P Given: My b c M D = kN.m M D = kN.m Mx M L = kN.m M L = kN.m B M L1 = kN.m M L1 = kN.m M L2 = kN.m M L2 = kN.m a d M E = kN.m M E = kN.m L P D = kN q a = kPa 1 U =1.2DL + 1.6LL 6 U =1.2DL + 1.6L1 11 U =1.2DL + 1.6 P L = kN fc' = MPa 2 U = 1.2DL+0.5LL+ 7 U = 1.2DL+0.5L1+E 12 U = 1.2DL+0.5L P L1 = kN fy = MPa 3 U = 0.9DL + EL 8 U = 0.9DL + EL 13 U = 0.9DL + EL P L2 = kN C 1 = mm 4 U = 1.2DL+0.5LL- 9 U = 1.2DL+0.5L1-E 14 U = 1.2DL+0.5L P E = kN C 2 = mm 5 U = 0.9DL - EL 10 U = 0.9DL - EL 15 U = 0.9DL - EL Critical Load Case: 13 U = 0.9DL + EL = kN-m Since Mx > My = kN-m Therefore B ≥ L = kN For B X L : For Punching Shear : = B - ) ( B - ) ) 1 B 2 - B - = 0 B = m B = m V U = - 1.2 d - 80 L = m Eq. 1 d 2 + d Eq. 2 Equate Eq. 1 & 2 (Vu = ΦVc) d 2 + d - = 0 d = m Say d = mm Pressure on Footing: For One-Way Shear : A1 Critical Shear A2 M UX = kN.m M UY = kN.m P U = kN = = 985.21 0.181 P U 985.21 e uy = M UY 151.55 = 0.154 P U ltimate Loads 178.5667 151.5525 985.2091 e ux = M UX 178.57 = 0.13519 300 B Area 5762.81 = 151.9436 kPa 9685 5764.01 956.25602 Say 3.5 956.25602 3.5 For q max & q min = 244.5139 kPa ΦVc = 9604.6864 = 80.42523265 kPa 0.272 8.059 2.71 Solve for d & t : Design B = L From Eq. -1090 0.1471 0.1253 135 e y = 152.15 = 0.063 2428 2428.3 e x = 178.6 = 0.0735 ; = 126.6226717 kPa = 76.64481983 kPa kPa M Y 152.15 P i 1090.475 = 84.20564548 kPa 37.816 600 SOLUTION: Ultimate Loads: (Cont. . . ) M X 178.596 = 34.22779359 LOAD CASES P: 1052.659 135 458.811 41 420.913 275 458.103 600 0.416 -1.939 178.303 146.175 Joint: 166 Bi-Axial Bending F4 (Interior A' Footings) Mx: 0.293 My: 5.975 -0.3 5.218 12.799 8.433 B L Pe 6 L B Pe 6 BL P q 2 y 2 x max a q ' L ' B P P M x 2 B e 2 B ' B x P My 2 L e 2 L ' L y ; q ' L ' B P a B L Pe 6 L B Pe 6 BL P q 2 y 2 x min L e 6 B e 6 1 BL P q UY UX U a L e 6 B e 6 1 BL P q UY UX U b L e 6 B e 6 1 BL P q UY UX U c L e 6 B e 6 1 BL P q UY UX U d 4 q q q q q d c b a AVE ) d C )( d C ( B L q V 2 1 AVE U d b 6 ' F c 2 1 Vc o 2 C 2 B 1 2 C 2 B 2
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8/12/2019 Bi-Axial Bending (Design of Footing)
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