v 2154 101 a 217 b_mechanical calculation (t 1301)

7/28/2019 V 2154 101 a 217 B_Mechanical Calculation (T 1301)

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Project: NOEV LUBE OIL BLENDING PLANT

Job No.: AL-2499

Document No.: V-2154-101-A-217

Reference Drawing: V-2154-101-A-204_Rev.D & V-2154-101-A-208_Rev.B

Vessel Name: Fuel Oil Tank

Tank Tag No.: T-1301

B 5/17/2013

A 3/13/2013

Rev Date

L.N.B

MECHANICAL CALCULATION SHEET

Description Prepared Approval

Issue for review / approval

Issue for review / approval L.D.T

L.D.T

L.A.V

L.A.V

Checked

L.N.B



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499 Rev. No.: B

INDEX PAGE

1. Design Data 2

2. Weight Calculation Sheet 3

3. Shell Thickness Calculation 3

4. Bottom Plate Calculation 4

5. Intermediate Wind Girder 4

6. Roof Calculation 5

7. Overturning Stability of Tank against Wind Load 7

8. Seismic Analysis 99. Compression Ring at Roof-to-Shell Joint 13

10. Anchor Bolt Calculation 14

11. Nozzle calculation 16

12. Manhole calculation 17

13. Welding 20

14. Lifting lug Calculation 22

15. Conclusion 26

MECHANICAL CALCULATION SHEET

Page 1 of 26



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499 Re

1. Design Data

1.1 Basic information

Design Code : API 650 11th Edition (Appendix A & Appendix J) Errata, October 2011

Service: Fuel Oil Tank

Design pressureMaximum Internal pressure P = 0.34 barg = 0.034 MPa G (Full 3.5 meters of water)

External pressure 0.0 barg = 0.0 MPa G

Working pressure 0.0 barg = 0.0 MPa G

Design temperature 80.0 degree C

Working temperature Ambient

Corrosion allowance 1.0 mm

Vessel inside diameter 2150 mm (O/D = 2162 mm)

