Isolated Footing

Along Footing Size
Grid L B D d 12
7A 3.50 m 3.50 m 0.35 m 0.15 m
7B 4.00 m 3.50 m 0.35 m 0.15 m
7 7A' 4.00 m 4.00 m 0.35 m 0.15 m
7'A 3.50 m 4.00 m 0.35 m 0.15 m
7'B 3.50 m 4.00 m 0.35 m 0.15 m
RENAULT POWERTRAIN SUPPORT REACTION
Horizontal Vertical Horizontal
GridName Node Number LoadCase Fx KN Fy KN Fz KN
1A 7184 1 DEAD LOAD 1.33 28.44 -0.36
2 COLLATERAL LOAD 1.61 47.86 -1.99
3 LIVE LOAD 2.08 50.78 -0.64
4 WIND LOAD IN +X DIRECTION -48.51 -184.59 -25.17
5 WIND LOAD IN -X DIRECTION 22.45 -175.83 -23.03
6 WIND LOAD IN +Z DIRECTION -0.91 -170.32 -31.74
7 WIND LOAD IN -Z DIRECTION -1.4 -179.18 44.03
8 SES X -0.05 -0.01 0
9 SES Z 0.34 2.31 -7.71
1A' 7306 1 DEAD LOAD 1.32 55.06 -3.98
3 LIVE LOAD 2.06 103.42 -8.18
8 SES X -0.04 0 -0.02
9 SES Z 0.23 1.43 -7.57
1A'' 7308 1 DEAD LOAD -0.06 40.03 -3.1
2 COLLATERAL LOAD -0.06 81.3 -7.03
3 LIVE LOAD -0.08 97.64 -7.81
6 WIND LOAD IN +Z DIRECTION 1.37 -341.87 -41.14
7 WIND LOAD IN -Z DIRECTION 1.4 -349.16 118.31
8 SES X -0.04 0.01 0.01
9 SES Z 0.02 2.13 -14.39
1'A 7402 1 DEAD LOAD 1.93 31.36 -0.25
3 LIVE LOAD 2.11 34.85 -0.78
4 WIND LOAD IN +X DIRECTION -68.1 -143.68 2.27
5 WIND LOAD IN -X DIRECTION 48.03 -103.76 1.63
8 SES X -0.52 -0.21 0
9 SES Z 3.42 2.57 -2.1
1AA 10900 1 DEAD LOAD 0 19.64 0
2 COLLATERAL LOAD 0 26.38 0
3 LIVE LOAD 0 38.61 0
6 WIND LOAD IN +Z DIRECTION 20.46 -140.6 0
8 SES X 0 0.05 0
9 SES Z 0 -2.13 0
1AH 14894 1 DEAD LOAD 0 19.99 0
3 LIVE LOAD 0 38.56 0
6 WIND LOAD IN +Z DIRECTION -20.46 -138.15 0
8 SES X 0 0 0
9 SES Z 0 -2.51 0
1B 7310 1 DEAD LOAD -0.02 35.03 -1.62
3 LIVE LOAD -0.02 88.22 -5.02
8 SES X -0.04 0 0
9 SES Z 0.02 1.17 -5.83
1B' 7336 1 DEAD LOAD 0 37.5 -2.27
3 LIVE LOAD 0.01 94.04 -6.61
8 SES X -0.04 0.01 -0.01
9 SES Z 0.03 2.89 -19.36
1B'' 7338 1 DEAD LOAD 0.01 37.85 -2.36
3 LIVE LOAD 0.03 94.87 -6.81
8 SES X -0.04 -0.01 0.01
9 SES Z 0.03 2.94 -19.7
1'B 7404 1 DEAD LOAD -0.84 52.17 -0.09
3 LIVE LOAD -0.75 57.3 -0.48
8 SES X -0.57 0.11 0
9 SES Z 3.66 1.95 -1.78
1BA 10897 1 DEAD LOAD 0 15.13 0
3 LIVE LOAD 0 27.28 0
4 WIND LOAD IN +X DIRECTION -47.74 -99.49 0
5 WIND LOAD IN -X DIRECTION 30.69 -93.81 0
8 SES X 0 -0.01 0
9 SES Z 0 1.79 0
1BH 14892 1 DEAD LOAD 0 15.29 0
3 LIVE LOAD 0 27.47 0
8 SES X 0 -0.03 0
9 SES Z 0 1.86 0
1C 7340 1 DEAD LOAD 0.03 35.02 -1.61
3 LIVE LOAD 0.05 88.22 -5.01
8 SES X -0.04 0 0
9 SES Z 0.02 1.17 -5.82
1C' 7366 1 DEAD LOAD 0.05 39.16 -2.89
3 LIVE LOAD 0.07 96.49 -7.55
8 SES X -0.04 -0.01 -0.01
9 SES Z 0.02 2.17 -14.12
1C'' 7368 1 DEAD LOAD 0.07 45.62 -3.78
3 LIVE LOAD 0.09 98.93 -8.73
8 SES X -0.04 0.01 0.03
9 SES Z 0.08 1.11 -8.41
1'C 7509 1 DEAD LOAD -0.1 50.87 -0.09
3 LIVE LOAD -0.03 56.34 -0.48
8 SES X -0.57 -0.1 0
9 SES Z 3.54 2.85 -1.77
1D 7370 1 DEAD LOAD 0 36.06 -1.37
3 LIVE LOAD 0.09 43.34 -1.84
8 SES X -0.04 -0.03 0.01
9 SES Z 0.04 1.93 -8.87
1D' 11524 1 DEAD LOAD 0 43.99 -3.95
3 LIVE LOAD -0.06 97.4 -8.58
7 WIND LOAD IN -Z DIRECTION -1.68 -344.56 101
8 SES X -0.09 -0.07 0.05
9 SES Z 0.27 1.16 -8.42
1D'' 11526 1 DEAD LOAD 0.02 39.2 -3.01
3 LIVE LOAD -0.04 96.59 -7.79
8 SES X -0.09 0.01 0.03
9 SES Z 0.2 1.83 -14.36
1'D 7583 1 DEAD LOAD -2.46 27.88 -0.01
3 LIVE LOAD -2.63 22.52 -0.04
8 SES X -0.52 0.2 0
9 SES Z 3.25 0.58 -2.51
1D1 11518 1 DEAD LOAD 0.06 34.21 -1.31
3 LIVE LOAD -0.05 43.29 -1.82
8 SES X -0.08 0.08 -0.07
9 SES Z 0.2 1.77 -7.92
1'D1 15336 1 DEAD LOAD 2.15 31.05 0.06
3 LIVE LOAD 1.87 22.99 -0.07
8 SES X -0.31 -0.1 -0.02
9 SES Z 3.08 2.5 -2.15
1E 11528 1 DEAD LOAD 0.03 35.05 -1.61
3 LIVE LOAD -0.02 88.23 -5.01
8 SES X -0.09 0 0
9 SES Z 0.19 1.25 -5.88
1E' 12573 1 DEAD LOAD 0.04 37.95 -2.4
3 LIVE LOAD 0.01 93.79 -6.78
8 SES X -0.1 0 -0.01
9 SES Z 0.19 2.84 -19.31
1E'' 12575 1 DEAD LOAD 0.05 38.41 -2.52
3 LIVE LOAD 0.03 94.84 -7.06
8 SES X -0.1 -0.01 0.01
9 SES Z 0.19 2.95 -19.68
1'E 15421 1 DEAD LOAD -0.34 65.97 -0.07
3 LIVE LOAD -0.29 57.67 -0.48
8 SES X -0.33 0.02 0
9 SES Z 3.24 2.26 -1.87
1F 12577 1 DEAD LOAD 0.06 35.46 -1.61
3 LIVE LOAD 0.06 88.19 -5.01
8 SES X -0.1 0 0
9 SES Z 0.17 1.21 -5.78
1F' 13501 1 DEAD LOAD 0.07 38.02 -2.42
3 LIVE LOAD 0.08 93.93 -6.83
8 SES X -0.1 0.01 -0.01
9 SES Z 0.16 2.8 -19.28
1F'' 13503 1 DEAD LOAD 0.08 38.19 -2.43
3 LIVE LOAD 0.1 94.57 -6.96
8 SES X -0.09 0 0.01
9 SES Z 0.15 2.91 -19.7
1'F 15491 1 DEAD LOAD 0 60.85 -0.08
2 COLLATERAL LOAD 0 35.54 -0.47
3 LIVE LOAD -0.01 53.44 -0.49
8 SES X -0.33 0 0
9 SES Z 3.2 2.74 -1.8
1G 13505 1 DEAD LOAD 0.1 35.49 -1.61
3 LIVE LOAD 0.13 88.22 -5.02
4 WIND LOAD IN +X DIRECTION -14 -313.02 -33.47
8 SES X -0.09 0 0
9 SES Z 0.13 1.22 -5.87
1G' 14429 1 DEAD LOAD 0.14 39.73 -3.01
3 LIVE LOAD 0.2 96.06 -7.59
8 SES X -0.09 -0.01 -0.02
9 SES Z 0.12 2.08 -14.01
1G'' 14431 1 DEAD LOAD -1.29 51.28 -4.1
3 LIVE LOAD -2.02 102.95 -8.32
8 SES X -0.1 0.11 -0.05
9 SES Z 0.08 1.22 -8.52
1'G 15561 1 DEAD LOAD 0.4 66.28 -0.08
3 LIVE LOAD 0.33 58.03 -0.48
8 SES X -0.33 -0.02 0
9 SES Z 3.22 2.82 -1.83
1H 14433 1 DEAD LOAD -1.24 24.98 -0.4
3 LIVE LOAD -1.96 51.02 -0.66
8 SES X -0.1 -0.12 0.07
9 SES Z 0.06 3.15 -9.45
1'H 15631 1 DEAD LOAD -2.2 32.86 -0.18
3 LIVE LOAD -1.9 35.89 -0.81
8 SES X -0.31 0.1 0.02
9 SES Z 2.98 0.53 -2.6
2A 7191 1 DEAD LOAD 10.64 109.36 -0.04
2 COLLATERAL LOAD 14.19 130.43 0.71
3 LIVE LOAD 17.94 155.76 0.32
8 SES X -0.8 -0.39 0
9 SES Z 1.66 0.44 -14.5
2AA 10894 1 DEAD LOAD 0 19.66 0
3 LIVE LOAD 0 33.18 0
8 SES X 0 -0.01 0
9 SES Z 0 -1.61 0
2AH 14890 1 DEAD LOAD 0 19.57 0
3 LIVE LOAD 0 33.03 0
5 WIND LOAD IN -X DIRECTION 47.75 -121 0
8 SES X 0 0.04 0
9 SES Z 0 -1.92 0
2B 7280 1 DEAD LOAD -2.96 208.56 0.52
2 COLLATERAL LOAD -3.25 313.57 1.78
3 LIVE LOAD -4.17 397.6 2.03
8 SES X -1.12 0.15 0
9 SES Z 2.3 -6.21 -9.53
2BA 10891 1 DEAD LOAD 0 19.65 0
3 LIVE LOAD 0 32.37 0
5 WIND LOAD IN -X DIRECTION 30.69 -111 0.01
8 SES X 0 -0.03 0
9 SES Z 0 1.34 0
2BH 14888 1 DEAD LOAD 0 19.33 0
3 LIVE LOAD 0 31.96 0
8 SES X 0 0.03 0
9 SES Z 0 1.29 0
2C 7312 1 DEAD LOAD 2.83 202.72 0.52
3 LIVE LOAD 4.04 395.16 2.03
8 SES X -1.12 -0.18 0
9 SES Z 2.54 -6.01 -9.51
2D 7342 1 DEAD LOAD -11.11 124.21 1.03
2 COLLATERAL LOAD -16.96 180.68 2.56
3 LIVE LOAD -21.62 164.44 1.83
8 SES X -0.98 0.42 -0.01
9 SES Z 2.37 -2.13 -14.36
2D1 11514 1 DEAD LOAD 11.92 126.11 1.15
3 LIVE LOAD 22.38 165.27 1.82
5 WIND LOAD IN -X DIRECTION -3.08 -555.03 -3.78
8 SES X -1.14 -0.57 -0.07
9 SES Z 1.85 1.08 -12.93
2E 11520 1 DEAD LOAD -1.95 206.99 0.52
3 LIVE LOAD -2.82 399.68 2.04
8 SES X -1.35 0.27 0
9 SES Z 2.73 -7.12 -9.61
2F 12569 1 DEAD LOAD 0.41 186.62 0.53
3 LIVE LOAD 0.87 370.01 2.04
8 SES X -1.3 -0.01 0
9 SES Z 2.59 -7.36 -9.44
2G 13497 1 DEAD LOAD 3.59 210.78 0.51
2 COLLATERAL LOAD 4 316.33 1.78
3 LIVE LOAD 5.06 401.1 2.03
8 SES X -1.35 -0.23 0
9 SES Z 2.82 -5.43 -9.59
2H 14425 1 DEAD LOAD -11.85 109.08 -0.01
2 COLLATERAL LOAD -15.87 130.07 0.74
3 LIVE LOAD -20.14 155.4 0.32
8 SES X -1.17 0.51 0.07
9 SES Z 2.45 -2.14 -15.09
3A 7188 1 DEAD LOAD 12.79 123.8 0
3 LIVE LOAD 19.04 148.7 0.41
8 SES X -0.9 -0.44 -0.01
9 SES Z 1 1.5 -13.76
3AA 10888 1 DEAD LOAD 0 28.82 0
3 LIVE LOAD 0 39.87 0
4 WIND LOAD IN +X DIRECTION -47.75 -143 0.01
8 SES X 0 0.01 0
9 SES Z 0 -1.05 0
3AH 14886 1 DEAD LOAD 0 28.37 0
3 LIVE LOAD 0 39.22 0
8 SES X 0 0.01 0
9 SES Z 0 -0.91 0
3B 7289 1 DEAD LOAD -3.5 243.82 0
3 LIVE LOAD -3.99 378.4 0.6
8 SES X -1.25 0.15 0
9 SES Z 1.35 1.26 -8.95
3BA 10885 1 DEAD LOAD 0 18.76 0
3 LIVE LOAD 0 23.13 0
8 SES X 0 0.01 0
9 SES Z 0 0.72 0
3BH 14884 1 DEAD LOAD 0 18.74 0
3 LIVE LOAD 0 23.09 0
8 SES X 0 0 0
9 SES Z 0 1 0
3C 7320 1 DEAD LOAD 3.8 237.53 0
3 LIVE LOAD 5.59 374.77 0.6
8 SES X -1.26 -0.21 0
9 SES Z 1.34 1.25 -8.93
3D 7350 1 DEAD LOAD -13.34 144.47 0.26
3 LIVE LOAD -20.86 158.12 0.66
5 WIND LOAD IN -X DIRECTION 124.12 -574.23 -5
8 SES X -1.07 0.53 0
9 SES Z 1.14 0.01 -13.52
3D1 11516 1 DEAD LOAD 13.81 145.23 0.26
3 LIVE LOAD 21.29 156 0.68
8 SES X -1.01 -0.52 -0.02
9 SES Z 1.19 1.69 -12.37
3E 11522 1 DEAD LOAD -3.06 242.66 0
3 LIVE LOAD -4.48 379.94 0.61
8 SES X -1.2 0.2 0
9 SES Z 1.51 0.9 -9.01
3F 12571 1 DEAD LOAD -0.14 216.69 0
3 LIVE LOAD -0.39 345.77 0.6
8 SES X -1.16 0 0
9 SES Z 1.43 1.38 -8.85
3G 13499 1 DEAD LOAD 3.69 246.54 0
3 LIVE LOAD 4.34 382 0.6
8 SES X -1.2 -0.19 0
9 SES Z 1.47 1.55 -8.99
3H 14427 1 DEAD LOAD -14.69 125.08 0.03
2 COLLATERAL LOAD -17.32 127.49 0.91
3 LIVE LOAD -21.81 150.8 0.41
8 SES X -1.01 0.47 0.01
9 SES Z 1.1 -0.26 -14.17
4A 3 1 DEAD LOAD 14.67 154.68 0
3 LIVE LOAD 20.3 165.18 0
8 SES X -1 -0.47 -0.02
9 SES Z 0.01 0 -13.02
4AA 10882 1 DEAD LOAD 0 18.76 0
3 LIVE LOAD 0 23.13 0
7 WIND LOAD IN -Z DIRECTION 40.92 -80.35 0
8 SES X 0 0.01 0
9 SES Z 0 -0.71 0
4AH 14882 1 DEAD LOAD 0 18.74 0
3 LIVE LOAD 0 23.09 0
8 SES X 0 -0.01 0
9 SES Z 0 -1 0
4B 375 1 DEAD LOAD -3.87 294.03 0
3 LIVE LOAD -3.54 397.88 0
8 SES X -1.36 0.06 0
9 SES Z -0.01 0 -8.43
4BA 10879 1 DEAD LOAD 0 28.81 0
3 LIVE LOAD 0 39.83 0
8 SES X 0 0.02 0
9 SES Z 0 1.05 0
4BH 14880 1 DEAD LOAD 0 28.38 0
3 LIVE LOAD 0 39.21 0
8 SES X 0 -0.02 0
9 SES Z 0 0.87 0
4C 1387 1 DEAD LOAD 4.01 287.66 0
3 LIVE LOAD 6.27 393.91 0
8 SES X -1.37 -0.14 0
9 SES Z -0.01 0 -8.41
4D 2270 1 DEAD LOAD -15.66 175.28 0
2 COLLATERAL LOAD -16.73 178.24 0.69
3 LIVE LOAD -21.13 162.99 0
8 SES X -1.18 0.52 0.02
9 SES Z 0 0.01 -12.74
4D1 10907 1 DEAD LOAD 16.22 177.43 0.04
3 LIVE LOAD 22.01 164.47 0.02
8 SES X -1.15 -0.47 -0.01
9 SES Z -0.09 -0.18 -11.77
4E 10915 1 DEAD LOAD -3.02 292.62 0
3 LIVE LOAD -4.59 399.04 0
8 SES X -1.31 0.08 0
9 SES Z -0.16 0.16 -8.47
4F 12092 1 DEAD LOAD 0.17 264.99 0
3 LIVE LOAD -0.32 364.19 0
8 SES X -1.3 0 0
9 SES Z -0.13 -0.02 -8.32
4G 13020 1 DEAD LOAD 4.28 296.7 0
3 LIVE LOAD 4.6 401.57 0
8 SES X -1.31 -0.09 0
9 SES Z -0.13 0.01 -8.46
4H 13948 1 DEAD LOAD -16.48 153.88 0.02
2 COLLATERAL LOAD -17.84 135.93 0.73
3 LIVE LOAD -22.59 163.95 0.03
4 WIND LOAD IN +X DIRECTION 1.86 -570.72 -0.95
5 WIND LOAD IN -X DIRECTION 204 -588.07 0.9
8 SES X -1.15 0.49 0.01
