1.8 2.000 ∞

0.3078 0.3834 0.4356 0.468 0.4872 0.4974 0.500

0.1386 0.1794 0.2094 0.2286 0.2406 0.2472 0.250

α 0.0138 0.0188 0.0226 0.0251 0.0267 0.0277 0.028

a = 1.800 m a = Longer Dimension

b = 0.652 m b = Shorter Dimension

a / b = 2.76

= 0.25 ( See Table Above )

Total Design Load = 5.60 kPa

In Shorter Direction 17 MPa < 148.33 MPa [Satisfactory]

In Longer Direction 126 MPa < 148.33 MPa [Satisfactory]

Total Design Load = 4.40 kPa

In Shorter Direction 13 MPa < 148.33 MPa [Satisfactory]

In Longer Direction 99 MPa < 148.33 MPa [Satisfactory]

Check Adequacy Against Load Combination 2 ( DL + Pi )

in.3

Fb (Fb = Sd)

Mallow

M < Mallow

Smax = ( β2 q b2 ) / t2

β1

β2

β2

Check Plate Stresses Against Load Combination 1 ( DL + Lr + Pe )

(p = q = DL + Lr + Pe)

Smax =

Smax =

Check Adequacy Against Load Combination 2 ( DL + Pi )

(p = q = DL + Lr + Pe)

Smax =

Smax =

7) CALCULATION FOR ROOF STIFFENER

Flange

Breadth 55 mm

Thk. 6 mm

Web

Depth 94 mm

Thk. 6 mmRoof Plate

Reference for Centroid Calculation

Built up Tee Section

Table for Centroid Calculation

Plate A Y AY

1 564 47 26508

2 564 97.0 54708

Σ 1128 81216

Centroid = 72 mm

Table for Moment of Inertia Calculation

b h A

mm mm mm

6 94 415292 564 25.00 352500 767792

55 6 990 330 25.00 206250 207240

Moment of Inertia of Built Up Tee Section = 975032

Section Modulus = 34823

Span of Stiffener a = 1.80 m

Self Weight of Stiffener = 0.16 kN

Weight of Roof Plate Within Stiffined Section = 0.55 kN (Approx.)

Weight of Roof Attachments = 10.00 kN (Nozzles, Insulation, Railing/Platform)

Live Load on Roof = 1.41 kN

Total Design Load Per Unit Length W = 6.73 kN/m

Considering simply supported end conditions for the stiffener,

= 2.7 kN-m

= 27270

[As Zreq'd < Zprov'd, The stiffener design is adequate]

8) TANK STABILITY AGAINST UPLIFT DUE TO INTERNAL PRESSURE

Need not to be evaluated as the design internal pressure is zero in our case.

Ic Yc A x Yc2 I = Ic + A x Yc

2

mm4 mm2 mm4 mm4

mm4

Zprov'd mm3

Mmax W x a2 / 8

Zreq'd mm3 Mmax / (0.6 x Fym)

9) STABILITY OF TANK AGAINST WIND LOAD (ASCE 7-05)

Wind velocity V = 155 kph = 43 m/s

Roof Height Above Shell = 0.04 m Considering 40 mm Thk. Insulation @ Roof

Shell Height H = 1.90 m

Height of Tank Including Roof Height = 1.94 m

Effective Wind Gust Factor G = 0.85 ASCE 7-05,6.5.8.1

Force Co- Efficient = 0.80 By Interpolation (ASCE 7-05, Fig. 6-21)

Wind Directionally Factor = 1.3 600-58H-0010

Velocity Pressure Exposure Co-Eff. = 0.85 ASCE 7-05, Chapter 6, Table 6-3

Topo Graphic Factor = 1

Importance Factor I = 1.15 600-58H-0010

Design Wind Pressure =

1.440 ASCE 7-2005, Chapter 6, Eq. 6-15, Clause 6.5.10

600-58H-0010

Insulation Thickness = 40 mm

Greater of = 2.460 m

(OD + 2 x insulation Thk.) + 0.6 = 2.492 m

= 2.492 m 600-58H-0010

Effective Area Projected = 4.83 600-58H-0010

Design Wind Load P1 = ASCE 7-05, Chapter 6, Eq. 6-28, Clause 6.5.15

= 4.73 kN

Unanchored tanks shall satisfy both of the following conditions:

Case 1:

Case 2:

=

= Pi x A X D / 2

= (Weight of shell + roof + bottom) x D / 2

= 4.6 kN-m = 3387 ft-lbs

= 0 kN-m

= 6.9 kN-m

= 0 For no fluid in the tank

Case 1: 3 < 5 [Satisfactory]

Case 2: 5 < 3 [Unsatisfactory]

[Anchorage against wind pressure is required]

HR

HT

Cf

Kd

Kz

Kzt

qz 0.613 x Kz x Kzt x Kd x V2 x I/1000

kN/m2

Effective Tank Diameter (De)

(OD + 2 x insulation Thk.) x Kd

De

Effective Projected Area (Ae = De x H)

Ae m2

qz x G x Cf x Ae

0.6 Mw + MPi < MDL / 1.5

Mw + 0.4MPi < ( MDL + MF ) / 2

Mw P1 x H / 2

MPi

MDL

Mw

MPi

MDL

MF

9.1) Resistance To Sliding: API 650 3.11.4

The wind load pressure on projected area = 0.86 = 18.0 psf (API 650, Chapter 3, Clause 3.2.1 (f))

Tank OD = 1.812 m

Design Wind Velocity V = 155 kph

Velocity Factor = = 0.666

Wind Pressure on vertical plane surfaces = 0.86 (API 650, Chapter 3, Clause 3.2.1 (f))

Wind Pressure on vertical conical surfaces = 1.44 (API 650, Chapter 3, Clause 3.2.1 (f))

Projected area of roof = 0.036

Projected area of shell = 4.73

=

= 2.74 kN (API 650, Chapter 3, Clause 3.2.1 (f))

= Maximum of 40% of Weight of Tank

= 12.27 kN (API 650, Chapter 3, Clause 3.11.4)

[Anchorage against sliding is not required]

kN/m2

This pressure is for wind velocity of 120 mph (190 kph), for all other wind velocities the pressure shall be adjusted in proportion of ratio (V/190) 2

Do

Vf (V/190)2

kN/m2

kN/m2

m2

m2

Fwind Vf (Wind Pressure on Roof x Projected Area of Roof + Wind Pressure on Shell x Projected Area of Shell)

Ffriction

PENTAGONPENTAGONPENTAGON PENTAGONPENTAGONPENTAGONH/2 for Uniform pressure on Shell

10) Stability Calculations Against Seismic Load (As per API 650 Addendum Four 2005 )

D = 1.806 m Nominal dia of Tank

H = 1.900 m Maximum design product level

D/H = 0.95

H/D = 1.05

Site Class = E

Corroded thickness of bottom plate = 6.00 mm

Corroded thickness of 1st shell course = 6.00 mm

Over turning ring wall moment

= As per API 650 E.6.1.5

For Site class 'E' As per API 650 E.4.9.1

Ai = As per Equation E-4

Acceleration-based site coefficient Fa = 2.5 From Table E-1

Scaling Factor Q = 1 As per API 650 E.4.9.1

= 0.1

= 0.04

= 0.4 X Ss As per E.4.2.c

= 0.04

Rwi = 4 From Table E-4

I = 1.25 600-58H-0010

Ai = 0.08 As per Equation E-4

As per Equation E-6, For seismic design categories E & F,

Ai ≥ As per Equation E-6

≥ 0.006

Condition staisfied= Effective impulse weight of the liquid

When D/H <1.33

= (1-0.218D/H)Wp As per Equation E-14

Wp = Weight of content based on design specific gravity of the product

= 46.48 KN

= 46482 N

= 36.85 KN

= 36850 N

When D/H < 1.33 As per E-6.1.2.1

= Height from the bottom of the shell to the center of action of the lateral Siesmic force

related to impulsive liquid force

= (0.5-0.094D/H)H As per Equation E-17

= 0.78 m

Ws = Total Weight of Shell and appurtenances (Uncorroded)

= 30 KN

Xs = Height from the bottom of the tank shell to center of gravity

= 1.28 m

Wr = Total Weight of fixed tank roof including framing (Uncorroded)

= 0.00 KN

Xr = Height from the top of the shell to the roof and roof appurtenances center of gravity

= 0.00 m

Tc = Natural peroid of the convective (sloshing ) mode of behaviour of the liquid, seconds As per E 4.8.2

Tc = 1.8 x Ks x sqrt (D) As per Equation E-2a

Ks = Sloshing peroid cofficient

Ks = 0.578 As per Equation E-3sqrt (tanh (3.68H/D))