Vessel length 3500 mm

1.2 Summary of Design Data

2. Weight Calculation Sheet

No.Thickness

(mm)Q'ty

Unit

Weight

k

Total

Weight

k

1 Shell 6.0 1 1119.7 1119.7

Remark

Ea

Unit

FLUID DIESEL OIL -

SPECIFIC GRAVITY 0.865 -

DESIGN DATACODE API 650 11TH EDITION (APPENDIX A & APPENDIX J) ERRATA, OCTOBER 2011

ITEM NO. T-1301

ITEM NAME FUEL OIL TANK

UNIT

PRESSURE

DESIGN (INT. / EXT.) 0.034 (FULL OF WATER) / 0 MPa G

OPERATING A.T.M MPa G

PNEUMATIC TEST NO MPa G

HYDRO. TEST FULL OF WATER MPa G

TYPE SELF-SUPPORTING CONE ROOF TANK -

TANK INSIDE DIAMETER 2150 mm

TEMPERATURE

DESIGN 80 oC

OPERATING AMBIENT oC

M.D.M.T - oC

TANK LENGTH 3500 mm

CORROSION ALLOWANCE 1.0 mm

RADIOGRAPHY SPOT -

JOINT EFFICIENCY 0.85 -

P.W.H.T NO -

IMPACT TEST NO -

INSULATION NO mm

FIRE PROOFING NO mm

BASIC WIND SPEED 38.61 m/sec

SEISMIC (PEAK GROUND ACCELEBRATION) 0.1291g -

WEIGHT

EMPTY 2254 kg

OPERATING 13438.5 kg

FULL OF WATER 15184 kg

MAIN MATERIALS OF CONSTRUCTION

SHELL / BOTTOM / CONE ROOF A-36

NOZZLE NECK A-106 GR.B

NOZZLE FLANGE A-105 / A-36

Description

Pag



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499

2 Bottom Plate 8.0 1 302.1 302.13

3 Roof 6.0 1 185.69 185.69

4 Top Angle Bar - 100x100x8 - 1 85.62 85.62

6 Bracket - 95x95x10 10 9 0.52 4.65

7 Gusset Plate 10 8 1.08 8.67

8 Base Plate 10 4 2.47 9.87

9 Shell Manhole M1 - Neck 8 1 20.7 20.710 Shell Manhole M1 - Cover Plate 12 1 51.2 51.2

11 Shell Manhole M1 - Flange 8 1 16.4 16.4

12 Shell Manhole M1 - Hinge Bracket 8 2 0.64 1.3

13 Shell Manhole M1 - Hinge Bracket 8 2 0.92 1.8

14 Shell Manhole M1 - Bolts & Nuts - 28 0.25 7.0

15 Shell Manhole M1 - Reinforcement 6 1 44.95 44.95

16 Roof Manhole M2 - Neck 6 1 14.4 14.4

17 Roof Manhole M2 - Cover Plate 6 1 16.1 16.1

18 Roof Manhole M2 - Flange 8 1 8.6 8.6

19 Roof Manhole M2 - Hinge Bracket 6 2 0.33 0.7

20 Roof Manhole M2 - Hinge Bracket 6 2 0.58 1.2

21 Roof Manhole M2 - Bolts & Nuts - 16 0.25 4.0

22 Roof Manhole M2 - Reinforcement 6 1 15.02 15.02

23 Nozzle N1 - Neck - 0.159 11.00 1.75 2" SCH 160

24 Nozzle N1 - Flange - 1 2.30 2.30 2" 150#

25 Nozzle N2 - Neck - 0.35 11.00 3.85 2" SCH 160

26 Nozzle N2 - Flange - 1 2.30 2.30 2" 150#

27 Nozzle N3 - Neck - 0.159 11.00 1.75 2" SCH 160

28 Nozzle N3 - Flange - 1 2.30 2.30 2" 150#

29 Nozzle N4 - Neck - 0.159 11.00 1.75 2" SCH 160

30 Nozzle N4 - Flange - 1 2.30 2.30 2" 150#

31 Nozzle N5 - Neck - 3.646 11.00 40.11 2" SCH 160

32 Nozzle N5 - Flange - 1 2.30 2.30 2" 150#33 Nozzle V1 - Neck - 0.18 21.00 3.78 3" SCH 160

34 Nozzle V1 - Flange - 1 3.70 3.70 3" 150#

35 Flame Arrestor - 1 8.00 8.00 3"

36 Handrail Components - - 150.00 150.00

37 Ladder Components - - 100.00 100.00

38 Lifting Lug 20 2 4.20 8.40

Empty Weight (We) 2254.0

Weight of Liquid at Operating Level 11184.5

Weight of Full Water 12930

Total Weight of Liquid at Operating Level (Wp) 13438.5

Total Weight of Full Water (W t) 15184.0

3. Shell Thickness Calculation (Refer to API 650 11th Edition, Errara, October 2011, Appendix A, Para. A.4.1)

3.1 Minimum required thickness of shell included corrosion allowance (t):

where:

t : Nominal shell thickness, in mm

D : Nominal diameter of the tank = 2.156 m

H : Design Liquid Level = 3.5 m

G : Specific Gravity of the Liquid = 1.0

(Shall not be less than 1.0)

E : Joint Efficiency = 0.85

CA : Corrosion allowance = 1.0 mm

Plate of dimension width 2.438 m is selected for f irst shell course

With the tank height of 3.5 m, the second shell course will be 1.062 m width.

Ea

m

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

m

m

Ea

m

Ea

-

-

Ea

m

Ea

m

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea

Ea



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499 Rev

3.2 First Shell Course:

4.9 x 2.156 x ( 3.5 -0.3) x 1.0

Minimum Shell Thickness shall not be less than 5 mm (API 650 11th Edition, Errata, October 2011, Clause 5.6.1.1)

Choose Nominal thickness of shell, ts1 = 6 mm

3.3 Second Shell Course:

4.9 x 2.156 x ( 1.062 -0.3) x 1.0

Minimum Shell Thickness shall not be less than 5 mm (API 650 11th Edition, Errata, October 2011, Clause 5.6.1.1)

Choose Nominal thickness of shell, ts2 = 6 mm

3.4 Weight of Shell, Ws = 1119.7 kg = 10.984 KN

4. Bottom Plate Calculation (Refer to API 650 11th Edition, Errara, October 2011, Appendix J, Para. J.3.2)

4.1 Bottom Plate Thickness Calculation

Minimum thickness required excluding corrosion allowance (Refer to J.3.2.1) = 6 mm

Corrosion Allowance (C.A) = 1.00 mm

Minimum thickness required including C.A = 7.00 mm

Choose thickness of Bottom Plate = 8 mm

4.2 Bottom Plate Diameter

Refer to API 650 11th Edition, Errara, October 2011, Appendix J, Para. J.3.2

Choose Bottom Plate Diameter = 2470 mm

4.3 Weight of Bottom Plate, Wf = 302.13 kg = 2.964 KN

5. Intermediate Wind Girder

5.1 The maximum height of the unstiffened shell (As per API 650 11th Edition, Errara, October 2011, Appendix J, Para. J.3.4)

= 492.9 m

where:

t : As ordered thickness of the top shell course = 6.0 mm

D : Nominal tank diameter = 2.156 m

V : Design Wind Speed (As per Specification) = 38.61 m/s = 139 km/h

5.2 The height of transformed Shell Calculation (As per API 650 11th Edition, Errara, October 2011, Para. 5.9.7.2)

5.2.1 Transposed width of each shell course

where:

W : Actual width of each shell course, in mm

tuniform : As ordered thickness of the top shell course, in mm = 6.0 mm

mm

1.274

t2 = + 1.00 = 1.065

=

0.85 x 145

t1 = mm0.85 x 145

+ 1.00

= 9.47

3

x190

Page




tactual : As ordered thickness of the shell course for which the transposed width is being calculated, in mm