9 SES Z -0.11 0.04 -13.34
5A 13 1 DEAD LOAD 12.79 123.77 0.01
3 LIVE LOAD 19.04 148.83 -0.41
8 SES X -0.96 -0.46 -0.04
9 SES Z -0.99 -1.5 -13.76
5AA 10876 1 DEAD LOAD 0 19.33 0
3 LIVE LOAD 0 32.23 0
8 SES X 0 -0.03 0
9 SES Z 0 -1.34 0
5AH 14878 1 DEAD LOAD 0 19.01 0
3 LIVE LOAD 0 31.83 0
8 SES X 0 0.02 0
9 SES Z 0 -1.28 0
5B 342 1 DEAD LOAD -3.5 243.82 0.01
2 COLLATERAL LOAD -3.19 302.12 -0.03
3 LIVE LOAD -3.99 378.4 -0.6
8 SES X -1.32 0.14 0
9 SES Z -1.37 -1.26 -8.95
5BA 10873 1 DEAD LOAD 0 19.48 0
3 LIVE LOAD 0 33.21 0
8 SES X 0 0 0
9 SES Z 0 1.61 0
5BH 14876 1 DEAD LOAD 0 19.42 0
3 LIVE LOAD 0 33.13 0
8 SES X 0 0 0
9 SES Z 0 1.85 0
5C 1355 1 DEAD LOAD 3.8 237.53 0
3 LIVE LOAD 5.59 374.77 -0.6
8 SES X -1.33 -0.19 0
9 SES Z -1.36 -1.25 -8.93
5D 2238 1 DEAD LOAD -13.34 144.47 -0.26
2 COLLATERAL LOAD -16.62 172.72 -0.14
3 LIVE LOAD -20.86 158.12 -0.66
8 SES X -1.15 0.53 0.04
9 SES Z -1.15 0 -13.52
5D1 10905 1 DEAD LOAD 13.56 142.74 -0.25
2 COLLATERAL LOAD 16.96 171.01 -0.12
3 LIVE LOAD 21.32 155.96 -0.63
5 WIND LOAD IN -X DIRECTION -21.42 -537.15 1.95
8 SES X -1.1 -0.5 -0.02
9 SES Z -1.28 -1.81 -12.48
5E 10913 1 DEAD LOAD -2.95 241.9 0.01
2 COLLATERAL LOAD -3.56 303.56 -0.03
3 LIVE LOAD -4.47 380.06 -0.6
8 SES X -1.28 0.15 0
9 SES Z -1.66 -0.79 -8.98
5F 12090 1 DEAD LOAD -0.15 216.85 0.01
2 COLLATERAL LOAD -0.26 276.27 -0.03
3 LIVE LOAD -0.36 345.84 -0.59
8 SES X -1.25 0 0
9 SES Z -1.55 -1.41 -8.83
5G 13018 1 DEAD LOAD 3.69 246.49 0.01
3 LIVE LOAD 4.37 381.96 -0.6
8 SES X -1.28 -0.14 0
9 SES Z -1.56 -1.47 -8.97
5H 13946 1 DEAD LOAD -14.66 125.09 0.01
2 COLLATERAL LOAD -17.27 127.74 0.28
3 LIVE LOAD -21.72 150.97 -0.36
8 SES X -1.12 0.48 0.02
9 SES Z -1.2 0.25 -14.13
6A 17 1 DEAD LOAD 10.64 109.34 0.04
3 LIVE LOAD 17.95 155.79 -0.31
8 SES X -0.81 -0.38 -0.06
9 SES Z -1.65 -0.44 -14.5
6AA 10870 1 DEAD LOAD 0 15.13 0
3 LIVE LOAD 0 27.26 0
8 SES X 0 -0.02 0
9 SES Z 0 -1.78 0
6AH 14874 1 DEAD LOAD 0 15.19 0
3 LIVE LOAD 0 27.36 0
8 SES X 0 0.01 0
9 SES Z 0 -1.78 0
6B 309 1 DEAD LOAD -2.96 208.56 -0.52
2 COLLATERAL LOAD -3.24 312.66 -1.19
3 LIVE LOAD -4.17 397.6 -2.03
8 SES X -1.13 0.14 0
9 SES Z -2.33 6.21 -9.53
6BA 10867 1 DEAD LOAD 0 19.64 0
3 LIVE LOAD 0 38.6 0
8 SES X 0 0.06 0
9 SES Z 0 2.13 0
6BH 14872 1 DEAD LOAD 0 19.72 0
3 LIVE LOAD 0 38.71 0
8 SES X 0 -0.07 0
9 SES Z 0 2.52 0
6C 1323 1 DEAD LOAD 2.83 202.72 -0.52
3 LIVE LOAD 4.04 395.16 -2.03
8 SES X -1.13 -0.16 0
9 SES Z -2.57 6.02 -9.51
6D 2206 1 DEAD LOAD -11.11 124.21 -1.03
2 COLLATERAL LOAD -16.9 180.42 -1.65
3 LIVE LOAD -21.62 164.44 -1.83
8 SES X -0.99 0.39 0.07
9 SES Z -2.4 2.13 -14.36
6D1 10903 1 DEAD LOAD 11.37 124.21 -0.98
3 LIVE LOAD 22.06 164.93 -1.74
5 WIND LOAD IN -X DIRECTION -16.74 -564.44 7.55
8 SES X -0.97 -0.38 -0.05
9 SES Z -1.47 -0.61 -13.24
6E 10911 1 DEAD LOAD -2.14 205.97 -0.52
2 COLLATERAL LOAD -2.59 314.11 -1.19
3 LIVE LOAD -3.15 399.24 -2.03
8 SES X -1.1 0.13 0
9 SES Z -2.17 6.81 -9.56
6F 12088 1 DEAD LOAD 0.1 186.59 -0.53
3 LIVE LOAD 0.54 369.58 -2.04
8 SES X -1.08 0 0
9 SES Z -2.11 7.4 -9.39
6G 13016 1 DEAD LOAD 3.26 210.31 -0.51
3 LIVE LOAD 4.65 400.32 -2.02
8 SES X -1.11 -0.14 0
9 SES Z -2.31 5.63 -9.55
6H 13944 1 DEAD LOAD -12.05 108.97 -0.02
2 COLLATERAL LOAD -16.06 129.92 0.11
3 LIVE LOAD -20.37 155.44 -0.36
8 SES X -0.97 0.4 0.05
9 SES Z -2.02 1.85 -14.99
7A 1 1 DEAD LOAD 1.33 28.44 0.36
3 LIVE LOAD 2.08 50.78 0.64
8 SES X -0.03 -0.05 -0.04
9 SES Z -0.34 -2.31 -7.71
7A' 765 1 DEAD LOAD 1.32 55.05 3.98
3 LIVE LOAD 2.06 103.42 8.18
8 SES X -0.03 0.02 0.02
9 SES Z -0.22 -1.43 -7.56
7A'' 767 1 DEAD LOAD -0.06 40.03 3.09
3 LIVE LOAD -0.08 97.64 7.81
8 SES X -0.04 0.01 0.01
9 SES Z -0.01 -2.13 -14.39
7'A 4616 1 DEAD LOAD 1.93 31.36 0.25
3 LIVE LOAD 2.11 34.85 0.78
6 WIND LOAD IN +Z DIRECTION 3.35 -121 -6.49
8 SES X -0.24 -0.12 -0.02
9 SES Z -3.4 -2.57 -2.1
7B 769 1 DEAD LOAD -0.02 35.02 1.61
3 LIVE LOAD -0.02 88.22 5.02
8 SES X -0.05 0 0
9 SES Z -0.02 -1.17 -5.83
7B' 1776 1 DEAD LOAD 0 37.5 2.27
3 LIVE LOAD 0.01 94.04 6.61
8 SES X -0.05 0 -0.01
9 SES Z -0.02 -2.89 -19.36
7B'' 1778 1 DEAD LOAD 0.01 37.85 2.36
3 LIVE LOAD 0.03 94.87 6.81
8 SES X -0.05 0 0.01
9 SES Z -0.02 -2.94 -19.7
7'B 4619 1 DEAD LOAD -0.84 52.17 0.08
3 LIVE LOAD -0.75 57.3 0.48
8 SES X -0.27 0.08 0
9 SES Z -3.65 -1.95 -1.78
7C 1780 1 DEAD LOAD 0.03 35.02 1.61
3 LIVE LOAD 0.05 88.22 5.01
8 SES X -0.05 0 0
9 SES Z -0.02 -1.17 -5.82
7C' 2659 1 DEAD LOAD 0.05 39.16 2.88
3 LIVE LOAD 0.07 96.49 7.55
8 SES X -0.04 -0.01 -0.01
9 SES Z -0.01 -2.17 -14.12
7C'' 2661 1 DEAD LOAD 0.07 45.62 3.78
3 LIVE LOAD 0.09 98.93 8.73
8 SES X -0.04 0.01 -0.01
9 SES Z -0.07 -1.12 -8.42
7'C 5153 1 DEAD LOAD -0.1 50.87 0.08
3 LIVE LOAD -0.03 56.34 0.48
8 SES X -0.27 -0.07 0
9 SES Z -3.53 -2.84 -1.77
7D 2663 1 DEAD LOAD 0 36.06 1.36
3 LIVE LOAD 0.09 43.34 1.84
8 SES X -0.04 -0.03 0.04
9 SES Z -0.04 -1.92 -8.87
7D' 10917 1 DEAD LOAD -0.07 45.16 3.65
3 LIVE LOAD -0.09 98.01 8.47
8 SES X -0.04 -0.02 0.02
9 SES Z -0.09 -0.85 -8.14
7D'' 10919 1 DEAD LOAD -0.05 39.41 2.91
3 LIVE LOAD -0.08 97.19 7.69
8 SES X -0.05 0.01 0.03
9 SES Z -0.02 -2.07 -14.41
7'D 5227 1 DEAD LOAD -2.46 27.87 0.01
3 LIVE LOAD -2.63 22.52 0.04
8 SES X -0.24 0.12 0.02
9 SES Z -3.24 -0.59 -2.51
7D1 10909 1 DEAD LOAD 0 36.12 1.4
3 LIVE LOAD -0.09 43.4 1.88
8 SES X -0.04 0.04 -0.02
9 SES Z -0.05 -1.89 -8.15
7'D1 10927 1 DEAD LOAD 2.4 27.77 0.02
3 LIVE LOAD 2.57 22.51 0.05
8 SES X -0.24 -0.12 -0.02
9 SES Z -3.63 -2.93 -2.28
7E 10921 1 DEAD LOAD -0.04 35.02 1.61
3 LIVE LOAD -0.06 88.23 5.02
4 WIND LOAD IN +X DIRECTION -9.99 -313 33.53
8 SES X -0.05 0 0
9 SES Z -0.04 -1.18 -5.85
7E' 12094 1 DEAD LOAD -0.03 37.79 2.39
3 LIVE LOAD -0.04 94.37 6.77
8 SES X -0.05 0 -0.01
9 SES Z -0.04 -2.92 -19.31
7E'' 12096 1 DEAD LOAD -0.01 38.23 2.51
3 LIVE LOAD -0.03 95.41 7.05
8 SES X -0.05 -0.01 0.01
9 SES Z -0.04 -2.97 -19.67
7'E 10943 1 DEAD LOAD 0.06 51.45 0.08
3 LIVE LOAD -0.03 56.83 0.48
8 SES X -0.27 0.07 0
9 SES Z -3.88 -1.89 -1.78
7F 12098 1 DEAD LOAD 0 35 1.6
3 LIVE LOAD -0.01 88.19 5.01
8 SES X -0.05 0 0
9 SES Z -0.05 -1.18 -5.75
7F' 13022 1 DEAD LOAD 0.01 37.82 2.41
2 COLLATERAL LOAD 0 78.47 5.86
3 LIVE LOAD 0.01 94.5 6.82
8 SES X -0.05 0.01 -0.01
9 SES Z -0.04 -2.89 -19.29
7F'' 13024 1 DEAD LOAD 0.02 38.01 2.43
3 LIVE LOAD 0.02 95.14 6.95
7 WIND LOAD IN -Z DIRECTION -1 -330.71 59.45
8 SES X -0.05 0 0.01
9 SES Z -0.04 -2.93 -19.69
7'F 12103 1 DEAD LOAD 0.34 47.56 0.09
3 LIVE LOAD 0.3 52.93 0.49
8 SES X -0.26 0 0
9 SES Z -3.75 -2.71 -1.76
7G 13026 1 DEAD LOAD 0.04 35.02 1.61
3 LIVE LOAD 0.04 88.22 5.02
8 SES X -0.05 0 0
9 SES Z -0.04 -1.18 -5.84
7G' 13950 1 DEAD LOAD 0.08 39.61 3.02
3 LIVE LOAD 0.09 96.7 7.61
8 SES X -0.05 -0.02 -0.03
9 SES Z -0.02 -2.2 -14.04
7G'' 13952 1 DEAD LOAD -1.28 55.19 4.07
3 LIVE LOAD -2 103.81 8.37
8 SES X -0.02 -0.03 -0.02
9 SES Z -0.06 -1.32 -8.59
7'G 13031 1 DEAD LOAD 0.75 52.33 0.08
3 LIVE LOAD 0.74 57.57 0.48
8 SES X -0.27 -0.08 0
9 SES Z -3.73 -2.95 -1.78
7H 13954 1 DEAD LOAD -1.27 28.51 0.32
3 LIVE LOAD -1.99 50.9 0.59
8 SES X -0.03 0.05 0.03
9 SES Z -0.12 -3.04 -9.36
7'H 13959 1 DEAD LOAD -1.93 31.29 0.24
3 LIVE LOAD -2.08 34.88 0.77
8 SES X -0.24 0.13 0.02
9 SES Z -3.38 -0.27 -2.6
Moment Moment
Mx kNm Mz kNm
-0.5 -3.07
-3.94 -3.78
-0.6 -4.92
-10.86 69.41
-8.12 -24.42
-56.14 0.32
52.26 1.38
0 0.24
-26.16 -1.36
-8.77 -3.09
-16.63 -3.94
-17.89 -4.91
41.97 68.37
47.75 -24.34
23.5 2.46
133.17 3.86
-0.09 0.21
-26.12 -1.08
-6.75 0.29
-14.98 0.24
-16.64 0.32
38.82 32.81
38.8 -31.44
-59.59 -7.89
187.07 -8
0.04 0.23
-49.52 -0.6
-0.5 -3.59
-1.4 -2.37
-1.56 -3.98
4 195.05
1.46 -151.13
-11.05 -16.66
18.38 -15.18
0.01 1.56
-7.21 -10.2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-3.37 0.12
-11.18 0.05
-10.43 0.09
18.18 33.89
18.11 -31.07
-14.69 -6.83
96.13 -6.89
0 0.24
-19.93 -0.61
-4.86 0.03
-12.16 -0.06
-13.91 -0.03
28.72 34.06
29.41 -30.58
-122.57 -6.02
229.73 -6.06
-0.03 0.25
-66.77 -0.65
-5.04 -0.07
-12.49 -0.17
-14.33 -0.15
30.86 33.99
30.48 -29.85
-121.47 -5.26
230.81 -5.28
0.03 0.25
-67.92 -0.64
-0.09 2.1
-0.98 1.53
-0.78 1.88
-1.91 183.48
-1.99 -180.15
-11.96 -37.92
19.31 -37.06
0 1.66
-5.9 -10.68
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-3.35 -0.17
-11.16 -0.29
-10.42 -0.28
18.07 33.69
18.06 -28.82
-14.54 -4.53
96.15 -4.52
0 0.24
-19.88 -0.6
-6.31 -0.27
-14.64 -0.41
-16.11 -0.41
37.09 33.18
37.09 -27.55
-63.57 -3.82
185.36 -3.79
-0.03 0.23
-48.61 -0.59
-8.6 -0.39
-18 -0.53
-19.55 -0.53
52.64 32.48
57.6 -26.12
8.33 -3.22
125.57 -3.17
0.1 0.22
-29.06 -0.72
-0.09 0.54
-0.98 0.54
-0.77 0.3
-2 186.65
-1.97 -172.03
-11.88 -29.84
19.36 -31.22
0 1.66
-5.88 -10.39
-2.49 -0.27
-9.11 -0.58
-2.92 -0.6
-0.47 31.47
-6.36 -24.9
-39.33 -2.53
74.29 -2.48
0 0.21
-30.27 -0.6
-9.17 -0.03
-17.9 0.25
-19.28 0.35
74.28 42.21
28.29 -51.43
12.44 7.05
133.97 9.84
0.2 0.53
-29.28 -1.86
-6.6 -0.09
-15.14 0.14
-16.68 0.23
43.81 43.7
33.41 -51.92
-57.81 7.91
186.18 10.22
0.1 0.54
-49.44 -1.68
0.16 5.37
-0.46 3.96
0.28 5.61
-4.66 157.6
-4.76 -181.48
-14.5 -46.57
16.81 -48.22
-0.01 1.57
-8.53 -9.75
-2.2 -0.15
-8.96 0.26
-2.88 0.36
-20.93 40.11
18.33 -48.9
-44.27 6.28
67.49 9.02
-0.25 0.5
-26.9 -1.71
0.37 -4.37
-0.46 -2.46
0.23 -3.78
-9.1 114.31
1.58 -87.69
-15.46 15.24
14.54 15.58
-0.07 0.93
-7.39 -9.07
-3.35 -0.16
-11.15 0.03
-10.41 0.09
17.84 45.3
18.25 -52.52
-15.11 8.94
96.57 10.81
0 0.55
-20.12 -1.62
-5.14 -0.22
-12.47 -0.08
-14.29 -0.05
30.39 46.78
30.65 -53.04
-120.38 10.04
229.66 11.47
-0.03 0.56
-66.56 -1.61
-5.4 -0.29
-12.94 -0.18
-14.88 -0.19
32.89 48.07
32.16 -53.45
-118.28 11.18
232.43 12.19
0.04 0.56
-67.84 -1.56
-0.06 0.75
-0.97 0.41
-0.77 0.64
-2.19 102.88
-1.86 -107.38
-12.48 -0.27
19.86 -0.11
0 0.96
-6.1 -9.42
-3.34 -0.36
-11.16 -0.29
-10.41 -0.33
18.08 49.23
18.07 -53.73
-13.95 12.41
95.4 13.01
0 0.56
-19.78 -1.48
-5.19 -0.43
-12.58 -0.4
-14.41 -0.47
30.68 50.29
31.3 -53.95
-119.79 13.73
229.64 13.91
-0.04 0.56
-66.47 -1.43
