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• Yunanto Widi

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[A OIL & GAS STRUCTURES DESIGN

Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 02

WWW.OILGAS-TRA

TANK FOUNDATION LOADING DATA OPERATING

LOADING N ton

OPERATING W/ WIND

V

M

N

ton

ton.m

ton

ton

c ### e 1.7730 f 1.24

DW1 (ton/m2)

c

14.2080

-

-

W1 (ton/m)

d

0.9530

-

-

W2 (ton/bolt)

g

0.00

-

-

WIND

-

-

-

-

SEISMIC

-

-

-

-

note:

V

k

OPERATING W/ SEISMIC

M ton.m

N

V

ton

ton

M ton.m

-

-

h

###

-

-

-

-

i

###

-

-

-

-

j

23.19

-

-

-

-

-

-

m 269.1 n

15.40 l -

### -

N = vertical force (ton)

W1 = ( 1.05*as built metal load ) + roof live load

V = base shear (ton)

DW1 = ( 1.05*wt of bottom ) + wt of product

2022.20

M = moment (ton.m)

h2 h1 h3

W1

DW1

W2 BCD

W1 W2

[A OIL & GAS STRUCTURES DESIGN

Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 02

WWW.OILGAS-TRA

BCD

d5 d2 d1 d4

d1 d3 d2 D2 D1 D3 d5 d4

SECTION

TANK DIMENSIONS: Tank Diameter

12.00

m

(a)

B.C.D.

12.18

m

(b)

no of bolts,n

22

nos

[A OIL & GAS STRUCTURES DESIGN

Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 02

WWW.OILGAS-TRA RINGWALL DIMENSIONS: PEDESTAL: d1

Outer Pedestal Diameter

12.54

m

d2

Inner Pedestal Diameter

d1 + w

11.54

m

d3

Center Pedestal Diameter

d2 + 2*0.5w

12.04

m

w

Pedestal Width

0.50

m

w1

distance from bolt to outer side of pedestal, 0.5*(d1-BCD)

0.36

m

w2

distance from Bolt to inner side of pedestal, w - w1

0.14

m

FOOTING: d4

Outer Footing Diameter

d3+2*0.5w3

13.64

m

d5

Inner Footing Diameter

d3-2*0.5w3

10.44

m

w3

Footing Width

1.60

m

w4

Cantilever length of footing, 0.5*(w3-w)

0.55

m

RINGWALL ELEVATION: D

Pedestal height

0.90

m

D1

Soil cover depth

0.60

m

D2

Pedestal height above soil

0.3

m

D3

Footing slab thickness

0.4

m

SOIL PRESSURE CHECK Section modulus of ring foundation, Z = *(d4^4-d5^4) / 32d4

=

###

m3

Area of ringwall foundation footing, A = *(d4^2-d5^2)/4

=

60.49

m2

Unit weight of concrete,c

=

2.45

ton/m3

Unit weight of soil, s

=

2.04

ton/m3

Foundation weight: (per 1 meter) Soil weight

outer

WFs1

=1.05* ( w4* D1* ys )

= 0.707 ton/m

inner

WFs2

=1.05* ( w4* D* ys )

= 0.707 ton/m

Concrete weight

WFc

=1.05* ( ( w*D + w3*D3 )* yc )

= 2.804 ton/m

Foundation weight

WF

=WFs1 + WFs2 + WFc

= 4.218 ton/m

SOIL BEARING CAPACITY LOAD COMBINATION

WFt

DW1t

W1t

Ntotal

MF

Qmax

FS all

ton

ton

ton

ton

ton.m

t/m2

t/m2

Status

Operation

159.45

120.77

37.52

317.75

5.25

15

OK

Operation + Wind

159.45

120.77

37.52

317.75

###

6.08

20

OK

Operation + Earthquake

159.45

120.77

37.52

317.75

2372

19.75

20

OK

Where : WFt

Foundation weight

(WFc**d3) +* WFs1*(d4-w4/2) + *WFs2*(d5+w4/2)= 159.5 ton

DW1t

Liquid weight on pedestal

((TANK DIAMETER)^2-d2^2)*DW1* / 4 (ton)