1st Shell course :

t1 : As ordered thickness of 1st shell course = 6.0 mm

W1 : Actual width of 1st shell course = 2438.0 mm

Wtr1 : Transposed width of 1st shell course = 2438.0 mm

2nd Shell course :

t2 : As ordered thickness of 2nd shell course = 6.0 mm

W2 : Actual width of 2nd shell course = 1062.0 mm

Wtr2 : Transposed width of 2nd shell course = 1062.0 mm

5.2.2 The height of transformed Shell

Htr = = 3500 mm = 3.5 m

5.3 Refer to API 650 11th Edition, Errara, October 2011, Para. 5.9.7.3

Htr < H1 => Intermediate Wind Girder is not required

6. Roof Calculation (Refer to API 650 11th Edition, Errara, October 2011, Para. 5.10)

6.1 Roof Thickness Calculation

Minimum thickness required excluding corrosion allowance (Refer to 5.10.2.2) = 5 mm


Minimum thickness required including C.A = 6.00 mm

Choose thickness of Roof Plate = 6 mm

6.2 Self-Supporting Cone Roof

Refer to API 650 11th Edition, Errara, October 2011, Para. 5.10.5.1

Then

With Roof Plate thickness chosen above tR = 6 mm > 5 mm (Minimum thickness requirement)

and tR = 6 mm < 13 mm (Maximum thickness requirement)

=> Roof Plate is Self-Supporting Cone Roof

mm=

= 3.9 mm

mm3.53=

W tr1 + W tr2

tR1 =

tR2 =

tR3 5

Pag




where :

D : Nominal diameter of the tank shell = 2.156 m

T : Greater of Appendix R load combinations (e)(1) and (e)(2) with balanced snow load S b (kPa)

Combination e(1) P1 = DL + (Lr or S b) + 0.4Pe (API 650 11th Edition, Errara, October 2011, App. R)

Combination e(2) P2 = DL + Pe + 0.4(Lr or S b) (API 650 11th Edition, Errara, October 2011, App. R)

DL : Dead Load of the roof = 1.377 kPa (DL = Wrt / Ar )

Lr : Live load on the roof = 1.00 kPa

Pe : External Pressure = 0.25 kPa (As per 5.2.1)

Sb : Balanced snow load = 0.00 kPa

P1 = 2.48 kPa

P2 = 2.03 kPa

=> T = Greater of (P1, P2) = 2.48 kPa

U : Greater of Appendix R load combinations (e)(1) and (e)(2) with unbalanced snow load S u (kPa)

Combination e(1) P1 = DL + (Lr or Su) + 0.4Pe (API 650 11th Edition, Errara, October 2011, App. R)

Combination e(2) P2 = DL + Pe + 0.4(Lr or Su) (API 650 11th Edition, Errara, October 2011, App. R)

DL : Dead Load of the roof = 1.377 kPa (DL = Wrt / Ar )

Lr : Live load on the roof = 1.00 kPa

Pe : External Pressure = 0.25 kPa (As per 5.2.1)

Su : Unbalanced snow load = 0.00 kPa

P1 = 2.48 kPa

P2 = 2.03 kPa

=> U = Greater of (P1, P2) = 2.48 kPa

θ : Angle of the cone element to the horizontal = 9.46 degree (Slope = 1 : 6)

C.A : Corrosion Allowance = 1.00 mm

tR : Roof plate thickness = 6 mm (Including Corrosion Allowance)

Rr : Roof developed radius = 1120.235 mm

Ar : Roof developed area = 3942464 mm2

Wr : Weight of Roof = 185.6901 kg = 1.8216 kN

Wra : Weight of Roof Attachments = 367.78 kg = 3.6079 kN

Wrt : Total Weight of Roof = = 553.47 kg = 5.4295 kN

7. Overturning Stability of Tank against Wind Load (Refer to API 650 11th Edition, Errara, October 2011, Para. 5.11)

7.1 Wind Design Data

Pi : Internal Design Pressure = 0 kPa

D : Tank outside diameter = 2.162 m

R : Tank outside radius = 1.081 m

H : Tank height = 3.5 m

WDL : Weight of the shell and roof structural supported by the shell that is not attached to roof plate

= Weight of shell + top angle + Handrail + Ladder = 1455.3 kg = 14277 N

WDLR : Weight of the roof plate plus any attached structural

Wr + Wra

Page




= Weight of roof + Nozzle N5, V1, Flame Arrestor + Manhole M2 = 303.5 kg = 2977 N

We : Empty Weight of Tank = 2254.0 kg = 22112 N

7.2 Overturning Wind Moment Calculation

The wind load (pressure) acting on vertical projected areas of cylindrical surfaces = 0.86 KPa

The wind load (pressure) acting on horizontal projected areas of conical surfaces = 1.44 KPa