-5.21 -0.5
-12.76 -0.51
-14.65 -0.61
31.96 51.21
31.52 -54.07
-119.45 15.13
231.67 14.9
0.03 0.55
-67.91 -1.36
-0.09 -0.01
-1 0
-0.8 0.01
-1.9 104.83
-1.89 -104.95
-11.82 2.19
19.41 2.21
0 0.96
-5.93 -9.36
-3.36 -0.58
-11.17 -0.63
-10.43 -0.75
18.27 52
17.94 -54.08
-14.97 16.63
96.54 15.98
0 0.54
-20.09 -1.25
-6.53 -0.73
-14.67 -0.84
-16.15 -1.02
32.8 52.82
42.42 -53.21
-62.88 18.44
183.47 17.43
-0.09 0.52
-48.2 -1.18
-8.99 2.77
-16.87 3.56
-18.02 4.41
26.45 48.4
69.41 -94.03
7.25 10.78
128.86 6.4
-0.18 0.53
-29.44 -1.01
-0.08 -0.89
-0.98 -0.48
-0.78 -0.74
-1.88 107.76
-2.06 -102.5
-12.21 5.06
19.68 4.92
0 0.97
-6.02 -9.39
-0.65 2.64
-4.22 3.38
-0.76 4.28
11.48 50
-34.04 -95.81
-50.19 14.04
66.14 9.57
0.24 0.54
-32.03 -0.94
-0.35 4.42
-1.49 2.49
-1.66 3.82
8.66 87.51
-4.08 -114.52
-8.39 -10.26
22.85 -10.6
0.07 0.93
-8.87 -8.89
0.15 -24.74
0.7 -32.85
1.39 -41.5
-26.49 444.61
-13.16 -59.37
-105.05 -22.96
87.44 -24.09
-0.01 2.8
-50.45 -5.98
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1.4 6.94
3.01 7.83
5.38 10.13
-36.66 317.62
-36.74 -282.61
-96.12 -240.28
65.16 -241.9
0 3.82
-33.18 -8
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1.42 -7.21
3.02 -8.24
5.39 -10.05
-36.74 361.42
-36.82 -194.26
-95.84 -151.73
65.2 -148.87
0 3.81
-33.09 -8.5
3.13 25.13
5.71 38.78
5.53 49.55
-30.61 117.93
-37.84 -382.21
-98.66 -345.2
76.62 -341.02
-0.01 3.46
-50.04 -8.08
3.53 -27.74
5.85 -41.05
5.54 -52.23
-53.64 383.08
-9.89 -85.94
-104.47 324.84
69.24 320.9
-0.26 4.08
-45.02 -7.31
1.42 4.61
3.05 5.28
5.41 6.57
-37.15 200.65
-36.58 -328.88
-96.71 131.85
65.77 130.49
0 4.56
-33.45 -9.28
1.43 -1.48
3.02 -2.38
5.41 -3.01
-36.77 241.41
-36.79 -308.17
-94.71 176.34
63.83 175.8
0 4.43
-32.86 -8.87
1.39 -9.52
3.02 -10.93
5.37 -13.81
-36.46 307.83
-36.99 -311.61
-96.44 239.29
65.79 240.36
0 4.58
-33.39 -9.41
0.18 26.26
0.73 35.1
1.29 44.56
4.8 109.92
-44.02 -534.42
-89.69 40.86
90.95 41.76
0.24 4.17
-52.48 -8.58
0.13 -29.95
0.74 -35.62
1.39 -44.85
-13.4 440.45
-10.84 -22.01
-96.4 -44.76
83.07 -45.03
-0.02 3.13
-49.4 -3.4
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0.06 7.89
0.53 6.89
1.77 8.56
-14.56 305.89
-14.61 -246.3
-78 -276.63
68.77 -277.44
0 4.24
-32.25 -4.56
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0.07 -9.89
0.54 -11.83
1.79 -14.92
-14.65 360.14
-14.66 -145.21
-77.82 -171.02
68.73 -171.91
0 4.24
-32.16 -4.55
1.02 29.9
2.03 37
2.18 46.44
-12.19 111.5
-17.17 -341.18
-85.45 -365.74
77.99 -366.35
0.01 3.8
-48.67 -4.05
1.02 -31.59
2.1 -38.55
2.24 -48.44
-21.57 286.81
-6.96 -11.91
-88.16 310.16
76.04 311.03
-0.08 3.59
-44.53 -4.26
0.07 7.73
0.56 9.21
1.8 11.61
-14.83 90.01
-14.56 -247.4
-78.41 114.18
69.15 115.32
0 4.04
-32.44 -5.04
0.06 0.25
0.52 0.72
1.78 1.05
-14.59 136.34
-14.59 -225.38
-76.52 163.42
67.41 164.81
0 3.95
-31.89 -4.85
0.06 -9.35
0.55 -8.86
1.79 -11.02
-14.56 202.18
-14.76 -219.19
-78.34 233.69
69.11 235.67
0 4.04
-32.39 -4.93
0.2 33.25
0.88 39.32
1.39 49.56
-9.54 -6.77
-13.19 -444.08
-90.89 24.9
79.61 26.93
0.04 3.6
-50.91 -4.03
0 -34.1
-0.22 -37.89
0 -48.11
0 451.62
0.01 -7.4
-85.75 -43.52
86.01 -43.52
-0.06 3.43
-48.09 -0.01
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 9.01
-0.61 5.91
0 7.18
0 303.12
0 -231.82
-69.73 -278.49
69.72 -278.49
0 4.6
-31.35 0.02
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 -10.21
-0.6 -13.22
0 -16.91
0 360.54
0 -128.87
-69.62 -171.9
69.62 -171.9
0 4.61
-31.27 0.02
0 35.43
-0.06 37.02
0 46.67
0 105.92
0 -334.28
-78.14 -372.98
78.29 -372.98
0.07 4.16
-47.33 0.02
0.11 -37.27
-0.03 -39.4
0.06 -49.74
1.53 284.4
-2.6 -2.32
-78.49 319.19
79.35 319.11
-0.03 4.02
-43.6 0.35
0 7.55
-0.59 9.61
0.01 12.22
-0.08 76.14
-0.02 -238.53
-70.04 116.6
69.94 116.07
0 4.43
-31.48 0.52
0 -0.65
-0.61 0.75
0.01 1.11
-0.03 127.27
-0.04 -217.58
-68.27 168.43
68.22 168.28
0 4.41
-30.96 0.43
0 -11.03
-0.59 -9.22
0.01 -11.51
-0.02 193.73
-0.08 -207.67
-70 240.43
69.92 240.45
0 4.43
-31.45 0.43
0.06 36.98
0.06 40.58
0.13 51.44
-3.51 -15.51
3.3 -450.72
-83.41 29.55
79.91 29.7
0.03 4.02
-49.45 0.39
-0.13 -29.95
-1.61 -35.64
-1.4 -44.85
13.43 440.45
10.86 -22.01
-83.03 -46.42
96.45 -46.15
-0.14 3.33
-49.39 3.39
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-0.07 7.89
-2.18 6.89
-1.77 8.56
14.56 305.88
14.61 -246.3
-68.78 -278.93
77.99 -278.12
0 4.49
-32.25 4.62
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-0.07 -9.89
-2.19 -11.81
-1.79 -14.92
14.65 360.14
14.66 -145.21
-68.73 -173.44
77.83 -172.55
0 4.49
-32.16 4.6
-1.03 29.9
-2.57 37.03
-2.18 46.44
12.19 111.5
17.17 -341.18
-77.85 -367.66
85.59 -367.05
0.15 4.05
-48.67 4.09
-1 -31
-2.51 -38.63
-2.06 -48.52
20.84 291.9
6.25 -17.22
-76.99 313.84
87.9 313.16
-0.08 3.89
-44.89 4.64
-0.07 7.47
-2.17 9.19
-1.77 11.59
14.64 93.07
14.55 -250.54
-69.05 117.41
78.09 116.14
0 4.31
-32.35 5.53
-0.07 0.26
-2.18 0.67
-1.76 0.95
14.52 141.62
14.51 -230.65
-67.32 167.8
76.31 166.89
0 4.26
-31.82 5.25
-0.07 -9.37
-2.17 -8.88
-1.76 -11.12
14.54 207.42
14.56 -224.31
-69.01 238.53
78.12 237.46
0 4.33
-32.32 5.26
-0.12 33.17
-1.27 39.19
-1.21 49.3
6.12 3.24
15.9 -453.77
-81.44 32.36
88.89 31.65
0.09 3.95
-50.77 4.37
-0.17 -24.74
-1.97 -32.77
-1.39 -41.5
26.47 444.61
13.15 -59.37
-88.08 -30.48
104.41 -29.34
-0.23 2.83
-50.44 5.99
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-1.41 6.94
-5.01 7.81
-5.38 10.13
36.66 317.63
36.74 -282.61
-65.17 -249.02
96.11 -247.4
0 3.84
-33.18 8.1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
-1.42 -7.21
-5.02 -8.26
-5.39 -10.05
36.74 361.42
36.82 -194.26
-65.2 -155.34
95.84 -158.19
0 3.84
-33.09 8.6
-3.13 25.13
-6.6 38.65
-5.53 49.55
30.61 117.93
37.84 -382.21
-76.6 -346.88
98.68 -351.06
0.23 3.51
-50.03 8.18
-2.97 -26.1
-6.41 -39.9
-5.26 -51.12
41.74 336.02
22.91 -34.79
-75.26 301.77
101.31 305.8
-0.17 3.42
-46.11 5.84
-1.43 5.35
-5.01 6.4
-5.38 7.7
36.86 145.21
36.64 -267.13
-65.45 108.06
96.1 110.2
0 3.75
-33.27 7.43
-1.44 -0.46
-5.03 -1.28
-5.39 -1.88
36.7 188.48
36.71 -249.86
-63.57 154.96
94.32 155.38
0 3.69
-32.71 7.25
-1.4 -8.42
-4.98 -9.65
-5.35 -12.46
36.54 249.24
36.67 -248.09
-65.47 217.43
96.08 215.65
0 3.76
-33.23 7.7
-0.32 27.08
-1.84 35.96
-1.47 45.54
8.03 57.77
29.56 -475.75
-85.86 23.1
96.04 21.12
0.16 3.43
-52.11 7.01
0.48 -3.07
0.77 -3.78
0.61 -4.92
10.84 69.41
8.1 -24.42
-51.61 -0.13
56.79 -1.19
-0.16 0.17
-26.16 1.37
8.75 -3.09
13.38 -3.94
17.89 -4.91
-41.97 68.37
-47.75 -24.34
-133.42 1.48
-23.75 0.08
0.07 0.16
-26.1 1.06
6.74 0.29
13.14 0.24
16.64 0.32
-38.82 32.81
-38.8 -31.44
-186.78 -8.36
59.88 -8.25
0.05 0.21
-49.52 0.56
0.49 -3.59
0.52 -2.37
1.56 -3.98
-4.01 195.05
-1.46 -151.13
-18.15 -17.83
11.28 -19.31
-0.06 0.74
-7.21 10.15
3.35 0.12
7.01 0.05
10.43 0.09
-18.19 33.89
-18.11 -31.07
-96.14 -7.26
14.68 -7.2
0 0.22
-19.93 0.61
4.85 0.03
11.61 -0.06
13.91 -0.03
-28.72 34.06
-29.41 -30.58
-229.73 -6.41
122.56 -6.37
-0.03 0.22
-66.77 0.61
5.04 -0.07
11.94 -0.17
14.33 -0.15
-30.86 33.99
-30.48 -29.85
-230.8 -5.61
121.48 -5.59
0.03 0.22
-67.92 0.6
0.09 2.1
-0.15 1.53
0.78 1.88
1.91 183.48
1.99 -180.15
-19.31 -39.72
11.96 -40.58
0 0.79
-5.9 10.63
3.33 -0.17
7 -0.29
10.42 -0.28
-18.07 33.68
-18.06 -28.82
-96.15 -4.83
14.54 -4.84
0 0.22
-19.88 0.6
6.3 -0.27
12.69 -0.4
16.11 -0.41
-37.09 33.18
-37.09 -27.55
-185.42 -4.09
63.5 -4.11
-0.05 0.21
-48.6 0.55
8.58 -0.39
14.43 -0.52
19.55 -0.53
-52.64 32.48
-57.6 -26.12
-125.63 -3.45
-8.4 -3.49
-0.07 0.19
-29.07 0.69
0.09 0.54
-0.15 0.56
0.77 0.3
2 186.65
1.97 -172.03
-19.36 -33.78
11.88 -32.4
0 0.78
-5.88 10.34
2.47 -0.27
5.61 -0.58
2.92 -0.6
0.47 31.47
6.36 -24.9
-74.35 -2.73
39.28 -2.78
0.15 0.18
-30.26 0.6
8.3 0.4
13.96 0.53
18.97 0.54
-55.85 25.04
-49.93 -30.71
-125.01 1.89
-7.03 1.92
0.09 0.19
-28.13 0.78
6.33 0.31
12.81 0.44
16.37 0.45
-34 26.71
-42.79 -31.79
-183.47 2.37
61.91 2.38
0.11 0.22
-49.64 0.65
-0.17 5.37
-0.5 3.98
-0.28 5.61
4.66 157.6
4.76 -181.48
-16.84 -50.6
14.46 -48.95
0.06 0.74
-8.53 9.71
2.57 0.27
5.72 0.58
3.08 0.6
9.05 23.85
-4.57 -29.76
-73.22 1.33
41.12 1.36
-0.11 0.18
-27.85 0.69
-0.15 -5.19
-0.48 -3.85
-0.24 -5.45
5.4 172.63
3.38 -146.14
-16.44 42.21
15.05 40.02
-0.05 0.73
-7.8 10.83
3.34 0.23
7.01 0.35
10.43 0.35
-18.05 28.2
-18.18 -32.66
-96.31 2.92
14.67 2.92
0 0.24
-19.98 0.71
5.15 0.15
11.91 0.26
14.32 0.25
-30.57 29.44
-30.56 -33.31
-230.01 3.49
120.42 3.48
-0.03 0.25
-66.59 0.73
5.41 0.08
12.37 0.17
14.91 0.15
-32.95 30.4
-32.25 -33.74
-232.53 4.07
118.22 4.05
0.02 0.26
-67.81 0.75
0.09 -0.38
-0.15 -0.42
0.77 -0.12
2 162.76
1.95 -174.63
-19.37 24.81
11.91 22.92
0 0.77
-5.91 11.32
3.33 0
7 0.09
10.42 0.05
-18.12 31.1
-18.13 -33.91
-95.2 4.7
13.67 4.66
0 0.26
-19.67 0.76
5.19 -0.07
12 0
14.44 -0.04
-30.75 31.58
-31.29 -33.87
-229.96 5.35
119.9 5.3
-0.02 0.26
-66.51 0.74
5.22 -0.15
12.2 -0.08
14.68 -0.14
-31.94 31.79
-31.72 -33.61
-231.75 6.02
119.42 5.97
0.03 0.25
-67.89 0.72
0.1 -1.01
-0.14 -0.87
0.79 -0.9
1.89 164.99
1.89 -171
-19.15 27.39
11.59 27.21
0 0.75
-5.83 10.99
3.35 -0.22
7.02 -0.17
10.44 -0.23
-18.19 31.76
-18.16 -33.11
-96.27 6.75
14.71 6.68
0 0.24
-19.96 0.7
6.61 -0.37
12.78 -0.34
16.28 -0.43
-41.47 31.63
-32.62 -31.69
-187.49 7.73
59.73 7.62
-0.1 0.22
-48.33 0.64
9 2.96
13.6 3.8
18.38 4.72
-48.98 23.24
-44.43 -65.03
-139.18 -2.51
-19.91 -1.11
-0.07 0.15
-29.68 0.7
0.09 -1.92
-0.15 -1.52
0.78 -1.91
1.95 173.68
1.94 -172.98
-19.35 32.45
11.95 33.78
0 0.78
-5.9 10.92
0.37 2.9
0.46 3.57
0.43 4.65
5.72 23.3
15.58 -65.41
-57.9 -0.78
60.32 0.28
0.14 0.16
-31.74 0.87
0.46 3.58
0.43 2.31
1.51 3.86
-1.93 145.27
-2.9 -184.75
-19.84 11.37
12.33 13.36
0.05 0.73
-8.84 10.11
SBC = 95 L (z) = 3.5 a = 1.050 Vc = 4.16
Df = 2 B (x)= 3.5 b = 1.050 Unit wt. of soil = 18 Ve = 20.34
Gross SBC = 131 D = 0.35 a = 9.27 Pedestal height = 1.650 m
196.5 De = 0.15 b = 9.27 Pedestal Size = 0.850 m x 0.850 m
Check for Base soil pressure : Footing 7A Vp = 1.19
FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