W1t

Line load due to shell tank

*TANK DIAMETER*W1 (ton)

Ntotal

Total Weight

MF

Moment

WFt + DW1t + W1t (ton) Vwind* (D+D3) (ton-m) + Mwind

(ton.m)

Ntotal / A + Mtotal / Z

(ton/m2)

Qmax

[A OIL & GAS STRUCTURES DESIGN

Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 02

WWW.OILGAS-TRA SLIDING CHECK LOAD COMBINATION

W1a

DW1a

W1b

FS slide

ton/m

ton/m2

ton

ton

FS all

Status

Empty + Wind

u

1.773 t

0.308

101.62

6.78

1.50

OK

Operation + Wind

r

2.544 q

13.951

###

47.59

1.50

OK

Operation + Earthquake

i

16.711 s

13.762

###

2.49

1.50

OK

Where : W1a

= 1.05*corroded metal load {+ roof live load}

DW1a

= 1.05*weight of bottom {+ wt of product}

W1b

= W1a* * Tank diameter + ( DW1a* * Tank Diameter^2 / 4 )

FS slide

= ( W1b + WFt )*  / V

Coefficient of friction , m = 0.4

UPLIFT Kh =

Soil pressure coefficient at rest

0.5

W1c = W1 + load on tank shell q1 = 1.05*Kh* DW1 q2= q1+1.05*Kh*s*(D+D3) q3= 1.05*Kh*s*(D1+D3) Fr = Shear soil resistance

= ( q3 /2*(D1+D3) + (q1+q2)/2*(D+D3) )*  (ton/m)

Ft = Uplift force

= W2*n / (* B.C.D.) (ton/m)

W2 = Maximum uplift per bolt FS = (WF + Fr + W1c) / Ft

LOAD COMBINATION

Load

W1c

on Tank

ton/m

q1

q2

q3

Fr

Ft

Fs

Empty + Wind

0.000

0.953

7.46

8.852

1.071

4.455

0.001

11279.59

Operation + Wind

0.000

1.773

7.46

8.852

1.071

4.455

0.713

14.644

Operation + Earthquake

0.000

16.712

9.01

10.404

1.071

5.262

13.34

1.963

q1

D1

D

D3

q3

q2

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

FS all

Status

1.5

OK

1.5

OK

1.5

OK

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

TANK FOUNDATION LOADING DATA OPERATING

LOADING N ton

OPERATING W/ WIND

V

M

ton

ton.m

DW1 (ton/m2)

c

-

-

W1 (ton/m)

d

-

-

W2 (ton/bolt)

g

-

-

N ton

c e f

-

-

-

-

SEISMIC

-

-

-

-

OPERATING W/ SEISMIC

M

ton

WIND

note:

V

ton.m

N

V

ton

ton

M ton.m

-

-

h

-

-

-

-

i

-

-

-

-

j

-

-

k

l -

-

-

m

N = vertical force (ton)

W1 = ( 1.05*as built metal load ) + roof live load

V = base shear (ton)

DW1 = ( 1.05*wt of bottom ) + wt of product

n

M = moment (ton.m)

h2 h1 h3

W1

DW1

W2 BCD

W1 W2

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

BCD

d5 d2 d1 d4

d1 d3 d2 D2 D1 D3 d5 d4

SECTION

TANK DIMENSIONS: Tank Diameter

12.00

m

(a)

B.C.D.

