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Transcript of Guzape Project Report
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8/19/2019 Guzape Project Report
1/75
PAD/PILE FOOTING RESULTS
BT1 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C44 1 -61.8 -0.4 0.6 G+Q *F 2 -49.0 -0.3 0.4 G+Q 3 -61.8 -0.5 0.5 G+QP1 *F 4 -58.7 -0.2 0.6 G+QP2 *F 5 -61.8 2.0 0.7 G+Q+Nx 6 -61.8 -2.8 0.5 G+Q-Nx 7 -61.8 -0.7 1.6 G+Q+Ny 8 -61.8 -0.1 -0.5 G+Q-Ny C47 1 -67.3 -0.1 0.6 G+Q *F 2 -53.2 -0.1 0.4 G+Q 3 -67.3 -0.3 0.5 G+QP1 *F 4 -62.7 0.3 0.6 G+QP2 *F 5 -67.3 2.2 0.7 G+Q+Nx 6 -67.3 -2.5 0.4 G+Q-Nx 7 -67.3 -0.6 1.6 G+Q+Ny 8 -67.3 0.3 -0.5 G+Q-Ny C59 1 -61.6 0.2 0.6 G+Q *F 2 -48.6 0.2 0.4 G+Q 3 -61.6 0.0 0.5 G+QP1 *F 4 -57.0 0.5 0.6 G+QP2 *F 5 -61.6 2.6 0.7 G+Q+Nx 6 -61.6 -2.3 0.4 G+Q-Nx 7 -61.6 -0.5 1.6 G+Q+Ny 8 -61.6 0.8 -0.5 G+Q-Ny C60 1 -69.4 2.2 0.5 G+Q *F 2 -55.0 1.7 0.4 G+Q 3 -69.3 2.0 0.5 G+QP1 *F 4 -65.8 2.3 0.5 G+QP2 *F 5 -69.3 4.7 0.6 G+Q+Nx 6 -69.5 -0.4 0.4 G+Q-Nx 7 -69.4 1.4 1.6 G+Q+Ny 8 -69.4 3.0 -0.5 G+Q-Ny Columns: C44, C47, C59, C60
bx = 450.0 mm by = 225.0 mm Effects: Column = C60 - Critical Combination = 5 (G+Q+Nx) N = -69.3 kN Mx = 4.7 kN.m My = 0.6 kN.m Footing Dimensions: Lx = 1000.0 mm Ly = 1000.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 121.519 kN/m2 S-min = 56.730 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m Punching Check (At Column Face):
Vt = 80.1 kN V-eff = 95.0 kN v = 0.28 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 42.6 kN V-eff = 57.5 kN v = 0.09 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 4.4 kN.m/m K/K' = 0.01 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.13 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column):
v = 0.01 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 9.0 kN.m/m K/K' = 0.03 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.19 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.07 N/mm2 < v-Rdc = 0.46 N/mm2
BT2 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C1 1 -200.8 0.9 0.3 G+Q *F 2 -158.4 0.7 0.3 G+Q 3 -199.5 0.8 0.3 G+QP1 *F 4 -185.3 0.8 0.3 G+QP2 *F 5 -200.8 1.6 0.4 G+Q+Nx 6 -200.7 0.2 0.3 G+Q-Nx 7 -201.4 1.1 1.2 G+Q+Ny 8 -200.2 0.7 -0.5 G+Q-Ny C2 1 -207.2 0.9 -0.4 G+Q *F 2 -163.4 0.7 -0.3 G+Q
3 -207.5 0.8 -0.4 G+QP1 *F 4 -189.4 0.8 -0.3 G+QP2 *F 5 -207.2 1.6 -0.4 G+Q+Nx 6 -207.2 0.2 -0.4 G+Q-Nx 7 -207.7 1.1 0.4 G+Q+Ny 8 -206.7 0.7 -1.1 G+Q-Ny Columns: C1, C2 bx = 300.0 mm by = 300.0 mm Effects: Column = C2 - Critical Combination = 5 (G+Q+Nx) N = -207.2 kN Mx = 1.6 kN.m My = 0.4 kN.m Footing Dimensions: Lx = 1200.0 mm Ly = 1200.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 170.836 kN/m2 S-min = 156.926 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m Punching Check (At Column Face):
