Footing Design
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PAD/PILE FOOTING RESULTS B1 -------------------------------------------------------------------------------- Columns: 1C1, 1C2, 1C3, 1C4, 1C5, 1C6, 1C7, 1C8, 1C38, 1C41 bx = 225.0 mm by = 225.0 mm Effects: Column = 1C3 - Critical Combination = 1 (G+Q *F) N = -382.802 kN Mx = 0.00 kN.m My = 0.00 kN.m Footing Dimensions: Lx = 1800.0 mm Ly = 1800.0 mm h = 350.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 139.083 kN/m2 S-min = 139.083 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 700.0 mm2/m X Dir: Footing Design: M = 43.13 kN.m/m K/K' = 0.23 < 1.0 As = 700.0 mm2/m Y12-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.45 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.47 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 443.589 kN V-eff = 443.589 kN v = 2.07 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 327.997 kN V-eff = 327.997 kN v = 0.37 N/mm2 < vc = 0.47 N/mm2 Y Dir: Footing Design: M = 43.13 kN.m/m K/K' = 0.26 < 1.0 As = 700.0 mm2/m Y12-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.47 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.33 N/mm2 < vc = 0.50 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 443.589 kN V-eff = 443.589 kN v = 2.07 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 327.997 kN V-eff = 327.997 kN v = 0.37 N/mm2 < vc = 0.50 N/mm2 B2 -------------------------------------------------------------------------------- Columns: 1C52, 1C9, 1C18, 1C53 bx = 1625.0 mm by = 2255.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -860.259 kN Mx = 149.32 kN.m My = 172.22 kN.m Footing Dimensions: Lx = 2925.0 mm Ly = 4100.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.172 kN/m2 S-min = 44.061 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 600.0 mm2/m X Dir: Footing Design: M = 28.18 kN.m/m K/K' = 0.29 < 1.0 As = 600.0 mm2/m Y12-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.50 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.36 N/mm2 < vc = 0.55 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 754.665 kN V-eff = 873.167 kN v = 0.61 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 531.619 kN V-eff = 611.325 kN v = 0.33 N/mm2 < vc = 0.55 N/mm2 Y Dir: Footing Design: M = 57.03 kN.m/m K/K' = 0.50 < 1.0 As = 920.5 mm2/m Y16-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.66 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) Project: NEW - NEW PAD/PILE FOOTING RESULTS Welly76**********************7 (11111111) Orion Building Design System 15.1 (01.2009) / Page: FTG-1 Project: NEW
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Reinforced concrete footing design report.
Transcript of Footing Design
PAD/PILE FOOTING RESULTS
B1 -------------------------------------------------------------------------------- Columns: 1C1, 1C2, 1C3, 1C4, 1C5, 1C6, 1C7, 1C8, 1C38, 1C41 bx = 225.0 mm by = 225.0 mm Effects: Column = 1C3 - Critical Combination = 1 (G+Q *F) N = -382.802 kN Mx = 0.00 kN.m My = 0.00 kN.m Footing Dimensions: Lx = 1800.0 mm Ly = 1800.0 mm h = 350.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 139.083 kN/m2 S-min = 139.083 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 700.0 mm2/m X Dir: Footing Design: M = 43.13 kN.m/m K/K' = 0.23 < 1.0 As = 700.0 mm2/m Y12-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.45 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.47 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 443.589 kN V-eff = 443.589 kN v = 2.07 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 327.997 kN V-eff = 327.997 kN v = 0.37 N/mm2 < vc = 0.47 N/mm2 Y Dir: Footing Design: M = 43.13 kN.m/m K/K' = 0.26 < 1.0 As = 700.0 mm2/m Y12-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.47 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.33 N/mm2 < vc = 0.50 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 443.589 kN V-eff = 443.589 kN v = 2.07 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 327.997 kN V-eff = 327.997 kN v = 0.37 N/mm2 < vc = 0.50 N/mm2
B2 -------------------------------------------------------------------------------- Columns: 1C52, 1C9, 1C18, 1C53 bx = 1625.0 mm by = 2255.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -860.259 kN Mx = 149.32 kN.m My = 172.22 kN.m Footing Dimensions: Lx = 2925.0 mm Ly = 4100.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.172 kN/m2 S-min = 44.061 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 600.0 mm2/m X Dir: Footing Design: M = 28.18 kN.m/m K/K' = 0.29 < 1.0 As = 600.0 mm2/m Y12-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.50 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.36 N/mm2 < vc = 0.55 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 754.665 kN V-eff = 873.167 kN v = 0.61 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 531.619 kN V-eff = 611.325 kN v = 0.33 N/mm2 < vc = 0.55 N/mm2 Y Dir: Footing Design: M = 57.03 kN.m/m K/K' = 0.50 < 1.0 As = 920.5 mm2/m Y16-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.66 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2)