7A 1.0 DL+1.0LL+1.0COLL 100 5.01 126.83 2.05 1.86 -11.77 52.62 OK 44.85 OK
1.0(DL+COLL+LL+WL +X) 101 -43.50 -57.77 27.22 12.70 57.64 63.30 OK 4.03 OK
1.0(DL+COLL+LL+WL -X) 102 27.45 -49.02 25.08 9.96 -36.19 55.54 OK 13.22 OK
1.0(DL+COLL+LL+WL +Z) 103 4.12 -52.59 -41.80 -49.75 -11.90 55.57 OK 12.61 OK
1.0(DL+COLL+LL+WL -Z) 104 4.61 -43.73 33.96 58.65 -12.96 55.63 OK 13.99 OK
1.0(DL+COLL+LL+SL +VE) 105 4.98 126.78 2.01 1.70 -11.60 52.55 OK 44.91 OK
1.0(DL+COLL+LL+SL -VE) 106 4.67 124.52 -5.66 -24.30 -10.40 56.29 OK 40.80 OK
DESIGN OF FOOTINGS : 6A
DATA :
Grade of concrete, fck = 25 M Pa
Grade of steel, fy = 415 M Pa
Depth of excavation = 2.000 m
Column Size = X - dir Z - dir
850 mm x 850 mm
Clear cover to any reinforcement = 50 mm
Safe Net Bearing Capacity of soil, σsafe = 95.00 kN / m2
Weight density of soil, γs = 18.00 kN / m3
Depth of foundation, Df = 2.00 m
Safe Gross Bearing Capacity of soil, σgross = 123.80 kN / m2 NORMAL
Safe Gross Bearing Capacity of soil, σgross = 154.75 kN / m2 SEISMIC
Top dimensions of footing : a = 1.050 m b = 1.050 m
Z Mz
X 3.50 1.05 X
1.05 Mx
3.50
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
3.50
CROSS SECTION OF FOOTING
.
LOADS ON FOOTING :
Sl. No. Axial load Z - direction X - direction
Description Fy Fz Mx Fx Mz
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 501 -163 40 18 -68 94
Self weight of footing
= {( 3.5 x 3.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 12.25 + 13.505625^ 0.5 )] } x 25 = 74.32 kN
Weight of soil above footing = ( 3.5 x 3.5 x 2 ) - ( 74.317 / 25 ) x 18 = 387.49 kN
692.71 kN
FORCES AND MOMENTS AT BASE OF FOOTING :
X - direction Z - direction
Sl. No.
Description Axial load Moment Moment