Vt = 221.5 kN V-eff = 226.8 kN v = 0.77 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 169.7 kN V-eff = 175.0 kN
v = 0.31 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 17.2 kN.m/m K/K' = 0.05 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.30 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.13 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 17.3 kN.m/m K/K' = 0.06 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.32 N/mm2 < v-Rdmax = 4.05 N/mm2
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-1
Project: Guzape_Project
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8/19/2019 Guzape Project Report
2/75
Shear Check (At 'd' from Column): v = 0.15 N/mm2 < v-Rdc = 0.46 N/mm2
BT3 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C35 1 -254.5 -1.4 0.5 G+Q *F 2 -200.3 -1.1 0.4 G+Q 3 -254.6 -1.5 0.4 G+QP1 *F 4 -229.4 -1.0 0.5 G+QP2 *F 5 -254.4 1.0 0.6 G+Q+Nx 6 -254.6 -3.8 0.4 G+Q-Nx 7 -254.1 -1.6 1.5 G+Q+Ny 8 -254.8 -1.2 -0.5 G+Q-Ny Column: C35 bx = 450.0 mm by = 225.0 mm Effects: Critical Combination = 6 (G+Q-Nx)
N = -254.6 kN Mx = 3.8 kN.m My = 0.4 kN.m Footing Dimensions: Lx = 1400.0 mm Ly = 1400.0 mm h = 325.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 159.582 kN/m2 S-min = 141.285 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 546.00 mm2/m Punching Check (At Column Face):
Vt = 279.6 kN V-eff = 290.6 kN v = 0.79 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 206.0 kN V-eff = 217.0 kN v = 0.28 N/mm2 < v-Rdc = 0.44 N/mm2 X Dir: Footing Design: M = 17.8 kN.m/m K/K' = 0.04 < 1.0 As = 546.00 mm2/m Y12-200 Shear Check (At Column Face): v = 0.27 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.11 N/mm2 < v-Rdc = 0.44 N/mm2 Y Dir: Footing Design: M = 27.5 kN.m/m K/K' = 0.07 < 1.0 As = 546.00 mm2/m Y12-200 Shear Check (At Column Face): v = 0.35 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.19 N/mm2 < v-Rdc = 0.44 N/mm2
BT4 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C24 1 -385.5 -0.5 -1.3 G+Q *F 2 -302.6 -0.4 -1.0 G+Q 3 -375.6 -0.6 -1.3 G+QP1 *F 4 -351.6 -0.3 -0.8 G+QP2 *F 5 -386.6 0.2 -1.3 G+Q+Nx 6 -384.4 -1.2 -1.2 G+Q-Nx 7 -386.1 -0.5 -0.6 G+Q+Ny 8 -384.9 -0.5 -2.0 G+Q-Ny C7 1 -348.5 0.3 2.6 G+Q *F 2 -272.2 0.2 2.1 G+Q 3 -342.0 0.3 2.6 G+QP1 *F 4 -305.9 0.3 2.3 G+QP2 *F
5 -348.7 0.7 2.6 G+Q+Nx 6 -348.2 -0.1 2.6 G+Q-Nx 7 -347.3 0.4 3.4 G+Q+Ny 8 -349.6 0.2 1.9 G+Q-Ny C6 1 -403.1 -2.5 0.5 G+Q *F 2 -315.2 -1.9 0.4 G+Q 3 -374.1 -2.4 0.3 G+QP1 *F 4 -377.9 -2.1 0.6 G+QP2 *F 5 -403.2 -1.9 0.6 G+Q+Nx 6 -402.9 -3.2 0.4 G+Q-Nx 7 -403.1 -2.4 1.3 G+Q+Ny 8 -403.0 -2.6 -0.4 G+Q-Ny C18 1 -341.7 0.2 0.2 G+Q *F 2 -266.3 0.2 0.2 G+Q 3 -318.3 0.2 0.3 G+QP1 *F 4 -312.6 0.2 0.0 G+QP2 *F 5 -340.7 0.6 0.3 G+Q+Nx 6 -342.6 -0.1 0.1 G+Q-Nx 7 -340.9 0.2 1.0 G+Q+Ny 8 -342.4 0.2 -0.6 G+Q-Ny Columns: C24, C7, C6, C18 bx = 225.0 mm by = 225.0 mm Effects: Column = C6 - Critical Combination = 7 (G+Q+Ny) N = -403.1 kN Mx = 2.4 kN.m