These wind pressures are based on a wind speed of 190 km/h

The modified wind pressure can be calculated by multiplying (V/190)2

to the wind loads above, with V = 139 km/h

The wind load (pressure) acting on projected areas of cylindrical surfaces, P1 = 0.46 KPa

The wind load (pressure) acting on projected areas of conical surfaces, P2 = 0.77 KPa

Wind force on the cylindrical surface

F1 = D x H x P1 x 1000 = 2.162 x 3.5 x 0.46 x 1000 = 3.5 KN

Wind force on the conical surface

F2 = π x R2

x P2 x 1000 = π x 1.0812

x 0.77 x 1000 = 2.8 KN

Overturning Wind Moment

For tank to be structurally stable without anchorage, the following uplift criteria shall satisfy:

3.5 x 3.5 + 2.8 x 2.162

29.154= KNm= =

× + ×

2

Page




where:

Fp = Pressure combination factor (App. R.2) = 0.4

MPi = Moment about the shell-to-bottom joint from design Internal Pressure

= 0.5 x D x [(π x D2/4) x Pi] = 0

Mw = Overturning Moment about the shell-to-bottom joint from horizontal plus vertical wind Pressure

= 9.154 KNm

MDL = Moment about the shell-to-bottom joint from the nominal weight of the shell and roof structural supported

by the shell that is not attached to roof plate

= 0.5 x D x WDL = = 15433 Nm

MDLR = Moment about the shell-to-bottom joint from the nominal weight of the roof plate plus any attached structural

= 0.5 x D x WDLR = = 3218.2 Nm

MF = Moment about the shell-to-bottom joint from liquid weight

= WL x D/2 = = 89699 Nm

where

WL = π x D x wL = = 82977 N

wL : The Liquid Weight = = 12217 N/m

Fby : Minimum specified yield stress of the bottom plate under the shell = 250 MPa

H : Design Liquid Height = 3.5 m

tb : Required corroded thickness of the bottom plate under the shell = 7.00 mm

For Criteria 1

= = 5.4922 kNm

= = 13.507 kNm

For Criteria 2

= = 9.1536 kNm

= = 55.784 kNm

Since,

<

<

=> Anchorage is not required to resist Wind Moment

7.3 Resistance to Sliding Calculation (Refer to API 650 11th Edition, Errara, October 2011, Para. 5.11.4)

Total wind forces on tank surfaces:

Fwind = F1 + F2 = = 6.3 KN

Allowable sliding friction:

Ffriction = Maximum of 0.4 of Tank Weight = = 8.845 KN

π x 2.162 x 12217

0.5 x 2.162 x 2977

89699 x 2.162 / 2

0.5 x 2.162 x 14276.6

3.5 + 2.8

0.4 x We

Pag




Fwind < Ffriction => Anchorage is not required to resist Sliding

8. Seismic Analysis (Refer to API 650 11th Edition, Errara, October 2011, Appendix E)

8.1 Seismic Loads Design

8.1.1 Geometry Data

SP : Design level peak ground acceleration parameter = 0.1291 (As per Specification)

I : Importance factor = 1 (As per Specification)

Av : Vertical Seismic accelebration coefficient = 0.14 x SDS = 0.067 (As per Para. E.6.1.3)

where:

SDS : The design, 5% damped, spectral response acceleration parameter at short

periods (T= 0.2 seconds) based on ASCE 7 methods, , equals Q x Fa x Ss = 0.4786

D : nominal tank diameter = 2.156 m

H : Max. design produce level (Max. Liquid Level) = 3.5 m

ts : Thickness of bottom shell course less C.A = 7.0 mm

t : Thickness of the shell ring under consideration = 6.0 mm

G : Specific gravity (Shall not be less than 1.0) = 1.0

Wp : Total weight of the tank contents = 13438.5 kg = N

Wf : Weight of the tank bottom = 302.13 kg = N

8.1.2 Convective (Sloshing) Period

The first mode sloshing wave period

= 1.528 sec

where:

Ks : The sloshing period coefficient = = 0.578

Regional-dependent transition period for longer period ground motion

TL = 4 sec

=> Tc < TL

Ts = = 0.727

where:

S1 : Mapped, maximum considered earthquake, 5% damped, spectral response

acceleration parameter at a period of one second, %g (As per E.4.3) = 1.25 SP = 0.161

SS : Mapped, maximum considered earthquake, 5% damped, spectral response

acceleration parameter at short periods (0.2 sec), %g (As per E.4.3) = 2.5 SP = 0.323

Fv : Velocity-based site coefficient (Interpolate from Table E-1) = 2.156

Fa : Acceleration-based site coefficient (Interpolate Table E-2) = 1.483

8.1.3 Design Spectral Response Accelebrations

Impulsive spectral accelebration parameter, Ai

0.1197=

2964

131831.2

Pag




Convective spectral acceleration parameter, Ac (When Tc < TL)

where:

Q : Scaling factor from the MCE to the design level spectral accelerations = 1

K : Coefficient to adjust the spectral acceleration from 5% – 0.5% damping

= 1.5 unless otherwise specified = 1.5

Fa : Acceleration-based site coefficient (As per Table E-2) = 1.483

S0 : Mapped, maximum considered earthquake, 5% damped, spectral response

acceleration parameter at a period of zero seconds (peak ground

acceleration for a rigid structure), %g (As per E.4.1) = 0.4 SS = 0.1291

Rwi : Force reduction factor for the impulsive mode using allowable stress

design methods (As per Table E-4) = 4

Rwc : Force reduction coefficient for the convective mode using allowable stress

design methods (As per Table E-4) = 2

Ts = 0.727

Tc : The first mode sloshing wave period = 1.528

8.2 Overturning Stability against Seismic Loading

Ratio

D/H = = 0.616 is less than 1.333

8.2.1 Effective Weight of Product (Refer to API 650 11th Edition, Errara, October 2011, Appendix E.6.1.1)

The effective impulsive weight is define in Equation E.6.1.1-2

The effective convective weight is define in Equation E.6.1.1-3

Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load

= 2977.02 N

Total weight of tank shell and appurtenances

= 16172.57 N

8.2.2 Center of Action for Effective Lateral Forces (Refer to API 650 11th Edition, Errara, October 2011, Appendix E.6.1.2)

Height from the bottom of the tank shell to the center of action of the lateral seismic force related to the impulsive liquid force

for ringwall moment is define by Equation E.6.1.2.1-2

Height from the bottom of the tank shell to the center of action of lateral seismic force related to the convective liquid force

=

N

0.1708=

18677.59 N

m= 1.55

= 114127.8

2.156 / 3.5

Page 1




for ringwall moment is determined by Equation E.6.1.2.1-3

8.2.3 Center of Gravity of Shell

Height from the bottom of the tank shell to the roof and roof appurtenances center of gravity

= 2.01 m

Height from the bottom of the tank shell to the shell’s center of gravity

= 1.75 m

8.2.4 Overturning Moment (Refer to API 650 11th Edition, Errara, October 2011, Appendix E.6.1.5)

The seismic overturning moment at the base of the tank shell shall be the SRSS summation of the impulsive and convective

components multiplied by the respective moment arms to the center of action of the forces unless otherwise specified.

Ringwall Moment

= 26892.84 N-m

8.3 Base Shear Calculation (Refer to API 650 11th Edition, Errara, October 2011, Appendix E.6.1)

Total design base shear

= 16611.82 N

where:

Vi : Design base shear due to impulsive component from effective weight of tank and contents

= = 16303 N

Vc : Design base shear due to the convective component of the effective sloshing weight

= = 3190.4 N

Sliding Resistance Force

= 59927.37 N

where:

: The friction coefficient = 0.4

Since V < Vs

Seismic Shear does not exceed Sliding Resistance => PASS

8.4 Resistance to the design Overturning (Ringwall) Moment

8.4.1 Design Data

ta : Thickness, excluding corrosion allowance, of bottom / bottom annulus = 7.00 mm

G : Specific gravity (Shall not be less than 1.0) = 1.0

Av : Vertical Seismic accelebration coefficient = 0.067

m= 2.92

Page 1




Ge : Effective specific gravity including vertical seismic effects = G(1 – 0.4Av) = 0.9732

Fy : Minimum specified yield strength of bottom / bottom annulus = 250 MPa

Fty : Minimum specified yield strength of shell course = 250 MPa

8.4.3 Anchorage Ratio

= 3.915

where

Mrw : Ringwall Moment = 26893 N-m

wt : Tank and roof weight acting at base of shell

= = 2827.2 N/m

wrs : Roof load acting on the shell, including 10% of the specified snow load = 439.52 N/m

Av : Vertical Seismic accelebration coefficient = 0.067

wa : Force resisting uplift in annular region

= = 20222.62 N/m > = 1476.8 N/m

wint : Calculated design uplift load due to product pressure per unit circumferential length

(Produce Internal Pressure = 0) = 0 N/m

Since the anchorage ratio J > 1.54, the tank is not stable. The tank shall be mechanically anchored.

8.4.4 Shell Compression

The maximum longitudinal shell compression stress at the bottom of the shell for mechanically anchored tanks

= 0.452 < 44

Allowable seismic longitudinal shell compression stress

= 121.82 MPa < = 125 MPa

Since > => PASS

9. Compression Ring at Roof-to-Shell Joint

Minimum required Top Angle

= 1.4668 MPa

+

Page 1




Top Angle Provided 100 x 100 x 8 mm (As per Fig. F-2, Detail b)

Top Angle Cross Sectional Area Ac = 1536 mm2

Weight of Top Angle Wc = 0.840 KN

Inside radius of tank Rc = 1075 mm

Length of normal to roof R2 = 6540.56 mm

Thickness of shell plate at thickened plate (Corroded) ts = tc = 5.00 mm

Maximum width of participating shell wc =

= 43.99 mm

Thickness of roof plate (Corroded) th = 5.00 mm

Maximum width of participating roof wh =

= 54.252 mm

Participating area of shell As = wc x tc

= 219.94 mm2

Participating area of roof Ah = wh x th

= 271.26 mm2

Total Area of Roof-to-Shell Junction At = Ac+As+Ah

= 2027.2 mm2

Minimum required participating area

A = (As per F.5.1)