(kN) ( kN m ) ( kN m )
1 L/C 501 529.89 97.88 230.58
CHECK FOR BASE SOIL PRESSURE :
GEOMETRIC PROPERTIES OF FOOTING :
Area of Footing, A = L x B = 3.5 x 3.5 = 12.250 m2
Section modulus about trans. axis, ZLL = (L x B2) / 6 = 3.5 x 3.5^2 / 6 = 7.146 m3
Section modulus about long. axis, ZTT = (B x L2) / 6 = 3.5 x 3.5^2 / 6 = 7.146 m3
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 529.89 / 12.250 ) + ( 97.88 / 7.146 ) - ( 230.58 / 7.146 )

= 43.256 + 13.697 - 32.268 = 24.685 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 529.89 / 12.250 ) + ( 97.88 / 7.146 ) + ( 230.580 / 7.146 )
= 43.256 + 13.697 + 32.268 = 89.221 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 529.89 / 12.250 ) - ( 97.88 / 7.146 ) + ( 230.580 / 7.146 )

= 43.256 - 13.697 + 32.268 = 61.826 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 529.89 / 12.250 ) - ( 97.88 / 7.146 ) - ( 230.580 / 7.146 )
= 43.256 - 13.697 - 32.268 = -2.709 kN / m2
24.685 89.221
24.685 σ1 σ2 89.221
3.50
-2.709 σ4 σ3
3.50 61.826
-2.709 61.826
BASE SOIL PRESSURE DISTRIBUTION DIAGRAM
.
Check for bearing stress in concrete
Actual bearing stress = Pu / bearing area = -0.338 MPa
√ A1
A2
= 4.118 > 2, Hence limited to 2.0
Permissible bearing stress = 0.45 fck = 22.50 MPa OK

BM IN THE X - DIRECTION :
89.221
24.685 60.872
σ1 σ2
CRITICAL SEC. FOR B.M
A A
2.912
CRITICAL SEC. FOR SF
σ4 σ3
3.50
-2.709 33.477 61.826
Critical section for BM is at a distance = 0.425 m from the centre of footing
0.525 1.225
0.425 1.650 1.682
CRITICAL SEC. FOR B.M 1.850
CRITICAL SEC. FOR SHEAR
0.35
0.318 9.27deg
0.150
0.425 1.325
SECTION - AA
47.174 53.465 75.524
Average Soil pressure
distribution
0.294 1.031
.
BM due to soil pressure
= 0.5x1.325x( 47.17+75.52 ) x { 1.325/3 x [(2x 75.52+47.17) / (75.52+47.17)]} = 58.00 kNm/m
BM due to self weight
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
BM due to weight of soil above
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Net B.M., M = 25.03 kNm/m
Total BM, M = 25.03 x 3.5 = 87.62 kNm
Mu = 87.62 kN.m
Equivalent width of trapezoidal section, beq = b + [ ( B - b ) / 8 ] = 1.05 + [ ( 3.5 - 1.05 ) / 8 ] = 1.356 m
For M25 grade concrete & Fe415 grade steel , Mu, lim / bed =
2
3.449
Effective depth required = 136.84 mm
Dia. of main reinforcement = 12 mm
Eff. depth available, d = 350 - 50 - 0.5 x 12 = 294.00 mm > reqd. OK
Ast = [ 0.5fck / fy ] { 1 - √( 1- [4.6 Mu / (fck bed2)] ) } be d
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 87.62 x 1e6 / (25 x 1,356 x 294.00^2 ) ] )}x 1,356 x 294.00
= 856.41 mm2 pt = 0.154 % > 0.12%, OK
Provide 12 mm dia bars at 250 mm c/c As = 1583 mm² OK
CHECK ONEWAY FOR SHEAR :

Critical section for S.F. is at a distance of eff. depth from the face of column.
Shear force due to earth pressure = 0.5 x 1.031 x ( 75.52 + 53.46 ) = 66.49 kN/m
Shear force due to self weight = 0.5 x 1.031 x ( 0.15 + 0.32 ) x 25 = -6.04 kN/m
Shear force due to weight of earth above = 0.5 x 1.031 x ( 1.850 + 1.682 ) x 18 = -32.77 kN/m
27.69 kN/m
Hence, Vu = 27.69 kN/m
2912.00
168.33
94.00
3500
Area resisting shear, Ash = [ 0.5x 168.33x ( 2,912.00 + 3,500 )]+( 94.00 x 3500 ) = 868654.86 mm²
Shear stress, tv = V / Ash = [ 3.5 x 27.69 x 1e03 ] / 868,654.86 = 0.112 MPa
b = 18.865
From IS 456, τc = 0.294 MPa τc greater than τv Hence Safe
.
BM IN THE Z - DIRECTION : B
24.685 σ1 σ2 89.221
14.315 78.850
3.50 B
-2.709 σ4 σ3 61.826
3.50
0.525 1.225
0.425 1.650 1.680
0.350 9.27deg
0.320 m 0.150
0.425 1.325
SECTION - BB
46.582 48.790 56.953
distribution
0.282 1.043

= 0.5x1.325x( 46.58+56.95 ) x { 1.325/3 x [(2x 56.95+46.58) / (56.95+46.58)]} = 46.96 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 13.99 x 3.5 = 48.98 kNm
Mu = 48.98 kN.m
Equivalent width of trapezoidal section, beq = a + [ ( L - a ) / 8 ] = 1.05 + [ ( 3.5 - 1.05 ) / 8 ] = 1.356 m
For M25 grade concrete & Fe415 grade steel , Mu, lim / bed2 = 3.449
.
Eff. depth available, d = 350 - 50 - 12 - 0.5 x 12 = 282.00 mm > reqd. OK
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 48.98 x 1e6 / (25 x 1,356 x 282.00^2 ) ] )}x 1,356 x 282.00
= 491.79 mm2 pt = 0.160 % > 0.12%

15.88 kN/m
2936.00
170.29
94.00
3500
b = 18.095
CHECK FOR PUNCHING SHEAR :

Critical section is at a distance d/2 from the face of the Columns / pedestals.
ao = (a + d) = 1332 mm bo = (b +d) = 283 mm d = 282.00 mm
Vu
τv = = -0.179 MPa
2 ( a o +b o ) d
τc = 0 . 25 √ f ck = 1.250 MPa τc greater than τv Hence Safe
.
SBC = 95 L (z) = 4 a = 1.050 Vc = 5.01
Df = 2 B (x)= 4 b = 1.050 Unit wt. of soil = 18 Ve = 26.99
Check for Base soil pressure : Footing 7A' Vp = 1.19