Project: NEW - NEWPAD/PILE FOOTING RESULTS
Welly76**********************7 (11111111)Orion Building Design System 15.1 (01.2009) / Page: FTG-1
Project: NEW
v = 0.52 N/mm2 < vc = 0.61 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 754.665 kN V-eff = 873.167 kN v = 0.61 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 531.619 kN V-eff = 650.121 kN v = 0.35 N/mm2 < vc = 0.61 N/mm2
B3 -------------------------------------------------------------------------------- Columns: 1C19, 1C11, 1C12 bx = 2855.0 mm by = 1595.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -1072.775 kN Mx = 269.48 kN.m My = 169.38 kN.m Footing Dimensions: Lx = 4755.0 mm Ly = 3095.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.185 kN/m2 S-min = 46.349 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 600.0 mm2/m X Dir: Footing Design: M = 60.52 kN.m/m K/K' = 0.53 < 1.0 As = 983.9 mm2/m Y16-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.68 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.54 N/mm2 < vc = 0.61 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 932.625 kN V-eff = 1120.899 kN v = 0.68 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 679.247 kN V-eff = 867.522 kN v = 0.42 N/mm2 < vc = 0.61 N/mm2 Y Dir: Footing Design: M = 37.57 kN.m/m K/K' = 0.39 < 1.0 As = 645.6 mm2/m Y16-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.58 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.45 N/mm2 < vc = 0.60 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 932.625 kN V-eff = 1120.899 kN v = 0.68 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 679.247 kN V-eff = 753.820 kN v = 0.37 N/mm2 < vc = 0.60 N/mm2
B4 -------------------------------------------------------------------------------- Columns: 1C13, 1C14, 1C15, 1C22 bx = 3085.0 mm by = 2855.0 mm Effects: Critical Combination = 3 ((G+Q)P12 *F) N = -1129.994 kN Mx = 0.00 kN.m My = 221.73 kN.m Footing Dimensions: Lx = 3685.0 mm Ly = 3500.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 135.598 kN/m2 S-min = 76.653 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 800.0 mm2/m X Dir: Footing Design: M = 6.10 kN.m/m K/K' = 0.02 < 1.0 As = 800.0 mm2/m Y16-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.14 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.00 N/mm2 < vc = 0.50 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 434.036 kN V-eff = 524.293 kN v = 0.16 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 0.000 kN V-eff = 0.000 kN v = 0.00 N/mm2 < vc = 0.50 N/mm2 Y Dir: Footing Design: M = 6.96 kN.m/m K/K' = 0.03 < 1.0
Project: NEW - NEWPAD/PILE FOOTING RESULTS
Welly76**********************7 (11111111)Orion Building Design System 15.1 (01.2009) / Page: FTG-2
Project: NEW
As = 800.0 mm2/m Y16-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.16 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.02 N/mm2 < vc = 0.52 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 434.036 kN V-eff = 524.293 kN v = 0.16 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 0.000 kN V-eff = 0.000 kN v = 0.00 N/mm2 < vc = 0.52 N/mm2
B6 -------------------------------------------------------------------------------- Columns: 1C26, 1C31 bx = 225.0 mm by = 1585.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -755.430 kN Mx = 0.00 kN.m My = 190.30 kN.m Footing Dimensions: Lx = 2100.0 mm Ly = 4185.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 138.983 kN/m2 S-min = 76.892 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 800.0 mm2/m X Dir: Footing Design: M = 61.08 kN.m/m K/K' = 0.26 < 1.0 As = 800.0 mm2/m Y16-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.47 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.33 N/mm2 < vc = 0.46 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 910.115 kN V-eff = 1175.156 kN v = 1.14 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 665.310 kN V-eff = 665.313 kN v = 0.33 N/mm2 < vc = 0.46 N/mm2 Y Dir: Footing Design: M = 112.01 kN.m/m K/K' = 0.42 < 1.0 As = 1168.5 mm2/m Y16-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.62 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.48 N/mm2 < vc = 0.51 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 910.115 kN V-eff = 1175.156 kN v = 1.14 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 665.310 kN V-eff = 930.351 kN v = 0.47 N/mm2 < vc = 0.51 N/mm2
B5 -------------------------------------------------------------------------------- Columns: 1C23, 1C24, 1C25 bx = 5185.0 mm by = 225.0 mm Effects: Critical Combination = 5 ((G+Q)P22 *F) N = -617.787 kN Mx = 649.49 kN.m My = 0.00 kN.m Footing Dimensions: Lx = 5585.0 mm Ly = 2000.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 139.411 kN/m2 S-min = 14.476 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 800.0 mm2/m X Dir: Footing Design: M = 2.76 kN.m/m K/K' = 0.01 < 1.0 As = 800.0 mm2/m Y16-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.10 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.00 N/mm2 < vc = 0.44 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 769.696 kN V-eff = 1674.284 kN v = 0.54 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4)