= 33.11 mm2

where:

D : Tank outside Diameter = 2.162 m

Pi : Design Internal Pressure = 0 kPa

DLR : Nominal weight of roof plate plus any attached structural = 5429.5 N

Fy : Minimum specified yield strength of material in the roof-to-shell junction = 250 MPa

Since At > A

2027.2 > 33.11

Therefore using Top Angle as above is satisfactory

Choose Top Angle Bar = 100 x 100 x 8 mm

10. Anchor Bolt Calculation

10.1 The Pressures base on Appendix F

Pi : Design Internal Pressure Pi = 0 kPa

Cross section area of tank A = 3.671 m2

Weight of shell, roof and any framing supported by shell or roof = 22111.7 N > P x A

Page




=> F.3 through F.6 are applicable

Required Compression Area at the Roof-to-Shell Junction

where :Pi : Internal Design Pressure = 0 KPa



Fy : Minimum specified yield strength of material in the roof-to-shell junction = 250 MPa

θ : Angle of the cone element to the horizontal = 9.46 degree (Slope = 1 : 6)

Design Pressure for tank that has been constructed (As per API 650 11th Edition, Errara, October 2011, App. F.4.1)

Maximum design pressure, limited by uplift at the base of the shell (As per API 650 11th Edition, Errara, October 2011, App. F.4.2)

DLS : Nominal weight of the shell and any framing supported by the shell and roof = 14277 N



Mw : Wind moment = 9153.6 N-m

Failure Pressure (As per API 650 11th Edition, Errara, October 2011, App. F.6)

= 3.854 KPa

The maximum design pressure for tank with a weak roof-to-shell attachment (As per API 650 11th Edition, Errara, Oct. 2011, App. F.4.3)

Pmax < 0.8 Pf

2.68 < 3.08 => PASS

10.2 Anchor Bolt Calculation (Refer to API 650 11th Edition, Errara, October 2011, Table 5-21a)

Bolt Diameter provided : d = 30 mm x 4 No.

Root Area of Bolt : A ~ π x d2/4 = 447.10 mm2

Bolt material : SA-36

Remark

Design Pressure + Wind

Uplift Load Case Net Uplift, U (N) Stress / Bolt (MPa)

-1.084

-1.769

2.833

-8.962

-8.962

Design Pressure

Test Pressure

Failure Pressure

Wind Load

Seismic Load33102.84 18.510

PASS

Allowable Anchor Bolt Stress (Mpa)

33.11 mm2

=

PASS

140

34248.57

-1938.98

PASS

PASS

PASS

PASS200

250

-16028.05 105

-3164.51

5067.20

-16028.05 140

PASS200

2.68 KPa

= 2.95 KPa

=

Design Pressure + Seismic

19.151 200

Page




W1 : dead load of shell minus any corrosion allowance and any dead load other than roof plate

acting on the shell minus any corrosion allowance (N) = 14276.6 N

W2 : dead load of shell minus any corrosion allowance and any dead load including roof plate

acting on the shell minus any corrosion allowance (N) = 17253.6 N

W3 : dead load of the shell using nominal thicknesses and any dead load other than roof plate

acting on the shell using nominal thicknesses (N) = 14276.6 N

Av : Vertical earthquake acceleration coefficient = 0.067

P : Internal Design Pressure = 0 KPa

Pt : Test Pressure = 0 KPa

Pf : Failure Pressure = 3.85 KPa

th : Roof Plate thickness = 6 mm

D : Nominal Tank diameter = 2.156 m

H : Tank height = 3.500 m

PWR : Wind uplift pressure on roof = 0.77 kPa

PWS : Wind pressure on shell = 0.46 kPa = 460 N/m2

= 6078.21 N-m

Mrw : Seismic moment = 26892.84 Nm

Fy : Min. Yield Strength of Bolt material = 250 MPa

Choose 4 Anchor Bolts M30, SA-36 is satisfactory for Table Uplift Load Cases above