7A' 1.0 DL+1.0LL+1.0COLL 100 5.03 243.87 18.71 40.02 -11.94 62.76 OK 44.11 OK
1.0(DL+COLL+LL+WL +X) 101 -20.01 -114.34 41.36 -1.95 56.43 48.02 OK 14.06 OK
1.0(DL+COLL+LL+WL -X) 102 12.68 -127.87 40.45 -7.73 -36.28 44.29 OK 16.11 OK
1.0(DL+COLL+LL+SL -VE) 106 4.81 242.44 11.15 13.92 -10.88 58.66 OK 48.03 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.00 1.05 X
1.05 Mx
4.00
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.00
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 500 366 28 60 8 -18
= {( 4 x 4 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 16 + 17.64^ 0.5 )] } x 25 = 95.50 kN
Weight of soil above footing = ( 4 x 4 x 2 ) - ( 95.504 / 25 ) x 18 = 507.24 kN
904.11 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 500 1269.92 116.16 -33.00
Area of Footing, A = L x B = 4 x 4 = 16.000 m2
Section modulus about trans. axis, ZLL = (L x B2) / 6 = 4 x 4^2 / 6 = 10.667 m3
Section modulus about long. axis, ZTT = (B x L2) / 6 = 4 x 4^2 / 6 = 10.667 m3
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) + ( 116.16 / 10.667 ) - ( -33.00 / 10.667 )

= 79.370 + 10.890 - -3.094 = 93.354 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) + ( 116.16 / 10.667 ) + ( -33.000 / 10.667 )
= 79.370 + 10.890 + -3.094 = 87.166 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) - ( 116.16 / 10.667 ) + ( -33.000 / 10.667 )

= 79.370 - 10.890 + -3.094 = 65.386 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) - ( 116.16 / 10.667 ) - ( -33.000 / 10.667 )
= 79.370 - 10.890 - -3.094 = 71.574 kN / m2
93.354 87.166
93.354 σ1 σ2 87.166
4.00
71.574 σ4 σ3
4.00 65.386
71.574 65.386
.
Actual bearing stress = Pu / bearing area = 0.759 MPa
√ A1
A2

87.166
93.354 89.931
σ1 σ2
A A
3.412
σ4 σ3
4.00
71.574 68.151 65.386
0.525 1.475
0.425 1.650 1.676
0.35
0.324 7.72deg
0.150
0.425 1.575
SECTION - AA
79.041 78.525 76.276
distribution
0.294 1.281
.
= 0.5x1.575x( 79.04+76.28 ) x { 1.575/3 x [(2x 76.28+79.04) / (76.28+79.04)]} = 95.75 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 49.18 x 4 = 196.71 kNm
Mu = 196.71 kN.m
Equivalent width of trapezoidal section, beq = b + [ ( B - b ) / 8 ] = 1.05 + [ ( 4 - 1.05 ) / 8 ] = 1.419 m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 196.71 x 1e6 / (25 x 1,419 x 294.00^2 ) ] )}x 1,419 x 294.00
= 2015.81 mm2 pt = 0.192 % > 0.12%, OK

50.91 kN/m
3412.00
173.69
94.00
4000
Shear stress, tv = V / Ash = [ 4 x 50.91 x 1e03 ] / 1,019,713.36 = 0.200 MPa
b = 15.092
.
93.354 σ1 σ2 87.166
84.778 78.590
4.00 B
71.574 σ4 σ3 65.386
4.00
0.525 1.475
0.425 1.650 1.675
0.350 7.72deg
0.325 m 0.150
0.425 1.575
SECTION - BB
81.684 83.219 90.260
distribution
0.282 1.293

= 0.5x1.575x( 81.68+90.26 ) x { 1.575/3 x [(2x 90.26+81.68) / (90.26+81.68)]} = 108.40 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 61.83 x 4 = 247.33 kNm
Mu = 247.33 kN.m
Equivalent width of trapezoidal section, beq = a + [ ( L - a ) / 8 ] = 1.05 + [ ( 4 - 1.05 ) / 8 ] = 1.419 m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 247.33 x 1e6 / (25 x 1,419 x 282.00^2 ) ] )}x 1,419 x 282.00
= 2742.49 mm2 pt = 0.251 % > 0.12%

63.46 kN/m
3436.00
175.32
94.00
4000
b = 11.581

Vu
τv = = 0.402 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 4 a = 1.050 Vc = 4.56
Check for Base soil pressure : Footing 7B Vp = 1.19

7B 1.0 DL+1.0LL+1.0COLL 100 -0.05 197.03 10.53 20.79 0.26 56.88 OK 47.18 OK
1.0(DL+COLL+LL+SL +VE) 105 -0.10 197.03 10.53 20.79 0.48 56.91 OK 47.14 OK
1.0(DL+COLL+LL+SL -VE) 106 -0.07 195.86 4.70 0.86 0.87 53.48 OK 50.89 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.00 1.05 X
1.05 Mx
3.50
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
3.50
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 500 296 16 31 0 0
= {( 3.5 x 4 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 14 + 15.435^ 0.5 )] } x 25 = 84.22 kN
Weight of soil above footing = ( 3.5 x 4 x 2 ) - ( 84.219 / 25 ) x 18 = 443.36 kN
791.37 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 500 1086.92 62.77 0.54
Area of Footing, A = L x B = 3.5 x 4 = 14.000 m2
Section modulus about trans. axis, ZLL = (L x B2) / 6 = 3.5 x 4^2 / 6 = 9.333 m3
Section modulus about long. axis, ZTT = (B x L2) / 6 = 4 x 3.5^2 / 6 = 8.167 m3
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.77 / 9.333 ) - ( 0.54 / 8.167 )

= 77.637 + 6.726 - 0.066 = 84.297 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.77 / 9.333 ) + ( 0.540 / 8.167 )
= 77.637 + 6.725 + 0.066 = 84.428 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.77 / 9.333 ) + ( 0.540 / 8.167 )

= 77.637 - 6.725 + 0.066 = 70.978 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.77 / 9.333 ) - ( 0.540 / 8.167 )
= 77.637 - 6.725 - 0.066 = 70.845 kN / m2
84.297 84.428
84.297 σ1 σ2 84.428
4.00
70.845 σ4 σ3
3.50 70.978
70.845 70.978
.
√ A1
A2

84.428
84.297 84.371
σ1 σ2
A A
3.292
σ4 σ3
3.50
70.845 70.920 70.978
0.525 1.225
0.425 1.650 1.682
0.35
0.318 9.27deg
0.150
0.425 1.325
SECTION - AA
77.645 77.658 77.703
distribution
0.294 1.031
.
= 0.5x1.325x( 77.65+77.70 ) x { 1.325/3 x [(2x 77.70+77.65) / (77.70+77.65)]} = 68.19 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 35.23 x 4 = 140.90 kNm
Mu = 140.90 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 140.90 x 1e6 / (25 x 1,419 x 294.00^2 ) ] )}x 1,419 x 294.00
= 1406.85 mm2 pt = 0.154 % > 0.12%, OK

41.28 kN/m
3292.00
168.33
94.00
4000
Shear stress, tv = V / Ash = [ 4 x 41.28 x 1e03 ] / 989,718.53 = 0.167 MPa
b = 18.865
.
84.297 σ1 σ2 84.428
79.000 79.132
4.00 B
70.845 σ4 σ3 70.978
3.50
0.525 1.475
0.425 1.650 1.639
0.350 7.72deg
0.361 m 0.150
0.425 1.575
SECTION - BB
79.066 80.015 84.363
distribution
0.282 1.293

= 0.5x1.575x( 79.07+84.36 ) x { 1.575/3 x [(2x 84.36+79.07) / (84.36+79.07)]} = 102.45 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 55.87 x 3.5 = 195.56 kNm
Mu = 195.56 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 195.56 x 1e6 / (25 x 1,356 x 282.00^2 ) ] )}x 1,356 x 282.00
= 2116.04 mm2 pt = 0.229 % > 0.12%

57.41 kN/m
3031.59
211.10
94.00
3500
Shear stress, tv = V / Ash = [ 3.5 x 57.41 x 1e03 ] / 1,018,416.33 = 0.197 MPa
b = 12.666

Vu
τv = = 0.324 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 4 a = 1.050 Vc = 4.56
Check for Base soil pressure : Footing 7C Vp = 1.19

7C 1.0 DL+1.0LL+1.0COLL 100 0.13 197.03 10.52 20.75 -0.74 56.94 OK 47.11 OK
1.0(DL+COLL+LL+SL -VE) 106 0.11 195.86 4.70 0.87 -0.14 53.41 OK 50.97 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.00 1.05 X
1.05 Mx
3.50
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
3.50
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 500 296 16 31 0 -1
= {( 3.5 x 4 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 14 + 15.435^ 0.5 )] } x 25 = 84.22 kN
Weight of soil above footing = ( 3.5 x 4 x 2 ) - ( 84.219 / 25 ) x 18 = 443.36 kN
791.37 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 500 1086.92 62.69 -1.50
Area of Footing, A = L x B = 3.5 x 4 = 14.000 m2
Section modulus about trans. axis, ZLL = (L x B2) / 6 = 3.5 x 4^2 / 6 = 9.333 m3
Section modulus about long. axis, ZTT = (B x L2) / 6 = 4 x 3.5^2 / 6 = 8.167 m3
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.69 / 9.333 ) - ( -1.50 / 8.167 )

= 77.637 + 6.716 - -0.184 = 84.537 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.69 / 9.333 ) + ( -1.500 / 8.167 )
= 77.637 + 6.717 + -0.184 = 84.170 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.69 / 9.333 ) + ( -1.500 / 8.167 )

= 77.637 - 6.717 + -0.184 = 70.736 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.69 / 9.333 ) - ( -1.500 / 8.167 )
= 77.637 - 6.717 - -0.184 = 71.104 kN / m2
84.537 84.170
84.537 σ1 σ2 84.170
4.00
71.104 σ4 σ3
3.50 70.736
71.104 70.736
.
√ A1
A2

84.170
84.537 84.331
σ1 σ2
A A
3.292
σ4 σ3
3.50
71.104 70.898 70.736
0.525 1.225
0.425 1.650 1.682
0.35
0.318 9.27deg
0.150
0.425 1.325
SECTION - AA
77.614 77.579 77.453
distribution
0.294 1.031
.
= 0.5x1.325x( 77.61+77.45 ) x { 1.325/3 x [(2x 77.45+77.61) / (77.45+77.61)]} = 68.04 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 35.07 x 4 = 140.28 kNm
Mu = 140.28 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 140.28 x 1e6 / (25 x 1,419 x 294.00^2 ) ] )}x 1,419 x 294.00
= 1400.26 mm2 pt = 0.154 % > 0.12%, OK

41.11 kN/m
3292.00
168.33
94.00
4000
b = 18.865
.
84.537 σ1 σ2 84.170
79.248 78.881
4.00 B
71.104 σ4 σ3 70.736
3.50
0.525 1.475
0.425 1.650 1.639
0.350 7.72deg
0.361 m 0.150
0.425 1.575
SECTION - BB
79.064 80.011 84.353
distribution
0.282 1.293

= 0.5x1.575x( 79.06+84.35 ) x { 1.575/3 x [(2x 84.35+79.06) / (84.35+79.06)]} = 102.44 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 55.87 x 3.5 = 195.53 kNm
Mu = 195.53 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 195.53 x 1e6 / (25 x 1,356 x 282.00^2 ) ] )}x 1,356 x 282.00
= 2115.68 mm2 pt = 0.229 % > 0.12%

57.40 kN/m
3031.59
211.10
94.00
3500
b = 12.666

Vu
τv = = 0.324 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 3.5 a = 1.050 Vc = 4.56
Check for Base soil pressure : Footing 7'A Vp = 1.19

7'A 1.0 DL+1.0LL+1.0COLL 100 5.33 89.24 1.41 2.57 -9.94 47.84 OK 41.87 OK
1.0(DL+COLL+LL+WL +X) 101 -62.77 -54.43 -0.86 -1.44 185.11 72.82 OK 0.77 OK
1.0(DL+COLL+LL+WL -X) 102 53.36 -14.52 -0.22 1.11 -161.07 70.22 OK 8.38 OK
1.0(DL+COLL+LL+SL -VE) 106 1.93 86.67 -0.69 -4.64 0.21 45.71 OK 43.39 OK
DATA :
850 mm x 850 mm
Z Mz
X 3.50 1.05 X
1.05 Mx
4.00
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.00
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 501 -134 -2 -5 -97 284
= {( 4 x 3.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 14 + 15.435^ 0.5 )] } x 25 = 84.22 kN
Weight of soil above footing = ( 4 x 3.5 x 2 ) - ( 84.219 / 25 ) x 18 = 443.36 kN
791.37 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 501 657.45 -9.42 478.28
Area of Footing, A = L x B = 4 x 3.5 = 14.000 m2
Section modulus about trans. axis, ZLL = (L x B2) / 6 = 4 x 3.5^2 / 6 = 8.167 m3
Section modulus about long. axis, ZTT = (B x L2) / 6 = 3.5 x 4^2 / 6 = 9.333 m3
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 657.45 / 14.000 ) + ( -9.42 / 8.167 ) - ( 478.28 / 9.333 )