My = 1.3 kN.m Footing Dimensions: Lx = 1600.0 mm Ly = 1600.0 mm h = 400.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 185.480 kN/m2 S-min = 174.459 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 696.00 mm2/m Punching Check (At Column Face):
Vt = 451.6 kN V-eff = 459.5 kN v = 1.47 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 347.6 kN V-eff = 355.4 kN v = 0.36 N/mm2 < v-Rdc = 0.41 N/mm2 X Dir: Footing Design: M = 43.6 kN.m/m K/K' = 0.07 < 1.0 As = 696.00 mm2/m Y12-150 Shear Check (At Column Face): v = 0.36 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.17 N/mm2 < v-Rdc = 0.41 N/mm2 Y Dir: Footing Design: M = 43.7 kN.m/m
K/K' = 0.07 < 1.0 As = 696.00 mm2/m Y12-150 Shear Check (At Column Face): v = 0.37 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.19 N/mm2 < v-Rdc = 0.41 N/mm2
BT5 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C36 1 -484.2 4.1 2.0 G+Q *F 2 -379.1 3.2 1.6 G+Q
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-2
Project: Guzape_Project
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8/19/2019 Guzape Project Report
3/75
3 -463.9 4.1 1.4 G+QP1 *F 4 -442.8 3.3 2.3 G+QP2 *F 5 -483.0 4.7 2.1 G+Q+Nx 6 -485.5 3.5 2.0 G+Q-Nx 7 -483.7 4.0 2.9 G+Q+Ny 8 -484.7 4.1 1.2 G+Q-Ny C43 1 -492.6 -1.5 0.0 G+Q *F 2 -387.2 -1.2 0.0 G+Q 3 -453.9 -0.8 0.0 G+QP1 *F 4 -479.8 -1.9 0.0 G+QP2 *F 5 -493.2 -1.0 0.0 G+Q+Nx 6 -492.0 -2.1 0.0 G+Q-Nx 7 -492.7 -1.6 0.4 G+Q+Ny 8 -492.6 -1.5 -0.4 G+Q-Ny Columns: C36, C43 bx = 225.0 mm by = 225.0 mm Effects: Column = C36 - Critical Combination = 7 (G+Q+Ny) N = -483.7 kN Mx = 4.0 kN.m
My = 2.9 kN.m Footing Dimensions: Lx = 1800.0 mm Ly = 1800.0 mm h = 450.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 180.132 kN/m2 S-min = 165.969 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 796.00 mm2/m Punching Check (At Column Face):
Vt = 551.9 kN V-eff = 564.9 kN v = 1.58 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 426.0 kN V-eff = 439.0 kN v = 0.35 N/mm2 < v-Rdc = 0.39 N/mm2 X Dir: Footing Design: M = 55.5 kN.m/m K/K' = 0.07 < 1.0 As = 796.00 mm2/m Y12-125 Shear Check (At Column Face): v = 0.35 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.17 N/mm2 < v-Rdc = 0.39 N/mm2 Y Dir: Footing Design: M = 55.6 kN.m/m K/K' = 0.07 < 1.0 As = 796.00 mm2/m Y12-125 Shear Check (At Column Face): v = 0.36 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.18 N/mm2 < v-Rdc = 0.39 N/mm2