12.18

m

(b)

no of bolts,n

22

nos

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM RINGWALL DIMENSIONS: PEDESTAL: d1

Outer Pedestal Diameter

d2

Inner Pedestal Diameter

d1 + w

12.54

d3

Center Pedestal Diameter

d2 + 2*0.5w

w

Pedestal Width

m m m

0.50

m

w1

distance from bolt to outer side of pedestal, 0.5*(d1-BCD)

m

w2

distance from Bolt to inner side of pedestal, w - w1

m

d4

Outer Footing Diameter

d3+2*0.5w3

m

d5

Inner Footing Diameter

d3-2*0.5w3

w3

Footing Width

w4

Cantilever length of footing, 0.5*(w3-w)

FOOTING: m 1.60

m m

RINGWALL ELEVATION: D

Pedestal height

D1

Soil cover depth

m

D2 D3

0.60

m

Pedestal height above soil

0.3

m

Footing slab thickness

0.4

m

SOIL PRESSURE CHECK Section modulus of ring foundation, Z = *(d4^4-d5^4) / 32d4

=

Area of ringwall foundation footing, A = *(d4^2-d5^2)/4

=

Unit weight of concrete,c

=

2.45

ton/m3

Unit weight of soil, s

=

2.04

ton/m3

m3 m2

Foundation weight: (per 1 meter) Soil weight

outer

WFs1

=1.05* ( w4* D1* ys )

=

ton/m

inner

WFs2

=1.05* ( w4* D* ys )

=

ton/m

Concrete weight

WFc

=1.05* ( ( w*D + w3*D3 )* yc )

=

ton/m

Foundation weight

WF

=WFs1 + WFs2 + WFc

=

ton/m

SOIL BEARING CAPACITY LOAD COMBINATION

WFt

DW1t

W1t

Ntotal

MF

Qmax

FS all

ton

ton

ton

ton

ton.m

t/m2

t/m2

Status

Operation

15

OK

Operation + Wind

20

OK

Operation + Earthquake

20

OK

Where : WFt

Foundation weight

(WFc**d3) +* WFs1*(d4-w4/2) + *WFs2*(d5+w4/2)=

DW1t

Liquid weight on pedestal

((TANK DIAMETER)^2-d2^2)*DW1* / 4 (ton)

W1t

Line load due to shell tank

*TANK DIAMETER*W1 (ton)

Ntotal

Total Weight

MF

Moment

WFt + DW1t + W1t (ton) Vwind* (D+D3) (ton-m) + Mwind

(ton.m)

Ntotal / A + Mtotal / Z

(ton/m2)

Qmax

0.0 ton

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM SLIDING CHECK LOAD COMBINATION

W1a

DW1a

W1b

FS slide

ton/m

ton/m2

ton

ton

FS all

Status

Empty + Wind

u

t

#DIV/0!

1.50

###

Operation + Wind

r

q

#DIV/0!

1.50

###

Operation + Earthquake

i

s

#DIV/0!

1.50

###

Where : W1a

= 1.05*corroded metal load {+ roof live load}

DW1a

= 1.05*weight of bottom {+ wt of product}

W1b

= W1a* * Tank diameter + ( DW1a* * Tank Diameter^2 / 4 )

FS slide

= ( W1b + WFt )*  / V

Coefficient of friction , m = 0.4

UPLIFT Kh =

Soil pressure coefficient at rest

0.5

W1c = W1 + load on tank shell q1 = 1.05*Kh* DW1 q2= q1+1.05*Kh*s*(D+D3) q3= 1.05*Kh*s*(D1+D3) Fr = Shear soil resistance

= ( q3 /2*(D1+D3) + (q1+q2)/2*(D+D3) )*  (ton/m)

Ft = Uplift force

= W2*n / (* B.C.D.) (ton/m)

W2 = Maximum uplift per bolt FS = (WF + Fr + W1c) / Ft

LOAD COMBINATION

Load

W1c

on Tank

ton/m

q1

q2

q3

Fr

Ft

Fs

FS all

Empty + Wind

0.000

#DIV/0! 1.5

Operation + Wind

0.000

#DIV/0! 1.5

Operation + Earthquake

0.000

#DIV/0! 1.5

q1

D1

D

D3

q3

q2

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

[ Ap - Greid ] OIL & GAS STRUCTURES DESIGN COURSE Jl. Amil No.26E,Buncit Raya Jakarta Selatan - 12470 Telp: 021-70029309

WWW.OILGAS-TRAINING.COM

Status ### ### ###

BCD TANK DIAMETER

d2

d3 d1

w

W1a TANK DIAMETER DW1a

d2