11. Nozzle calculation (Refer to API 650 11th Edition, Errara, October 2011, Para. 5.7)

11.1 Shell Nozzle N1, N2, N3, N4 (DN50)

11.1.1 Minimum Nozzle Neck thickness

Base on table 5-6a

Minimum thickness of Nozzle Neck = 5.54 mm


Minimum thickness of Nozzle Neck including C.A = 6.54 mm

11.1.2 Choose Nozzle actual thickness = 8.74 mm

Frangibility Pressure

-16016.49 -8.956 250PASS

Page 1




11.1.3 Nozzle actual thickness is compared with the minimum thickness provided which fo pipe

material would include a 12.5% undertolerance

= 0.875 x 8.74 = 7.65 mm > tmin = 6.54 mm => PASS

11.2 Roof Nozzle N5 (DN50)


Base on table 5-14a & table 5-6a







= 0.875 x 8.74 = 7.65 mm > tmin = 6.54 mm => PASS

11.3 Roof Nozzle V1 (DN80) (Used for venting)


Base on table 5-14a & table 5-6a







= 0.875 x 11.13 = 9.74 mm > tmin = 8.62 mm => PASS

12. Manhole calculation (Refer to API 650 11th Edition, Errara, October 2011, Para. 5.7.5)

12.1 Shell Manhole M1 (DN600)

As per Fig. 5-7A - Shell Manhole

Page 1



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499 Rev.

As per Table 5-3a

Minimum thickness of cover plate, tc = 10 mm

Corrosion Allowance (C.A) = 1.00 mmMinimum thickness of cover plate including C.A = 11.00 mm

Choose Cover plate actual thickness = 12 mm

Minimum thickness of bolting flange, tf = 6 mm


Minimum thickness of bolting flange including C.A = 7.00 mm

Choose bolting flange actual thickness = 8 mm

As per Table 5-4a

Thickness of Manhole reinforcing plate, T = 6 mm

Minimum neck thickness, tn = 6 mm


Minimum neck thickness including C.A = 7.00 mm

Choose neck actual thickness = 8 mm

Page 17



Project: NOEV LUBE OIL BLENDING PLANT Job No.: AL-2499 Rev. N

As per Table 5-5a

Bolt Circle Diameter, Db = 768 mm

Cover Plate Diameter, Dc = 832 mm

As per Table 5-6a

Diameter of Reinforcing Plate, Do = 1255 mm

12.2 Roof Manhole M2 (DN500)

As per Fig. 5-16 - Roof Manholes, Section A-A and Table 5-13a as shown below

13. Welding

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13.1 Nozzle Welding

13.1.1 Shell Nozzle N1, N3, N4 (DN50)

As per Fig. 5-7B and Table 5-6a

Flanged Nozzles in pipe sizes NPS 2 (DN50) or smaller do not required reinforcing plates

Diameter of the hole in the shell plate, DR = 63 mm

Size of Fillet Weld, A = 6 mm

13.1.2 Shell Nozzle N2 (DN50)

As per Fig. 5-7B and Table 5-6a

Flanged Nozzles in pipe sizes NPS 2 (DN50) or smaller

do not required reinforcing plates

Diameter of the hole in the shell plate, DR = 63 mm

Size of Fillet Weld, A = 6 mm

13.1.3 Roof Nozzle N5 (DN50)

As per Fig. 5-19 - Flanged Roof Nozzles

where :

DP : Diameter of Hole in Roof Plate (Table 5-14a)

DP = 65 mm

13.1.4 Roof Nozzle V1 (DN80) - Used for venting

As per Fig. 5-19 - Flanged Roof Nozzles

where :

DP : Diameter of Reinforcing Plate (Table 5-14a)

DP = 92 mm

DR : Outside Diameter of Reinforcing Plate

DR

=225 mm

HR : Minimum Height of Nozzle

HR = 150 mm

13.2 Manhole Welding

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13.2.1 Shell Manhole M1 (DN600)

Note 5. The size of the weld shall equal the thickness of the thinner

member joined = 8 mm

where :

tn = 8 mm

tf = 8 mm

where :

Size of fillet weld A = 6 mm

T or t = 6 mm

13.2.2 Roof Manhole M2 (DN500)

Detail of Roof Manhole M2 welding as per Fig. 5-16 - Roof Manholes, Section A-A as shown below

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14. Lifting Lug Calculation

Equipment weight We = 2254.0 kg

Lifting Lug material A-36

14.1 Check for β = 90 degrees

Angle β = 90.0 degree

Considered a load factor of 2.0 applied to the structure gravity loads

Design Load P = 2x9.81xWe = 44223.48 N

Force

Fz = 0.5 P = 22112 N

Fx = Fz / tg β = 0 N

Max tensile force in Wire Rope

Ps = Fz / sin β = 22112 N

Lifting lug configuration

where :

SWL = Safe working load

Rh = Hole radius

R = Main plate radius

T = Main plate thickness

h = Base width

b = Distance from edge of taper to center of hole

c = Distance from base of plate to center of hole

a = Taper angle

D = Shackle pin diameter

Fy = Yield Strength of lifting lug material

The dimension T should equal 60 - 85% of shackle jaw width.