BT6 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C11 1 -57.8 0.9 -2.9 G+Q *F 2 -45.8 0.7 -2.3 G+Q 3 -57.8 0.8 -3.0 G+QP1 *F 4 -54.3 0.8 -2.3 G+QP2 *F 5 -57.8 1.9 -3.4 G+Q+Nx 6 -57.8 -0.1 -2.3 G+Q-Nx 7 -57.8 1.0 3.5 G+Q+Ny 8 -57.8 0.7 -9.3 G+Q-Ny C12 1 -38.9 0.9 -4.8 G+Q *F 2 -31.1 0.7 -3.7 G+Q 3 -38.9 0.8 -4.9 G+QP1 *F 4 -38.6 0.8 -4.0 G+QP2 *F 5 -38.9 1.9 -5.4 G+Q+Nx
6 -38.9 -0.2 -4.1 G+Q-Nx 7 -38.9 1.0 1.6 G+Q+Ny 8 -38.9 0.7 -11.2 G+Q-Ny C13 1 -117.9 0.4 -0.7 G+Q *F 2 -92.4 0.3 -0.5 G+Q 3 -118.1 0.3 -0.7 G+QP1 *F 4 -103.8 0.4 -0.7 G+QP2 *F 5 -116.7 1.1 -0.7 G+Q+Nx 6 -119.1 -0.3 -0.7 G+Q-Nx 7 -117.8 0.5 -0.4 G+Q+Ny 8 -117.9 0.3 -1.0 G+Q-Ny Columns: C11, C12, C13 bx = 1912.4 mm by = 600.0 mm Effects: Critical Combination = 7 (G+Q+Ny) N = -214.5 kN Mx = 56.8 kN.m My = 26.9 kN.m Footing Dimensions: Lx = 2512.4 mm Ly = 1200.0 mm h = 325.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 180.259 kN/m2 S-min = 1.004 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 546.00 mm2/m
Punching Check (At Column Face):Vt = 261.0 kN V-eff = 406.6 kN
v = 0.90 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 210.3 kN V-eff = 355.9 kN v = 0.42 N/mm2 < v-Rdc = 0.44 N/mm2 X Dir: Footing Design: M = 8.0 kN.m/m K/K' = 0.02 < 1.0 As = 546.00 mm2/m Y12-200 Shear Check (At Column Face): v = 0.19 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.01 N/mm2 < v-Rdc = 0.44 N/mm2 Y Dir: Footing Design: M = 7.8 kN.m/m K/K' = 0.02 < 1.0 As = 546.00 mm2/m Y12-200 Shear Check (At Column Face): v = 0.20 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.02 N/mm2 < v-Rdc = 0.44 N/mm2
BT7 --------------------------------------------------------------------------------
Columns/Loadings: Column Cmb N Mx My C5 1 -76.6 0.3 0.2 G+Q *F 2 -60.7 0.2 0.2 G+Q 3 -79.8 0.3 0.2 G+QP1 *F 4 -69.0 0.3 0.3 G+QP2 *F 5 -76.0 0.7 0.3 G+Q+Nx 6 -77.3 -0.1 0.2 G+Q-Nx 7 -76.4 0.4 0.8 G+Q+Ny 8 -76.8 0.2 -0.3 G+Q-Ny C15 1 -98.3 7.3 0.7 G+Q *F 2 -77.9 5.7 0.6 G+Q 3 -98.3 6.6 0.6 G+QP1 *F
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-3
Project: Guzape_Project
-
8/19/2019 Guzape Project Report
4/75
4 -92.5 6.9 0.7 G+QP2 *F 5 -98.3 16.7 0.9 G+Q+Nx 6 -98.3 -2.1 0.6 G+Q-Nx 7 -98.3 8.9 2.2 G+Q+Ny 8 -98.3 5.7 -0.8 G+Q-Ny Columns: C5, C15 bx = 675.0 mm by = 1017.9 mm Effects: Critical Combination = 6 (G+Q-Nx) N = -175.6 kN Mx = 19.5 kN.m My = 7.6 kN.m Footing Dimensions: Lx = 1200.0 mm Ly = 1517.9 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 185.694 kN/m2 S-min = 45.413 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m
Punching Check (At Column Face):Vt = 204.6 kN V-eff = 247.6 kN