= 0.58

tb

ts

Mrw sqrt{[Ai(WiXi+WsXs+WrXr)]2 + [Ac(WcXc)]2}

2.5 x Q x Fa x So ( I / Rwi )

Ss

S1

So

0.5S1(I/Rwi)

Wi

Wi

Wi

Xi

Xi

Therefore

Tc = 1.40 As per E.4.8.2

= 4 As per E.4.9.1

As per E.4.9.1

Ac = As per Equation E-7

Where

Ts = As per API 650 E-2

= 0.04

Fv = 3.5 From Table E-2

= 2 From Table E-4

Ts = 0.56

Ac = 0.06

Wc = Effective Convective (sloshing)portion of the liquid Weight

= 0.23 x (D/H) Tanh (3.67 H/D) x Wp As per Equation E-15

= 10.15 KN

= 10153 N

Xc = Height from the bottom of the tank shell to the center of action of lateral siemic force related

to convective liquid force

= [1-{Cosh((3.67 x H/D)-1)/((3.67 x H/D) Sinh((3.67 x H/D))}] x H As per Equation E-18

= 1.70 m

Therefore Ring Wall Moment

= 5.40 KN-m

= 5404 N-m = 3985 ft-lbs

Anchorage Ratio J = Mrw As per API 650 E.6.2.1.1.1

Where Av = As per API 650 E.6.1.3

= 2.5 x Q x Fa x So From Equation E-4

= 0.3

Av = 0.035

= 99 x ta x (Fy x H x Ge)^0.5 ≤ 1.28 x H x D x Ge As per API 650 E.6.2.1.1

Where

Ge = Effective specific gravity including vertical seismic effects

= G x (1-0.4 x Av) As per API 650 E-2

= 0.97

ta = Corroded thickness of the bott. plate under the shell extending at the distance L from the inside of the shell

ta = 6.00 mm

= 10391 N/m ≤ 4.2 N/m

= 4.2 N/m

0.004 KN/m

= As per API 650 E.6.2.1.1

= Roof load acting on the tank shell (Uncorroded)

= 0.000 KN/m

= 0 N/m

= 5.37 KN/m

Therefore = 5373 N/m

Anchorage Ratio J = 0.312 < 1.54

Condition staisfied Tank is self anchoredAs Anchors Are Being Provided, The Tank Will Be Considered As Mechanically Anchored

TL

When TC < TL

2.5 x Q x Fa x So x (Ts /Tc) x (I/Rwc) ≤ Ai

(FvS1) / (FaSs)

S1

Rwc

Mrw

Resisting force to be adequate for tank stability J<1.54

D2(wt(1-0.4Av)+wa)

0.14 x SDS

SDS

wa

wa

wa

wa

wt [(Ws/πD)+wrs)]

wrs

wt

10.1) Shell Compression In Mechanically Anchored Tanks As per API 650 E.6.2.2.2

= 1.26 Mpa

10.2) Allowable Longitudinal Membrane Compression Stress in Tank Shell As per API 650 E.6.2.2.3

Calculating value of

= 0.17

= {(83x ts)/(2.5 x D)} + 7.5 x sqrt(G x H) < 0.5 x Fty

Where

G X H = 1.862

= 83.335

Therefore,

= 121 Mpa

As ơc < Fc Condition staisfied

10.3) Seismic Base Shear (As Per E.6.1)

V = Total Design Base Shear (N)

= Design Base Shear Due to Impulsive Component (N)

= Design Base Shear Due to Convective Component (N)

=

= 5260.44 N

=

= 635.113 N

V =

V = 5298.65 N

V = 5.29865 kN

G x H x D2

t2

When GHD2 / t2 is less than 44, then

Fc

0.5 X Fty

Fc

Vi

Vc

Vi Ai(Ws+Wr+Wf+Wi)

Vi

Vc AcWc

Vc

Sqrt(Vi2 + Vc

2)

11) ANCHORAGE FOR UPLIFT LOAD CASES, PER API 650 TABLE 3-21B

P = ATM kPa

= 0.00 in. of water

Test Pressure = 0.00 kPa

= 0.00 in. of water

Dead Load of Shell Minus Any CA and Any Dead Load Other Than Roof

= Weight of shell (Corroded)

= 5424.58 N

= 1219.5 lbs

Dead Load of Shell Minus Any CA and Any Dead Load Including Roof Plate

Acting on the Shell Minus Any CA

= Weight of shell (Corroded) + Weight of Roof (corroded)

= 6807.7 N

= 1530.43 lbs

Dead Load of the Shell Using As Built Thicknesses and Any Dead Load Other Than

Roof Plate Acting on the Shell Using As Built Thickness

= Weight of Shell

= 5424.6 N

= 1219.5 lbs

Yield stress for Anchor Bolts

= 36000 psi SA 307 Gr. B

= 6 mm = 0.2362205 in.

