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CAL-NC-XCSV2-0115 Rev.0

TOSHIBA PLANT SYSTEMS & SERVICES CORPORATION

2.3 STABILITY AND STRENGTH DESIGN 1 DIMENSION DATA le

x

B L he be le d1 d2 d3 h

B

he z Q

h

M

L

H

= = = = = = = = =

5.310 5.310 5.745 4.512 4.512 0.35 2.00 0.00 3.00

m m m m m m m m m

, footing width , footing length , height of equipment , width of equipment , length of equipment

d1 d2 d3 Rubble/Lean Concrete 1. DESIGN LOAD 1) EQUIPMENT LOADING DATA Empty Weight (Qe) = Operation Weight (Qo) = Test Weight (Qt) =

6,691 66,855 73,580

kg = 65.57 KN kg = 655.18 KN kg = 721.08 KN

2) WEIGHT OF STRUCTURAL PROPER 3 18.0 = Soil (γs) KN/m 3 24.0 = Reinforced concrete (γrc) KN/m 10.0 = Ground water (γw) KN/m 3 assumed ground water level GL-0.0m *) shall be considered on design 3) LOAD COMBINATION For soil bearing capacity & stability check Components A B C D FDN Weight 1.0 1.0 0.9 1.0 0.9 Empty 1.0 Operation 1.0 1.0 Test 1.0 1.0 Wind Earthquake 0.70

E 0.9 0.9

F 1.0

0.70

≧ ≧

=

0.084

Foundation Seismic Force, Hef

= =

0.084 x (Wf+Wrc) 133.64 kN

1.28 77.34 29.79

6) FOUNDATION WEIGHT Footing Weight (Wf) Rubble Concrete (Wrc)

= =

1591 0

kN kN

7) BOUYANT FORCE Bouyant Force (Bf)

=

564

kN

4. OVERTURNING CHECK ∑MR : Resisting moment ∑MO : Overturning moment ∑N : Wf + Qo - Bf Due to Load Case C: B = 927 ∑MR = ∑N 2 ∑Mo = =

∑Mo =

OK OK

=

5.310 2

OK

> 1.5

OK

=

2461.0

> 1.5

OK

=

2461.0

> 1.5

OK

> 1.1

OK

> 1.5

OK

kNm

=

16.70

x

5.310 2

kNm

kNm

267 ∑MR ∑Moe

x

> 1.5

kNm

147

2461.0 ∑MR = 147.3 ∑Moe Due to Load Case E: B = 927 ∑MR = ∑N 2 F

F 0.003Ac 0.003Ac

kN/m 2 kN.m kN

μ : Friction coefficient （ = 0.35 ） F : Actual safety ratio N : Wf + Q - Bf Due to Load Case C: μ∑N 0.35 x 927 = = 10.89 F = Hw 29.8 Due to Load Case E: μ∑N 0.35 x 927 F = = = 2.83 0.7*He 114.7

D16 @ 200 D16 @ 200

= 1005.3 mm 2 = 1005.3 mm 2

Maximum Seismic Coefficient

3. SLIDING CHECK

Judge qmax CASE P (kN) Mx (kN) qmin Ratio OK! 0.32 80 A 80 2246 0 OK! 0.34 B 2246 147 86 74 0.24 OK! 47 59 1491 C 147 OK! 0.36 69 90 D 2246 267 0.25 OK! 267 64 42 E 1491 0.33 OK! F 2312 0 82 82 5 RE-BAR ARRANGEMENT This foundation is a block foundation so re-bar requirement is only shrinkage requirement based on 300mm concrete layer at each face with 0.3% reinforcement

Asc Asb

Mrw + Ms 153.17 kN.m

Hw < 0.7He, L/C B is neglective

28.2 m 2 , B * L, Area of Footing 24.95 m 3 , (L * B2 ) / 6, Section Modulus of Footing about X-Axis

Closer Bar Bottom Bar

=

kN kN.m kN.m

=

1.0

3.2 ACTUAL BEARING PRESSURE qmax : P/Af + Mx/Sfx + Mz/Sfz, Maximum soil reaction, kN/m 2 qmin : P/Af - Mx/Sfx - Mz/Sfz, Minimum soil reaction, kN/m 2 P : Q + Wf + Wrc, Total Vertical Load, kN Total Moment about X-Axis, kN-m : Case B & C Mx : M + H * ( d1 + d2) Case D & E Mx : M + (H*(d1 + d2))+ (Hef * (d1 + d2)/2)) : :

30.24 67.25 85.92

= = =

5) WIND CALCULATION Velocity Pressure (qz) = Total Wind Moment, Mwt = Wind Shear Force on Tank, Hw =

2. SOIL BEARING CHECK 3.1 ALLOWABLE BEARING CAPACITY For fixed load Qaf = 250.0 kN/m 2 For combined load Qac = 250.0 kN/m 2

Af Sfx

4) SEISMIC CALCULATION Tank Seismic Force : Total Design Base Shear, He Ring Wall Overturning Moment, Mrw Slab Overturning Moment, Ms Total Design Moment about shell to bottom of tank, Mt

=

2461.0 267

=

9.22

5. UPLIFT CHECK : Q + Wf + Wrc, Total Vertical Load, kN P BF : Bouyant Force Due to Load Case Empty Condition: P 1491 F = = = 2.64 564 BF Due to Load Case Operation Condition: 2246 P = = 3.98 F = 564 BF

CLIENT: Cambodian Energy II Co., Ltd. This documentation is CONFIDENTIAL and is INTELLECTUAL PROPERTY of TOSHIBA PLANT SYSTEMS & SERVICES CORPORATION. It must not be copied, loaned or transferred, nor must be disclosed to any third party without their written permission.

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