v = 1.11 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 166.9 kN V-eff = 209.9 kN v = 0.38 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 6.1 kN.m/m K/K' = 0.02 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.20 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.02 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 5.7 kN.m/m K/K' = 0.02 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.18 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.46 N/mm2
BT8 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C16 1 -109.3 5.4 0.7 G+Q *F 2 -86.2 4.2 0.6 G+Q 3 -109.3 4.8 0.6 G+QP1 *F 4 -99.8 5.2 0.7 G+QP2 *F 5 -109.3 14.5 0.9 G+Q+Nx 6 -109.3 -3.8 0.6 G+Q-Nx 7 -109.3 6.5 2.2 G+Q+Ny 8 -109.3 4.2 -0.8 G+Q-Ny C17 1 -120.7 4.7 0.7 G+Q *F 2 -94.9 3.7 0.6 G+Q 3 -120.7 4.2 0.6 G+QP1 *F 4 -108.6 4.6 0.7 G+QP2 *F 5 -120.7 13.8 0.9 G+Q+Nx 6 -120.7 -4.3 0.6 G+Q-Nx 7 -120.7 5.7 2.2 G+Q+Ny 8 -120.7 3.7 -0.8 G+Q-Ny Columns: C16, C17 bx = 675.0 mm by = 776.1 mm Effects: Critical Combination = 5 (G+Q+Nx) N = -230.0 kN Mx = 28.3 kN.m My = 1.4 kN.m Footing Dimensions:
Lx = 1400.0 mm Ly = 1700.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 169.061 kN/m2 S-min = 63.233 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m Punching Check (At Column Face):
Vt = 258.8 kN V-eff = 313.8 kN v = 0.70 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 198.9 kN V-eff = 253.9 kN v = 0.33 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 10.5 kN.m/m K/K' = 0.03 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.25 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.08 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 18.0 kN.m/m K/K' = 0.05 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face):
v = 0.31 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.14 N/mm2 < v-Rdc = 0.46 N/mm2
BT9 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C41 1 -35.2 0.4 -1.1 G+Q *F 2 -27.9 0.3 -0.8 G+Q 3 -35.0 0.3 -1.1 G+QP1 *F 4 -33.9 0.4 -0.9 G+QP2 *F 5 -35.7 0.6 -1.2 G+Q+Nx 6 -34.6 0.2 -1.0 G+Q-Nx 7 -35.1 0.4 -0.8 G+Q+Ny 8 -35.3 0.4 -1.4 G+Q-Ny C40 1 -144.0 2.7 -0.4 G+Q *F 2 -113.8 2.1 -0.3 G+Q 3 -143.5 2.7 -0.4 G+QP1 *F 4 -133.8 2.4 -0.4 G+QP2 *F 5 -144.3 3.3 -0.5 G+Q+Nx 6 -143.8 2.2 -0.4 G+Q-Nx 7 -143.9 2.7 -0.1 G+Q+Ny
8 -144.1 2.8 -0.7 G+Q-Ny C42 1 -2.5 0.3 -0.1 G+Q *F 2 -2.0 0.2 -0.1 G+Q 3 -2.6 0.3 -0.1 G+QP1 *F 4 -2.7 0.3 -0.1 G+QP2 *F 5 -2.4 0.5 -0.2 G+Q+Nx 6 -2.5 0.1 -0.1 G+Q-Nx 7 -2.0 0.3 0.1 G+Q+Ny 8 -2.9 0.3 -0.3 G+Q-Ny Columns: C41, C40, C42 bx = 524.6 mm by = 820.0 mm Effects: Critical Combination = 7 (G+Q+Ny) N = -181.0 kN Mx = 12.7 kN.m
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-4
Project: Guzape_Project
-
8/19/2019 Guzape Project Report
5/75
My = 42.5 kN.m Footing Dimensions: Lx = 1500.0 mm Ly = 1600.0 mm h = 350.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 183.611 kN/m2 S-min = 8.537 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 596.00 mm2/m Punching Check (At Column Face):