D = 1.806 m = 5.92 ft

= 5.404 kN-m = 3985 ft-lbs (From Seismic Calculation)

Table 3 - 21

UPLIFT LOAD CASES

Design Pressure -1490.05 15076

Test Pressure -1490.05 15076

Wind Load 756.36 15076

Seismic Load 1160.79 15076

Design Pressure +Seismic 1201.17 15076

Design Pressure + Wind 796.74 15076

UPLIFT LOAD CASES

lbs U = Net Uplift Load

Design Pressure -373 -0.025 -15.94 N = No. of Anchor Bolts

Test Pressure -373 -0.025 -15.94

Wind Load 189 0.013 8.09

Seismic Load 290 0.019 12.42

Design Pressure + Seismic 300 0.020 12.85

Design Pressure + Wind 199 0.013 8.52

Pt

W1

W2

W3

Fy

th

MS

NET UPLIFT FORMULA, U (lbf)

*Fy For Anchor Bolts(PSI)

((P - 8th) x D2 x 4.08) - W1

((Pt - 8th) x D2 x 4.08) - W1

(4 x Mw / D) - W2

(4x Ms/D) -W2

((P-8th) x D² x 4.08) + (4 x Ms/D)-W1

((P-8th) x D² x 4.08) + (4 x Mw/D)-W1

tb = U / N Ar = tb/Fall

in.2 mm2

Ar = Required Bolt Area

As per API 650, Chapter 3, Clause 3.1.1.3

Design Tension Load Per Anchor =

Bolt Circle Diameter (BCD) d = 2.000 m

No. of Anchor Bolts N = 4 Nos.

Weight of shell plus roof supported by the shell less 0.4 times the force due to internal pressure W = 6 kNDesign Tension Load Per Anchor = 200 lbs

Required Bolt Area = 13

Provided Bolt Area Consider M30 Bolt = 539 (Uncorroded Root Area)

= 443 (Corroded Root Area)

[Area of the anchor bolt provided is sufficient]

12) ANCHOR CHAIR CALCULATIONS

As Per AISI E-l, Volume ll, Part Vll

Top Plate Thickness Calculations:

Top Plate Thickness

C = Top Plate Thickness

S = Stress At Point = 25 ksi (AISI E-1)

f = Distance From Outside of = 0.98 in.

Top Plate to Edge Of Hole

g = Distance between Gusset Plates = 3.94 in.

d = Anchor Bolt Diameter (corroded) = 1.06 in.

P Design Load or Max. Allowable

= Anchor Bolt Load or 1.5 Times = 0.45 kips

Actual Bolt Load, whichever is

lesser

. Top Plate Thickness Calculated C = 0.151 in. = 3.8 mm

Used Top Plate Thickness C = 0.551 in. = 14 mm

[Top Plate Thickness Is Adequate]

4MW/dN - W/N

Areq. mm2

Aprov. mm2

mm2

C = [P(0.375g-0.22d)/Sf]0.5

P

Jmin g

a

Ød

f

eCh

Anchor Chair Height Calculations:

=

Z = Reduction Factor =

a = Top Plate Width = 6.00 in.

h = Anchor Chair Height = 6.00 in.

R = Nominal Shell Radius = 35.55 in.

t = Shell Thickness (including repad) = 0.472 in.

m = Bottom Plate Thickness = 0.236 in.

e = Anchor Bolt Eccentricity = 3.74 in.

= Allowable Stress = 21.51 ksi

Z = 0.98493

= 0.409 ksi

[Anchor Chair Height Is Adequate]

Gusset Plate Thickness Calculations: 0.04 ( h - C ) or 1/2"

Gusset Plate Thickness = 0.218 in. = 5.5 mm

Gusset Plate Thickness Provided = 14 mm = 0.551 in.