= 46.961 + -1.153 - 51.244 = -5.436 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 657.45 / 14.000 ) + ( -9.42 / 8.167 ) + ( 478.275 / 9.333 )
= 46.961 + -1.153 + 51.244 = 97.051 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 657.45 / 14.000 ) - ( -9.42 / 8.167 ) + ( 478.275 / 9.333 )

= 46.961 - -1.153 + 51.244 = 99.358 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 657.45 / 14.000 ) - ( -9.42 / 8.167 ) - ( 478.275 / 9.333 )
= 46.961 - -1.153 - 51.244 = -3.129 kN / m2
-5.436 97.051
-5.436 σ1 σ2 97.051
3.50
-3.129 σ4 σ3
4.00 99.358
-3.129 99.358
.
√ A1
A2

97.051
-5.436 51.252
σ1 σ2
A A
3.012
σ4 σ3
4.00
-3.129 53.559 99.358
0.525 1.475
0.425 1.650 1.676
0.35
0.324 7.72deg
0.150
0.425 1.575
SECTION - AA
52.405 60.955 98.205
distribution
0.294 1.281
.
= 0.5x1.575x( 52.41+98.20 ) x { 1.575/3 x [(2x 98.20+52.41) / (98.20+52.41)]} = 102.87 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 56.3 x 3.5 = 197.04 kNm
Mu = 197.04 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 197.04 x 1e6 / (25 x 1,356 x 294.00^2 ) ] )}x 1,356 x 294.00
= 2028.52 mm2 pt = 0.220 % > 0.12%, OK

53.70 kN/m
3011.66
173.69
94.00
3500
b = 13.205
.
-5.436 σ1 σ2 97.051
-4.563 97.924
3.50 B
-3.129 σ4 σ3 99.358
4.00
0.525 1.225
0.425 1.650 1.709
0.350 9.27deg
0.291 m 0.150
0.425 1.325
SECTION - BB
46.681 46.495 45.807
distribution
0.282 1.043

= 0.5x1.325x( 46.68+45.81 ) x { 1.325/3 x [(2x 45.81+46.68) / (45.81+46.68)]} = 40.47 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 7.5 x 4 = 30.00 kNm
Mu = 30.00 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 30.00 x 1e6 / (25 x 1,419 x 282.00^2 ) ] )}x 1,419 x 282.00
= 298.49 mm2 pt = 0.201 % > 0.12%

8.98 kN/m
3320.90
141.42
94.00
4000
b = 14.476

Vu
τv = = -0.147 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 3.5 a = 1.050 Vc = 4.56
Check for Base soil pressure : Footing 7'B Vp = 1.19

7'B 1.0 DL+1.0LL+1.0COLL 100 -2.18 147.51 0.69 0.72 5.51 50.28 OK 47.53 OK
1.0(DL+COLL+LL+SL -VE) 106 -5.83 145.56 -1.09 -5.18 16.14 52.98 OK 44.91 OK
DATA :
850 mm x 850 mm
Z Mz
X 3.50 1.05 X
1.05 Mx
4.00
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.00
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 501 -151 0 3 -97 281
= {( 4 x 3.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 14 + 15.435^ 0.5 )] } x 25 = 84.22 kN
791.37 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 501 640.49 2.39 474.43
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 640.49 / 14.000 ) + ( 2.38 / 8.167 ) - ( 474.43 / 9.333 )

= 45.749 + 0.292 - 50.832 = -4.791 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 640.49 / 14.000 ) + ( 2.38 / 8.167 ) + ( 474.435 / 9.333 )
= 45.749 + 0.291 + 50.832 = 96.873 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 640.49 / 14.000 ) - ( 2.38 / 8.167 ) + ( 474.435 / 9.333 )

= 45.749 - 0.291 + 50.832 = 96.290 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 640.49 / 14.000 ) - ( 2.38 / 8.167 ) - ( 474.435 / 9.333 )
= 45.749 - 0.291 - 50.832 = -5.375 kN / m2
-4.791 96.873
-4.791 σ1 σ2 96.873
3.50
-5.375 σ4 σ3
4.00 96.290
-5.375 96.290
.
√ A1
A2

96.873
-4.791 51.442
σ1 σ2
A A
3.012
σ4 σ3
4.00
-5.375 50.859 96.290
0.525 1.475
0.425 1.650 1.676
0.35
0.324 7.72deg
0.150
0.425 1.575
SECTION - AA
51.150 59.631 96.581
distribution
0.294 1.281
.
= 0.5x1.575x( 51.15+96.58 ) x { 1.575/3 x [(2x 96.58+51.15) / (96.58+51.15)]} = 101.01 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 54.44 x 3.5 = 190.53 kNm
Mu = 190.53 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 190.53 x 1e6 / (25 x 1,356 x 294.00^2 ) ] )}x 1,356 x 294.00
= 1954.92 mm2 pt = 0.192 % > 0.12%, OK

51.81 kN/m
3011.66
173.69
94.00
3500
b = 15.092
.
-4.791 σ1 σ2 96.873
-5.012 96.652
3.50 B
-5.375 σ4 σ3 96.290
4.00
0.525 1.225
0.425 1.650 1.709
0.350 9.27deg
0.291 m 0.150
0.425 1.325
SECTION - BB
45.820 45.867 46.041
distribution
0.282 1.043

= 0.5x1.325x( 45.82+46.04 ) x { 1.325/3 x [(2x 46.04+45.82) / (46.04+45.82)]} = 40.35 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 7.38 x 4 = 29.54 kNm
Mu = 29.54 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 29.54 x 1e6 / (25 x 1,419 x 282.00^2 ) ] )}x 1,419 x 282.00
= 293.85 mm2 pt = 0.201 % > 0.12%

8.77 kN/m
3320.90
141.42
94.00
4000
b = 14.476

Vu
τv = = -0.166 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 3.5 a = 1.050 Vc = 4.56
Check for Base soil pressure : Footing 7'C Vp = 1.19

7'C 1.0 DL+1.0LL+1.0COLL 100 -0.28 144.44 0.69 0.71 1.40 49.09 OK 48.16 OK
1.0(DL+COLL+LL+WL +X) 101 -65.13 -63.67 0.39 2.71 188.05 73.14 OK -0.75 Not OK
DATA :
850 mm x 850 mm
Z Mz
X 3.50 1.05 X
1.05 Mx
4.00
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.00
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 501 -180 0 3 -98 282
= {( 4 x 3.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 14 + 15.435^ 0.5 )] } x 25 = 84.22 kN
791.37 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 501 611.36 2.64 476.92
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 611.36 / 14.000 ) + ( 2.64 / 8.167 ) - ( 476.92 / 9.333 )

= 43.668 + 0.323 - 51.099 = -7.107 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 611.36 / 14.000 ) + ( 2.64 / 8.167 ) + ( 476.925 / 9.333 )
= 43.668 + 0.323 + 51.099 = 95.091 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 611.36 / 14.000 ) - ( 2.64 / 8.167 ) + ( 476.925 / 9.333 )

= 43.668 - 0.323 + 51.099 = 94.444 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 611.36 / 14.000 ) - ( 2.64 / 8.167 ) - ( 476.925 / 9.333 )
= 43.668 - 0.323 - 51.099 = -7.754 kN / m2
-7.107 95.091
-7.107 σ1 σ2 95.091
3.50
-7.754 σ4 σ3
4.00 94.444
-7.754 94.444
.
√ A1
A2

95.091
-7.107 49.421
σ1 σ2
A A
3.012
σ4 σ3
4.00
-7.754 48.774 94.444
0.525 1.475
0.425 1.650 1.676
0.35
0.324 7.72deg
0.150
0.425 1.575
SECTION - AA
49.098 57.623 94.767
distribution
0.294 1.281
.
= 0.5x1.575x( 49.10+94.77 ) x { 1.575/3 x [(2x 94.77+49.10) / (94.77+49.10)]} = 98.66 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 52.09 x 3.5 = 182.31 kNm
Mu = 182.31 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 182.31 x 1e6 / (25 x 1,356 x 294.00^2 ) ] )}x 1,356 x 294.00
= 1862.80 mm2 pt = 0.192 % > 0.12%, OK

49.37 kN/m
3011.66
173.69
94.00
3500
b = 15.092
.
-7.107 σ1 σ2 95.091
-7.352 94.846
3.50 B
-7.754 σ4 σ3 94.444
4.00
0.525 1.225
0.425 1.650 1.709
0.350 9.27deg
0.291 m 0.150
0.425 1.325
SECTION - BB
43.747 43.799 43.992
distribution
0.282 1.043

= 0.5x1.325x( 43.75+43.99 ) x { 1.325/3 x [(2x 43.99+43.75) / (43.99+43.75)]} = 38.54 kNm/m
= 0.5x1.225x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.225/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -4.83 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.225x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.225/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -27.94 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 5.58 x 4 = 22.32 kNm
Mu = 22.32 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 22.32 x 1e6 / (25 x 1,419 x 282.00^2 ) ] )}x 1,419 x 282.00
= 221.32 mm2 pt = 0.201 % > 0.12%

6.62 kN/m
3320.90
141.42
94.00
4000
b = 14.476

Vu
τv = = -0.198 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 4.5 a = 1.050 Vc = 5.96
Check for Base soil pressure : Footing 7B'' Vp = 1.19

7B'' 1.0 DL+1.0LL+1.0COLL 100 0.07 211.48 15.02 31.31 -0.39 52.58 OK 44.43 OK
1.0(DL+COLL+LL+SL -VE) 106 0.05 208.54 -4.68 -36.61 0.21 51.41 OK 45.31 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.50 1.05 X
1.05 Mx
4.50
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.50
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 503 -337 -182 -321 1 -9
= {( 4.5 x 4.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 20.25 + 22.325625^ 0.5 )] } x 25 = 119.40 kN
1143.65 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 503 807.05 -685.20 -11.75
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 807.05 / 20.250 ) + ( -685.20 / 15.188 ) - ( -11.75 / 15.188 )

= 39.854 + -45.116 - -0.773 = -4.488 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 807.05 / 20.250 ) + ( -685.20 / 15.188 ) + ( -11.745 / 15.188 )
= 39.854 + -45.116 + -0.773 = -6.035 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 807.05 / 20.250 ) - ( -685.20 / 15.188 ) + ( -11.745 / 15.188 )

= 39.854 - -45.116 + -0.773 = 84.197 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 807.05 / 20.250 ) - ( -685.20 / 15.188 ) - ( -11.745 / 15.188 )
= 39.854 - -45.116 - -0.773 = 85.744 kN / m2
-4.488 -6.035
-4.488 σ1 σ2 -6.035
4.50
85.744 σ4 σ3
4.50 84.197
85.744 84.197
.
√ A1
A2

-6.035
-4.488 -5.335
σ1 σ2
A A
3.912
σ4 σ3
4.50
85.744 84.897 84.197
0.525 1.725
0.425 1.650 1.672
0.35
0.328 6.61deg
0.150
0.425 1.825
SECTION - AA
39.781 39.668 39.081
distribution
0.294 1.531
.
= 0.5x1.825x( 39.78+39.08 ) x { 1.825/3 x [(2x 39.08+39.78) / (39.08+39.78)]} = 65.47 kNm/m
= 0.5x1.725x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.725/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -9.14 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.725x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.725/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -53.19 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 2.95 x 4.5 = 13.27 kNm
Mu = 13.27 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 13.27 x 1e6 / (25 x 1,481 x 294.00^2 ) ] )}x 1,481 x 294.00
= 125.67 mm2 pt = 0.192 % > 0.12%, OK

2.61 kN/m
3912.00
177.51
94.00
4500
b = 15.092
.
-4.488 σ1 σ2 -6.035
32.106 30.559
4.50 B
85.744 σ4 σ3 84.197
4.50
0.525 1.725
0.425 1.650 1.671
0.350 6.61deg
0.329 m 0.150
0.425 1.825
SECTION - BB
31.332 25.678 -5.262
distribution
0.282 1.543

= 0.5x1.825x( 31.33+-5.26 ) x { 1.825/3 x [(2x -5.26+31.33) / (-5.26+31.33)]} = 11.55 kNm/m
= 0.5x1.725x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.725/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -9.14 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.725x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.725/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -53.19 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Net B.M., M = -50.97 kNm/m
Total BM, M = 50.97 x 4.5 = 229.37 kNm
Mu = 229.37 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 229.37 x 1e6 / (25 x 1,481 x 282.00^2 ) ] )}x 1,481 x 282.00
= 2502.85 mm2 pt = 0.201 % > 0.12%

Shear force due to earth pressure = 0.5 x 1.543 x ( -5.26 + 25.68 ) = 15.75 kN/m
-42.38 kN/m
Hence, Vu = -42.38 kN/m
3936.00
178.90
94.00
4500
Shear stress, tv = V / Ash = [ 4.5 x -42.38 x 1e03 ] / 1,177,594.09 = -0.162 MPa
b = 14.476

