1 DIMENSION DATA
xg
le H Q
zg
x
he
B
h d1 d2
z L
d3
B L he be le xg zg d1 d2 d3 h
= = = = = = = = = = =
6.00 12.00 5.00 5.00 12.00 0.30 0.30 0.30 0.30 0.30 2.55
m m m m m m m m m m m
kN
, footing width , footing length , height of equipment , width of equipment , length of equipment
Rubble/Lean Concrete 1. DESIGN LOAD 1) EQUIPMENT LOADING DATA Empty Weight (Qe) = 500.0 KN Operation Weight (Qo) = 800.0 KN
4) SEISMIC CALCULATION Seismic Point = Maximum Seismic Coefficient= Equipment Seismic Force, He =
0.80 0.25 200
2) WEIGHT OF STRUCTURAL PROPER Soil (γs) = 18.0 KN/m3 Reinforced concrete (γrc) = 22.5 KN/m3 Plain concrete (γpc) = 22.0 KN/m3 Ground water (γw) = 9.8 KN/m3 *) assumed ground water level GL-0.0m shall be considered on design
5) WIND CALCULATION Wind Pressure (Wo) = Height Factor (K) = Aerodynamic Factor = Height of Scaffolding = Equipment Wind Force (Hw)=
380 0.50 2.1 5.3 32
3) LOAD COMBINATION For soil bearing capacity & stability check Components A B C D FDN Weight 1.0 1.0 1.0 1.0 Empty 1.0 Operation 1.0 1.0 1.0 Wind 1.0 1.0 Earthquake 0.7 *) see to 6464 C200-00100 Engineering Standard for Civil & Buildings
6) FOUNDATION WEIGHT Footing Weight (Wf) = Rubble Concrete (Wrc) =
972 486
kN kN
7) BOUYANT FORCE Bouyant Force (Bf)
424
kN
2. SOIL BEARING CHECK 3.1 ALLOWABLE BEARING CAPACITY For fixed load Qaf = 170.0 kN/m2 For combined load Qac = 330.0 kN/m2
3. SLIDING CHECK
Pa
m kN
Hw < 0.7He, L/C B is neglective
=
μ : Friction coefficient （ = 0.5 ） F : Actual safety ratio N : Wf + Qo - Bf Due to Load Case C: μ∑N 0.5 x 1048.00 F = = = 16.38 > 1.25 OK 32.0 Hw 3.2 ACTUAL BEARING PRESSURE qmax : P/Af + Mx/Sfx + Mz/Sfz, Maximum soil reaction, kN/m2 Due to Load Case D: 2 qmin : P/Af - Mx/Sfx - Mz/Sfz, Minimum soil reaction, kN/m μ∑N 0.5 x 1348.00 > 1.25 OK F = = = 4.81 0.7*He 140.0 P : Q + Wf + Wrc, Total Vertical Load, kN Mx : H * (h + d1 + d2 + d3) + Q * zg , Total Moment about X-Axis, kN-m Mz : Q * xg , Total Moment about Z-Axis, kN-m 4. OVERTURNING CHECK ∑MR : Resisting moment 72 m2, B * L, Area of Footing Af : 3 2 72 m , (L * B ) / 6, Section Modulus of Footing about X-Axis ∑MO : Overturning moment Sfx : 144 m3, (H * L2) / 6, Section Modulus of Footing about Z-Axis ∑N : Wf + Qo - Bf Sfz : Due to Load Case C: Ratio Judge B 6.00 CASE P (kN) Mx (kN) Mz (kN) qmax qmin ∑MR = ∑N = 1048.0 x = 3144.0 kNm 0.18 OK! A 2258 0 0 31 31 2 2 0.10 OK! C 1958 331 240 33 21 ∑Mo = 100.8 kNm 0.13 OK! D 2258 639 240 42 21 ∑MR 3144.0 6 RE-BAR ARRANGEMENT F = = = 31.18 > 1.25 OK ∑Moe 100.8 This foundation is a block foundation. Due to Load Case D: So, re-bar requirement is only shrinkage requirement.（BS 8110-1 3.12.11.2.9） B 6.00 Total reinforcement area is more than 0.25% of the concrete gross area. ∑MR = ∑N = 1348.0 x = 4044.0 kNm D16 @ 250 2 2 Top Bar D16 @ 250 Bottom Bar ∑Mo = 441.1 kNm Ast = 804.25 mm2 ∑MR Asb = 804.25 mm2 4044.0 > 1.25 OK F = = = 9.17 ∑Moe Ast + Asb ≧ 0.0025Ac 441.1 ≧ 1500 OK 804 + 804 = 1608