Project: NEW - NEWPAD/PILE FOOTING RESULTS
Welly76**********************7 (11111111)Orion Building Design System 15.1 (01.2009) / Page: FTG-3
Project: NEW
Vt = 396.641 kN V-eff = 1301.229 kN v = 0.34 N/mm2 < vc = 0.44 N/mm2 Y Dir: Footing Design: M = 54.90 kN.m/m K/K' = 0.23 < 1.0 As = 800.0 mm2/m Y16-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.45 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.52 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 769.696 kN V-eff = 1674.284 kN v = 0.54 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 396.641 kN V-eff = 396.642 kN v = 0.10 N/mm2 < vc = 0.52 N/mm2
B7 -------------------------------------------------------------------------------- Columns: 1C32, 1C33, 1C34 bx = 3085.0 mm by = 225.0 mm Effects: Critical Combination = 4 ((G+Q)P21 *F) N = -960.263 kN Mx = 183.91 kN.m My = 0.00 kN.m Footing Dimensions: Lx = 5085.0 mm Ly = 2000.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.591 kN/m2 S-min = 94.915 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 800.0 mm2/m X Dir: Footing Design: M = 67.40 kN.m/m K/K' = 0.26 < 1.0 As = 800.0 mm2/m Y20-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.47 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.34 N/mm2 < vc = 0.52 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 1101.595 kN V-eff = 1359.891 kN v = 0.73 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 694.597 kN V-eff = 952.893 kN v = 0.34 N/mm2 < vc = 0.52 N/mm2 Y Dir: Footing Design: M = 54.19 kN.m/m K/K' = 0.23 < 1.0 As = 800.0 mm2/m Y16-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.45 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.55 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 1101.595 kN V-eff = 1359.891 kN v = 0.73 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 694.597 kN V-eff = 694.598 kN v = 0.25 N/mm2 < vc = 0.55 N/mm2
B8 -------------------------------------------------------------------------------- Columns: 1C36, 1C39, 1C42 bx = 1355.0 mm by = 2255.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -537.841 kN Mx = 33.90 kN.m My = 315.00 kN.m Footing Dimensions: Lx = 2455.0 mm Ly = 3855.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.845 kN/m2 S-min = 16.729 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 800.0 mm2/m X Dir: Footing Design: M = 20.65 kN.m/m K/K' = 0.09 < 1.0 As = 800.0 mm2/m Y16-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.27 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.14 N/mm2 < vc = 0.46 N/mm2
Project: NEW - NEWPAD/PILE FOOTING RESULTS
Welly76**********************7 (11111111)Orion Building Design System 15.1 (01.2009) / Page: FTG-4
Project: NEW
Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 495.292 kN V-eff = 709.386 kN v = 0.35 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 201.477 kN V-eff = 217.842 kN v = 0.07 N/mm2 < vc = 0.46 N/mm2 Y Dir: Footing Design: M = 41.82 kN.m/m K/K' = 0.16 < 1.0 As = 800.0 mm2/m Y16-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.38 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.24 N/mm2 < vc = 0.44 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 495.292 kN V-eff = 709.386 kN v = 0.35 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 201.477 kN V-eff = 415.571 kN v = 0.14 N/mm2 < vc = 0.44 N/mm2
B9 -------------------------------------------------------------------------------- Columns: 1C43, 1C48 bx = 225.0 mm by = 1805.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -684.174 kN Mx = 0.00 kN.m My = 418.01 kN.m Footing Dimensions: Lx = 2200.0 mm Ly = 4805.0 mm h = 450.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 137.247 kN/m2 S-min = 38.490 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 140.000 kN/m2 As-min (Both Dir's) = 900.0 mm2/m X Dir: Footing Design: M = 66.92 kN.m/m K/K' = 0.21 < 1.0 As = 900.0 mm2/m Y16-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.42 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.28 N/mm2 < vc = 0.44 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 893.170 kN V-eff = 1407.964 kN v = 1.05 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 629.403 kN V-eff = 629.405 kN v = 0.24 N/mm2 < vc = 0.44 N/mm2 Y Dir: Footing Design: M = 142.84 kN.m/m K/K' = 0.40 < 1.0 As = 1272.8 mm2/m Y20-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.61 N/mm2 < v-max = 3.58 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.47 N/mm2 < vc = 0.48 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 893.170 kN V-eff = 1407.964 kN v = 1.05 N/mm2 < v-max = 3.58 N/mm2 Punching Check (At '1.5d') (BS8110-Cl.3.7.6.4) Vt = 629.403 kN V-eff = 1144.198 kN v = 0.43 N/mm2 < vc = 0.48 N/mm2
Project: NEW - NEWPAD/PILE FOOTING RESULTS
Welly76**********************7 (11111111)Orion Building Design System 15.1 (01.2009) / Page: FTG-5
Project: NEW
