# Tank Mat Foundation Design

#### Description

TOSHIBA PLANT SYSTEMS & SERVICES CORPORATION CAL-NC-XCSV2-0115 Rev.0 2.3 STABILITY AND STRENGTH DESIGN 1 DIMENSION DATA le B = 5.310 m , footing width L = 5.310 m , footing length he = 5.745 m , height of equipment x B be = 4.512 m , width of equipment le = 4.512 m , length of equipment he d1 = 0.35 m d2 = 2.00 m z d3 = 0.00 m Q M h L h = 3.00 m H d1 d2 d3 Rubble/Lean Concrete 1. DESIGN LOAD 4) SEISMIC CALCULATION 1) EQUIPMENT LOADING DATA Tank Seismic Force : Empty Weight (Qe) = 6,691 kg = 65.57 KN Total Design Base Shear, He = 30.24 kN Operation Weight (Qo) = 66,855 kg = 655.18 KN Ring Wall Overturning Moment, Mrw = 67.25 kN.m Test Weight (Qt) = 73,580 kg = 721.08 KN Slab Overturning Moment, Ms = 85.92 kN.m Total Design Moment about shell to = Mrw + Ms 2) WEIGHT OF STRUCTURAL PROPER bottom of tank, Mt 3 Soil (γs) = 18.0 KN/m = 153.17 kN.m 3 Reinforced concrete (γrc) = 24.0 KN/m Ground water (γw) = 10.0 KN/m 3 Maximum Seismic Coefficient = 0.084 *) assumed ground water level GL-0.0m shall be considered on design Foundation Seismic Force, Hef = 0.084 x (Wf+Wrc) 3) LOAD COMBINATION = 133.64 kN For soil bearing capacity & stability check Components A B C D E F 5) WIND CALCULATION FDN Weight 1.0 1.0 0.9 1.0 0.9 1.0 Velocity Pressure (qz) = 1.28 kN/m 2 Empty 0.9 0.9 Total Wind Moment, Mwt = 77.34 kN.m Operation 1.0 1.0 1.0 Wind Shear Force on Tank, Hw = 29.79 kN Test 1.0 Hw < 0.7He, L/C B is neglective Wind 1.0 1.0 Earthquake 0.70 0.70 6) FOUNDATION WEIGHT Footing Weight (Wf) = 1591 kN Rubble Concrete (Wrc) = 0 kN 2. SOIL BEARING CHECK 3.1 ALLOWABLE BEARING CAPACITY 7) BOUYANT FORCE For fixed load Bouyant Force (Bf) = 564 kN Qaf = 250.0 kN/m 2 For combined load Qac = 250.0 kN/m 2 3. SLIDING CHECK 3.2 ACTUAL BEARING PRESSURE μ : Friction coefficient （ = 0.35 ） qmax : P/Af + Mx/Sfx + Mz/Sfz, Maximum soil reaction, kN/m 2 F : Actual safety ratio qmin : P/Af - Mx/Sfx - Mz/Sfz, Minimum soil reaction, kN/m 2 N : Wf + Q - Bf P : Q + Wf + Wrc, Total Vertical Load, kN Due to Load Case C: Total Moment about X-Axis, kN-m : μ∑N 0.35 x 927 F = = = 10.89 > 1.5 OK Case B & C Hw 29.8 Mx : M + H * ( d1 + d2) Due to Load Case E: Case D & E μ∑N 0.35 x 927 F = = = 2.83 > 1.5 OK Mx : M + (H*(d1 + d2))+ (Hef * (d1 + d2)/2)) 0.7*He 114.7 Af : 28.2 m 2 , B * L, Area of Footing 4. OVERTURNING CHECK Sfx : 24.95 m 3 , (L * B2 ) / 6, Section Modulus of Footing about X-Axis ∑MR : Resisting moment ∑MO : Overturning moment ∑N : Wf + Qo - Bf CASE P (kN) Mx (kN) qmax qmin Ratio Judge Due to Load Case C: A 2246 0 80 80 0.32 OK! B 5.310 ∑MR = ∑N = 927 x = 2461.0 kNm B 2246 147 86 74 0.34 OK! 2 2 C 1491 147 59 47 0.24 OK! ∑Mo = 147 kNm D 2246 267 90 69 0.36 OK! E 1491 267 64 42 0.25 OK! ∑MR 2461.0 F = = = 16.70 > 1.5 OK F 2312 0 82 82 0.33 OK! ∑Moe 147.3 5 RE-BAR ARRANGEMENT Due to Load Case E: This foundation is a block foundation so re-bar requirement is only shrinkage B 5.310 ∑MR = ∑N = 927 x = 2461.0 kNm requirement based on 300mm concrete layer at each face with 0.3% 2 2 reinforcement ∑Mo = 267 kNm Closer Bar D16 @ 200 ∑MR 2461.0 F = = = 9.22 > 1.5 OK Bottom Bar D16 @ 200 ∑Moe 267 Asc = 1005.3 mm 2 ≧ 0.003Ac OK 5. UPLIFT CHECK Asb = 1005.3 mm 2 ≧ 0.003Ac OK P : Q + Wf + Wrc, Total Vertical Load, kN BF : Bouyant Force Due to Load Case Empty Condition: P 1491 F = = = 2.64 > 1.1 OK BF 564 Due to Load Case Operation Condition: P 2246 F = = = 3.98 > 1.5 OK BF 564 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. 5/5
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