[Gusset Plate Thickness Is Adequate]

13) WEIGHT SUMMARY

Empty = 3282 kg

Weight of Working Fluid = 3990 kg

Operating Weight = 7272 kg (Considering HLL = 1600mm)

Weight of Test Fluid = 4835 kg

Test Weight (Full of water) = 8117 kg

Sind. (Pe/t2)[{1.32*Z/(1.43*a*h2/Rt)+(4ah2)0.333}+{0.031/(Rt)0.5}]

1/[{.177am(m/t)2/(Rt)0.5}+1]

Sall.

Sind.

Jmin

FOUNDATION LOADING DATA

The self weight of roof and live load will be transferred to tank shell

Live load transferred to foundation

Live Load on roof = 1.20

Area of Roof = 2.60

Total Live Load = 3.12 kN

Circumference of Tank C = π x D = 5.69 m

Live Load transferred to Foundation = 0.55 kN/m

Dead load transferred to foundation

Self Weight of Roof + Stiffeners = 1.38 kN

Self Weight of Bottom Plate = 1.35 kN

Self Weight of Shell = 5.42 kN

Self Weight of shell Attachments = 24.02 kN

Total Dead Load acting on shell = 30.83 kN

Dead Load Transferred to Foundation = 5.42 kN/m

Operating & Hydrostatic Test Loads

Self Weight of Tank 32.18 kN = 3282 kgs

Weight of Fluid in Tank at Operating Conditions 39.13 kN = 3990 kgs

Weight of Water in Tank at Hydrotest Conditions 47.41 kN = 4835 kgs

Uniform Load Operating Condition = (Self wt.+ Fluid)/Area 28.02

Uniform Load Hydrotest Condition = (Self wt.+ Water)/Area 31.07

Wind Load Transferred to Foundation

Base Shear due to wind load Fw = 4.73 kN

Reaction due to wind load Rw = 0.45 kN/m

Moment due to wind load Mw = 4.59 kN-m

Seismic Load Transferred to Foundation

Reaction due to seismic load Rs = 0.52 kN/m

Moment due to seismic load Ms = 5.40 kN-m

Base Shear due to seismic load = 5.30 kN

14)

Lr kN/m2

Ar m2

WL = Lr x Ar

LL = WL / C

Wr

Wb

Ws

Wa

Wr + Ws + Wa

Wd = DL

Wr + Ws + Wa + Wb =

Wf =

Ww =

Wo = kN/m2

Wh = kN/m2

FS

Summary of Foundation Loading Data

Dead load, shell, roof & ext. structure loads 5.42 kN/m

Live load 0.55 kN/m

Uniform load, operating condition 28.02

Uniform load, hydrotest load 31.07

Base shear due to seismic 5.30 kN

Reaction due to seismic load Rs = 0.52 kN/m

Moment due to seismic load Ms = 5.40 kN-m

Base shear due to wind 4.73 kN

Reaction due to wind 0.45 kN/m

Moment due to wind load 4.59 kN-m

Note : Consider 15-20% variation in weight while designing the foundation

DL =

LL =

Wo = kN/m2

Wh= kN/m2

FS=

Fw =

Rw =

Mw=

AS THE TOTAL HIGHT OF THE STORAGE TANK IS 12 M WE DIVIDED THIS TANK INTO 6 COURSES OF WIDTH OF 2000 mm EACH

CALCULATIONS OF THE SHELL THICKNESS FOR COURSE 1

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)



6.515851 mm

4.84512 mmG = Specific Gravity of Fluid to be Stored = 1

D = Nominal Dia. of Tank = 14.008 m

= 12 mCA = Corrosion Allowance = 0 mm

= 145 MPa

= 195 MPaE = Weld Joint Efficiency = 0.85 Table S4

0.85

Width of course (including curb angle) = 2 m

Design Height for Shell Course = 12 m



The designed thickness of the course = 8 mm

Shell Plates Weight SummaryShell Course 1Shell Width, m 2.00Shell Thickness, mm (Uncorroded) 8.00Shell Thickness, mm (Corroded) 8.00Shell Weight, kN (Uncorroded) 2.75Shell Weight, kN (Corroded) 2.75Shell Internal Diameter m Di 14Shell External Diameter m Do 14.016Mean Diamter of the Shell course m D 14.008

t d 4.9D (H L1 - 0.3)G + CA

(Sd) (E)

t t 4.9D (H L1 - 0.3)

(St) (E)td = Design shell thickness, mm





W1

HL1

td

tt





5.398945 mm


D = Nominal Dia. of Tank = 14 m


= 145 MPa


0.85





c mShell External Diameter m

The designed thickness of the course 1 = 6 mm


t d 4.9D (H L1 - 0.3)G + CA (Sd) (E)

t t 4.9D (H L1 - 0.3) (St) (E)