The pin hole diameter should be 3 mm greater than the selected shackle pin size

The main plate radius is approximately R = 3 R h

Choose Shackle

Shackle load Ps = 22111.74 N = 2.254 tonne

Choose Shackle with SWL = 3.2 tonne

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As per Table shown above :

Shackle jaw width W = 27 mm

Shackle pin size D = 19 mm

Choose Lug Configuration

Rh = 12 mm

R = 45 mm

T = 20 mm

h = 200 mm

b = 58 mm

c = 125 mm

a = 41 degrees

Fy = 250 MPa

Stress in Lifting Lug

Bearing Stress

Bearing = 58.19 MPa Bearing = Ps/(T x D)

Allowable = 225 MPa Allowable = 0.9 x Fy

Safety Factor = 3.87 => PASS

Shear Stress

Shear = 16.75 MPa Shear = Ps/(2(R-Rh)*T)



Tensile Stress

From Section D3.2 of AISC, the distance used in calculations, across the hole, is the minimum of 4 times the plate

thickness at the pinhole or 0.8 times the hole diameter.

Effective width = 19.2 mm

Plate thickness = 20 mm

Tensile = 57.58 MPa Tensile = Ps/(Effective width*plate thickness)

Allowable = 112.5 MPa Allowable = 0.45 Fy (AISC Section D3.2)


Bending Stress

Section modulus Z = 133333.3 mm3 Z = h

2x T / 6

Area of lug base A = 4000 mm2 A = h x T

Bending = 20.73 MPa Bending = (Fz*c / Z) + (Fx / A)

Allowable = 150 MPa Allowable =0.6 F

y


Stress in Weld Joint

Weld type : T-Butt weld, Full Penetration

Page 2




Critial weld length K = 20 mm (Assumed equal to the thickness of lug)

Section modulus of weld Zw = 266666.667 mm Zw = h x K / 3

Area of weld Aw = 8000 mm Aw = 2 x K x h

Applied by force Fz

Bending S1 = 10.4 MPa Bending S1 = Fz*c/Zw

Shear S2 = 2.8 MPa Shear S2 = Fz/Aw

Combined = 10.73 MPa Combined = (S1 + S2 ).

Allowable = 150 MPa Allowable = 0.6 Fy


Applied by force Fx

Tensile S3 = 0.00 MPa Tensile S3 = Fx/Aw


=> PASS

14.2 Check for β = 85 degrees (Considering Tolerance 5 degrees)

Angle β = 85.0 degree

Considered a load factor of 2.0 applied to the structure gravity loads

Design Load P = 2x9.81xWe = 44223.48 N

Force

Fz = 0.5 P = 22112 N

Fx = Fz / tg β = 1935 N

Max tensile force in Wire Rope

Ps = Fz / sin β = 22196 N

Shackle load Ps = 22196 N = 2.26 tonne

Stress in Lifting Lug

Bearing Stress

Bearing = 58.41 MPa Bearing = Ps/(T x D)



Shear Stress

Shear = 16.82 MPa Shear = Ps/(2(R-Rh)*T)



Tensile Stress

From Section D3.2 of AISC, the distance used in calculations, across the hole, is the minimum of 4 times the plate

thickness at the pinhole or 0.8 times the hole diameter.

Effective width = 19.2 mm

Plate thickness = 20 mm

Tensile = 57.80 MPa Tensile = Ps/(Effective width*plate thickness)

Allowable = 112.5 MPa Allowable = 0.45 Fy (AISC Section D3.2)


Bending Stress

Section modulus Z = 133333.3 mm3

Z = h2

x T / 6

Area of lug base A = 4000 mm2 A = h x T

Bending = 21.21 MPa Bending = (Fz*c / Z) + (Fx / A)



Page




Stress in Weld Joint

Weld type : T-Butt weld, Full Penetration

Critial weld length K = 20 mm (Assumed equal to the thickness of lug)

Section modulus of weld Zw = 266666.667 mm Zw = h x K / 3

Area of weld Aw = 8000 mm Aw = 2 x K x h

Applied by force Fz

Bending S1 = 10.4 MPa Bending S1 = Fz*c/Zw

Shear S2 = 2.8 MPa Shear S2 = Fz/Aw

Combined = 10.73 MPa Combined = (S1 + S2 ).



Applied by force Fx

Tensile S3 = 0.24 MPa Tensile S3 = Fx/Aw



Choose Lug Configuration as shown above is satisfactory

15. Conclusion

Shell thickness :

First Shell course

Thickness required: 5.00 mm

Thickness actual: 6.00 mm

Second Shell course



Bottom thickness :



Annular Bottom Plate: not required

Intermediate Wind Girder : not required

Self-Supporting Cone Roof thickness :



Top Angle size : 100 x 100 x 8 mm

Anchor Bolt : 4 Bolts - M30

Nozzle thickness:

Shell Nozzle N1, N2, N3, N4 (DN50)

Thickness required: 6.54 mmThickness actual: 8.74 mm (SCH 160)

Roof Nozzle N5 (DN50)


Page




Thickness actual: 8.74 mm (SCH 160)

Roof Nozzle V1 (DN80) (Used for venting)


Thickness actual: 11.13 mm (SCH 160)

Neck Manhole thickness :

Shell Manhole (DN600)



Roof Manhole (DN500)



v 2154 101 a 217 b_mechanical calculation (t 1301)

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