Vu
τv = = -0.370 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 4.5 a = 1.050 Vc = 5.46
Check for Base soil pressure : Footing 7A'' Vp = 1.19

7A'' 1.0 DL+1.0LL+1.0COLL 100 -0.20 218.53 17.36 36.52 0.85 55.63 OK 44.22 OK
1.0(DL+COLL+LL+WL -X) 102 10.37 -127.88 41.34 -2.28 -30.59 41.11 OK 19.66 OK
1.0(DL+COLL+LL+SL -VE) 106 -0.21 216.40 2.97 -13.00 1.41 51.68 OK 48.41 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.50 1.05 X
1.05 Mx
4.00
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.00
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 500 328 26 55 0 1
= {( 4 x 4.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 18 + 19.845^ 0.5 )] } x 25 = 106.76 kN
1016.84 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 500 1344.64 106.86 1.88
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,344.64 / 18.000 ) + ( 106.86 / 13.500 ) - ( 1.88 / 12.000 )

= 74.702 + 7.916 - 0.156 = 82.461 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 1,344.64 / 18.000 ) + ( 106.86 / 13.500 ) + ( 1.875 / 12.000 )
= 74.702 + 7.916 + 0.156 = 82.774 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,344.64 / 18.000 ) - ( 106.86 / 13.500 ) + ( 1.875 / 12.000 )

= 74.702 - 7.916 + 0.156 = 66.943 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 1,344.64 / 18.000 ) - ( 106.86 / 13.500 ) - ( 1.875 / 12.000 )
= 74.702 - 7.916 - 0.156 = 66.630 kN / m2
82.461 82.774
82.461 σ1 σ2 82.774
4.50
66.630 σ4 σ3
4.00 66.943
66.630 66.943
.
√ A1
A2

82.774
82.461 82.634
σ1 σ2
A A
3.812
σ4 σ3
4.00
66.630 66.803 66.943
0.525 1.475
0.425 1.650 1.676
0.35
0.324 7.72deg
0.150
0.425 1.575
SECTION - AA
74.719 74.745 74.858
distribution
0.294 1.281
.
= 0.5x1.575x( 74.72+74.86 ) x { 1.575/3 x [(2x 74.86+74.72) / (74.86+74.72)]} = 92.79 kNm/m
= 0.5x1.475x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.475/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -6.81 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.475x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.475/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -39.57 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 46.22 x 4.5 = 207.98 kNm
Mu = 207.98 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 207.98 x 1e6 / (25 x 1,481 x 294.00^2 ) ] )}x 1,481 x 294.00
= 2133.90 mm2 pt = 0.240 % > 0.12%, OK

47.58 kN/m
3812.34
173.69
94.00
4500
b = 12.073
.
82.461 σ1 σ2 82.774
76.041 76.353
4.50 B
66.630 σ4 σ3 66.943
4.00
0.525 1.725
0.425 1.650 1.641
0.350 6.61deg
0.359 m 0.150
0.425 1.825
SECTION - BB
76.197 77.189 82.618
distribution
0.282 1.543

= 0.5x1.825x( 76.20+82.62 ) x { 1.825/3 x [(2x 82.62+76.20) / (82.62+76.20)]} = 134.02 kNm/m
= 0.5x1.725x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.725/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -9.14 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.725x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.725/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -53.19 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 71.5 x 4 = 285.99 kNm
Mu = 285.99 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 285.99 x 1e6 / (25 x 1,419 x 282.00^2 ) ] )}x 1,419 x 282.00
= 3248.03 mm2 pt = 0.309 % > 0.12%

64.99 kN/m
3517.74
209.22
94.00
4000
b = 9.409

Vu
τv = = 0.360 MPa
2 ( a o +b o ) d
.
SBC = 95 L (z) = 4.5 a = 1.050 Vc = 5.96
Check for Base soil pressure : Footing 7E'' Vp = 1.19

7E'' 1.0 DL+1.0LL+1.0COLL 100 -0.07 212.81 15.60 32.69 0.40 52.81 OK 44.33 OK
1.0(DL+COLL+LL+WL +Z) 103 -0.76 -130.62 -114.92 -199.84 4.47 60.30 OK 2.92 OK
1.0(DL+COLL+LL+WL -Z) 104 -0.75 -118.97 74.57 150.91 4.45 52.33 OK 12.04 OK
DATA :
850 mm x 850 mm
Z Mz
X 4.50 1.05 X
1.05 Mx
4.50
PLAN OF FOOTING
G.L.
1.65
0.20 2.00
0.15
4.50
.
LOADS ON FOOTING :
(kN) ( kN ) ( kN m ) ( kN ) ( kN m )
1 L/C 503 -339 -183 -322 -1 6
= {( 4.5 x 4.5 x 0.15 ) + [( 0.2 / 3 ) x ( 1.1025 + 20.25 + 22.325625^ 0.5 )] } x 25 = 119.40 kN
1143.65 kN
Sl. No.

(kN) ( kN m ) ( kN m )
1 L/C 503 804.60 -688.04 8.67
σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 804.60 / 20.250 ) + ( -688.04 / 15.188 ) - ( 8.67 / 15.188 )

= 39.733 + -45.303 - 0.571 = -6.140 kN / m2
σ2 = ( P / A ) + [ MX / Z X ] + [ MZ / Z Z ] = ( 804.60 / 20.250 ) + ( -688.04 / 15.188 ) + ( 8.670 / 15.188 )
= 39.733 + -45.303 + 0.571 = -4.999 kN / m2
σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 804.60 / 20.250 ) - ( -688.04 / 15.188 ) + ( 8.670 / 15.188 )

= 39.733 - -45.303 + 0.571 = 85.607 kN / m2
σ4 = ( P / A ) - [ MX / Z X ] - [ MZ / Z Z ] = ( 804.60 / 20.250 ) - ( -688.04 / 15.188 ) - ( 8.670 / 15.188 )
= 39.733 - -45.303 - 0.571 = 84.466 kN / m2
-6.140 -4.999
-6.140 σ1 σ2 -4.999
4.50
84.466 σ4 σ3
4.50 85.607
84.466 85.607
.
√ A1
A2

-4.999
-6.140 -5.515
σ1 σ2
A A
3.912
σ4 σ3
4.50
84.466 85.090 85.607
0.525 1.725
0.425 1.650 1.672
0.35
0.328 6.61deg
0.150
0.425 1.825
SECTION - AA
39.787 39.871 40.304
distribution
0.294 1.531
.
= 0.5x1.825x( 39.79+40.30 ) x { 1.825/3 x [(2x 40.30+39.79) / (40.30+39.79)]} = 66.83 kNm/m
= 0.5x1.725x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.725/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -9.14 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.725x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.725/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -53.19 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Total BM, M = 4.31 x 4.5 = 19.40 kNm
Mu = 19.40 kN.m
2
3.449
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 19.40 x 1e6 / (25 x 1,481 x 294.00^2 ) ] )}x 1,481 x 294.00
= 184.12 mm2 pt = 0.192 % > 0.12%, OK

3.70 kN/m
3912.00
177.51
94.00
4500
b = 15.092
.
-6.140 σ1 σ2 -4.999
30.606 31.747
4.50 B
84.466 σ4 σ3 85.607
4.50
0.525 1.725
0.425 1.650 1.671
0.350 6.61deg
0.329 m 0.150
0.425 1.825
SECTION - BB
31.176 25.498 -5.569
distribution
0.282 1.543

= 0.5x1.825x( 31.18+-5.57 ) x { 1.825/3 x [(2x -5.57+31.18) / (-5.57+31.18)]} = 11.12 kNm/m
= 0.5x1.725x( 0.15+0.35 ) x 25 x { 0.100 + [ 1.725/3 x (2x 0.15+0.35) / (0.15+0.35)]} = -9.14 kNm/m
= ( 0.35 x ( 0.525 - 0.425 ) x 25 x 0.5 x ( 0.525 - 0.425 ) = -0.04 kNm/m
= 0.5x1.725x( 1.85+1.65 ) x 18 x { 0.100 + [ 1.725/3 x (2x 1.85+1.65) / (1.85+1.65)]} = -53.19 kNm/m
= ( 1.65 x ( 0.525 - 0.425 ) x 18 x 0.5 x ( 0.525 - 0.425 ) = -0.15 kNm/m
Net B.M., M = -51.40 kNm/m
Total BM, M = 51.4 x 4.5 = 231.30 kNm
Mu = 231.30 kN.m
.
= [ 0.5 x 25 / 415 ] x {1 - sqrt(1-[4.6 x 231.30 x 1e6 / (25 x 1,481 x 282.00^2 ) ] )}x 1,481 x 282.00
= 2526.50 mm2 pt = 0.201 % > 0.12%

Shear force due to earth pressure = 0.5 x 1.543 x ( -5.57 + 25.50 ) = 15.38 kN/m
-42.76 kN/m
Hence, Vu = -42.76 kN/m
3936.00
178.90
94.00
4500
Shear stress, tv = V / Ash = [ 4.5 x -42.76 x 1e03 ] / 1,177,594.09 = -0.163 MPa
b = 14.476

Vu
τv = = -0.372 MPa
2 ( a o +b o ) d

Isolated Footing

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Along Footing Size

FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

Description Axial load Moment Moment

σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 529.89 / 12.250 ) + ( 97.88 / 7.146 ) - ( 230.58 / 7.146 )

σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 529.89 / 12.250 ) - ( 97.88 / 7.146 ) + ( 230.580 / 7.146 )

BASE SOIL PRESSURE DISTRIBUTION DIAGRAM

Permissible bearing stress = 0.45 fck = 22.50 MPa OK

-2.709 33.477 61.826

Critical section for BM is at a distance = 0.425 m from the centre of footing

CHECK ONEWAY FOR SHEAR :

Critical section for BM is at a distance = 0.425 m from the centre of footing

BM due to soil pressure

CHECK ONEWAY FOR SHEAR :

CHECK FOR PUNCHING SHEAR :

τc = 0 . 25 √ f ck = 1.250 MPa τc greater than τv Hence Safe

FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

Description Axial load Moment Moment

σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) + ( 116.16 / 10.667 ) - ( -33.00 / 10.667 )

σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,269.92 / 16.000 ) - ( 116.16 / 10.667 ) + ( -33.000 / 10.667 )

BASE SOIL PRESSURE DISTRIBUTION DIAGRAM

Permissible bearing stress = 0.45 fck = 22.50 MPa OK

71.574 68.151 65.386

Critical section for BM is at a distance = 0.425 m from the centre of footing

CHECK ONEWAY FOR SHEAR :

Critical section for BM is at a distance = 0.425 m from the centre of footing

BM due to soil pressure

CHECK ONEWAY FOR SHEAR :

CHECK FOR PUNCHING SHEAR :

τc = 0 . 25 √ f ck = 1.250 MPa τc greater than τv Hence Safe

FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

Description Axial load Moment Moment

σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.77 / 9.333 ) - ( 0.54 / 8.167 )

σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.77 / 9.333 ) + ( 0.540 / 8.167 )

BASE SOIL PRESSURE DISTRIBUTION DIAGRAM

Permissible bearing stress = 0.45 fck = 22.50 MPa OK

70.845 70.920 70.978

Critical section for BM is at a distance = 0.425 m from the centre of footing

CHECK ONEWAY FOR SHEAR :

Critical section for BM is at a distance = 0.425 m from the centre of footing

BM due to soil pressure

CHECK ONEWAY FOR SHEAR :

CHECK FOR PUNCHING SHEAR :

τc = 0 . 25 √ f ck = 1.250 MPa τc greater than τv Hence Safe

FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

Description Axial load Moment Moment

σ1 = ( P / A ) + [ MX / Z X ] - [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) + ( 62.69 / 9.333 ) - ( -1.50 / 8.167 )

σ3 = ( P / A ) - [ MX / Z X ] + [ MZ / Z Z ] = ( 1,086.92 / 14.000 ) - ( 62.69 / 9.333 ) + ( -1.500 / 8.167 )

BASE SOIL PRESSURE DISTRIBUTION DIAGRAM

Permissible bearing stress = 0.45 fck = 22.50 MPa OK

71.104 70.898 70.736

Critical section for BM is at a distance = 0.425 m from the centre of footing

CHECK ONEWAY FOR SHEAR :

Critical section for BM is at a distance = 0.425 m from the centre of footing

BM due to soil pressure

CHECK ONEWAY FOR SHEAR :

CHECK FOR PUNCHING SHEAR :

τc = 0 . 25 √ f ck = 1.250 MPa τc greater than τv Hence Safe

FOOTING L/C FX kN FY kN FZ kN MX kNm MZ kNm Max pr. Min pr.

Description Axial load Moment Moment