W1

HL1

td

tt





4.285761 mm




= 145 MPa


0.85





c mShell External Diameter m

The designed thickness of the course 3


t d 4.9D (H L1 - 0.3)G + CA (Sd) (E)

t t 4.9D (H L1 - 0.3) (St) (E)






W1

HL1

td

tt






2.659096 mm




= 173 MPa


0.85





The designed thickness of the course


t d 4.9D (H L1 - 0.3)G + CA (Sd) (E)

t t 4.9D (H L1 - 0.3) (St) (E)






W1

HL1

td

tt






1.72608 mm




= 173 MPa


0.85







t d 4.9D (H L1 - 0.3)G + CA (Sd) (E)

t t 4.9D (H L1 - 0.3) (St) (E)






W1

HL1

td

tt






0.793064 mm




= 173 MPa


0.85







t d 4.9D (H L1 - 0.3)G + CA (Sd) (E)

t t 4.9D (H L1 - 0.3) (St) (E)






W1

HL1

td

tt

BOTTOM PLATE DESIGN

ACCORDING TO THE API 650 CLAUSE 5.4.1 ALL BOTTOM PLATES SHALL HAVE NOMINAL MINIMUM THICKNESS OF 6 MM (0.236 INCH) EXCLUSIVE OF ANY CORROSION ALLOWANCE AND SHELL HAVE MINIMUM NOMIAL WIDTH OF 1800 MM.

TOP WIND GIRDER ACCORDING TO API 650 CLAUSE 5.9.6.1 THE REQUIRED SECTION MODULUS OF STIFFENING RING SHALL BE DETERMINED BY THE FOLLOWING EQUATION

WHERE Z= REQUIRED MINIMUM SECTION MODULUSD= NOMINAL TANK DIAMETER = 14.008 METERSH2 HIGHT OF THE TANK = 12 METERSV= DESIGN SPEED OF THE WIND (3-SEC GUST)

165 KM/HOUR

Z = 104.4589

INTERMEDIATE WIND GIRDERSaccording to clause 5.9.7.1 of API 650, the maximum hight of the unstiffened shel shall be calculated as follows:

as

WHEREH1= VERTICAL DISTANCE IN M, BETWEEN THE INTERMEDIATE WIND GIRDER AND TOP ANLE OF THE SHELL (meters)

H1 = 21.12045 mt = AS ORDERED THICKNESS UNLESS OR OTHER WISE SPECIFIED OF THE THINNEST SHELL COURSE(mm)

t = 6 mmD = NOMINAL SHELL DIAMETER (m) = 14.008 mV = DESIGN WIND SPEED (3- sec - gust) = 165 km/hr

H1 = 21.12045 meters

TRANSFORMED SHELL

acoording to the clause no: 5.9.7.2 after calculating the maximum hight of the unstiffened shellH1 is detrmined the hight of the transformed shell has to be determined accorging to the following method:

(A)with the following equation change the actual width with each of the shell course into transposedwidth of eachshell course having the top shell thickness

Wtr = W((tuniform)/(t actual))^(5/2)where Wtr = transposed width of the the each shell course (mm) = mmW = actual width of th shell course (mm) = mmt uniform = as ordered thickness of the thinest shell course (mm) = mmt actual = as ordered thickness of the shell course for which transposed width has to be calculated

= mm

Z=(D² H2/17)* (V/190)²

cmᵌ

cmᵌ

H1 = 9.47 * t * ((t/D)ᵌ)^0.5 * (190/V)²

For course 1 having thickness 8 mm recommended

Wtr = W((tuniform)/(t actual))^(5/2)

Wtr = 974.2786 mmW = 2000 mmt uniform = 6 mmt actual = 8 mm

all courses from 2 to 6 having thickness of 6 mm recommended

Wtr = 2000 mmW = 2000 mmt uniform = 6 mmt actual = 6 mm

b. Add the transposed widths of the courses. The sum of the transposed widths of the courses widths of the courses will give the hight of the transpormed shell H transfmd = 10974.28 mm

10.97428 metersas the transformed hight is smaller than the hight of the unstiffened shell there is no need to have a stiffner ring or intermediate wind girder is not required

TANK CONICAL ROOF

api 650 tank

Documents

top curb angle

process equipment

design external

minimum nominal

total shell

top shell

bottom plate

check adequacy