Vt = 225.7 kN V-eff = 352.4 kN v = 1.31 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 183.0 kN V-eff = 309.7 kN v = 0.41 N/mm2 < v-Rdc = 0.43 N/mm2 X Dir: Footing Design: M = 21.3 kN.m/m K/K' = 0.05 < 1.0 As = 596.00 mm2/m Y12-175
Shear Check (At Column Face): v = 0.31 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.12 N/mm2 < v-Rdc = 0.43 N/mm2 Y Dir: Footing Design: M = 13.1 kN.m/m K/K' = 0.03 < 1.0 As = 596.00 mm2/m Y12-175 Shear Check (At Column Face): v = 0.24 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.05 N/mm2 < v-Rdc = 0.43 N/mm2
BT10 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C48 1 -52.2 0.1 -0.3 G+Q *F 2 -41.1 0.1 -0.2 G+Q 3 -52.2 0.1 -0.3 G+QP1 *F 4 -47.7 0.2 -0.3 G+QP2 *F 5 -52.1 0.5 -0.3 G+Q+Nx 6 -52.2 -0.2 -0.3 G+Q-Nx 7 -52.1 0.1 0.1 G+Q+Ny 8 -52.2 0.2 -0.7 G+Q-Ny C55 1 -143.4 1.1 -0.3 G+Q *F 2 -112.6 0.8 -0.2 G+Q 3 -141.7 1.0 -0.3 G+QP1 *F 4 -129.3 1.0 -0.3 G+QP2 *F 5 -143.1 1.6 -0.3 G+Q+Nx 6 -143.6 0.5 -0.3 G+Q-Nx 7 -143.4 0.9 0.1 G+Q+Ny 8 -143.3 1.2 -0.7 G+Q-Ny C56 1 -30.8 0.0 -0.3 G+Q *F 2 -24.5 0.0 -0.2 G+Q 3 -30.3 0.0 -0.3 G+QP1 *F 4 -30.4 0.1 -0.3 G+QP2 *F 5 -31.3 0.4 -0.3 G+Q+Nx 6 -30.3 -0.3 -0.3 G+Q-Nx 7 -30.7 -0.1 0.1 G+Q+Ny 8 -30.9 0.1 -0.7 G+Q-Ny Columns: C48, C55, C56 bx = 1280.1 mm by = 1050.0 mm Effects: Critical Combination = 6 (G+Q-Nx) N = -226.1 kN Mx = 32.3 kN.m My = 51.0 kN.m Footing Dimensions: Lx = 1880.1 mm Ly = 1650.0 mm
h = 375.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 185.933 kN/m2 S-min = 0.000 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 646.00 mm2/m Punching Check (At Column Face):
Vt = 283.5 kN V-eff = 385.0 kN v = 1.32 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 236.2 kN V-eff = 337.7 kN v = 0.39 N/mm2 < v-Rdc = 0.42 N/mm2 X Dir: Footing Design: M = 8.2 kN.m/m K/K' = 0.01 < 1.0 As = 646.00 mm2/m Y12-175 Shear Check (At Column Face): v = 0.17 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.42 N/mm2 Y Dir: Footing Design: M = 8.0 kN.m/m K/K' = 0.02 < 1.0 As = 646.00 mm2/m Y12-175 Shear Check (At Column Face): v = 0.18 N/mm2 < v-Rdmax = 4.05 N/mm2
Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.42 N/mm2
BT11 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C50 1 -14.2 0.0 -0.3 G+Q *F 2 -11.3 0.0 -0.3 G+Q 3 -14.1 0.0 -0.4 G+QP1 *F 4 -13.9 0.0 -0.2 G+QP2 *F 5 -14.3 0.1 -0.4 G+Q+Nx 6 -14.0 -0.1 -0.3 G+Q-Nx 7 -14.3 0.0 0.0 G+Q+Ny 8 -14.1 0.0 -0.6 G+Q-Ny C49 1 -50.4 0.1 -0.4 G+Q *F 2 -39.9 0.0 -0.3 G+Q 3 -50.3 0.0 -0.4 G+QP1 *F 4 -47.5 0.1 -0.4 G+QP2 *F 5 -50.2 0.4 -0.5 G+Q+Nx 6 -50.5 -0.3 -0.4 G+Q-Nx 7 -50.7 0.0 -0.1 G+Q+Ny 8 -50.0 0.1 -0.8 G+Q-Ny
C57 1 -11.3 0.0 -0.1 G+Q *F 2 -9.1 0.0 -0.1 G+Q 3 -11.3 0.0 -0.1 G+QP1 *F 4 -11.5 0.1 -0.1 G+QP2 *F 5 -11.2 0.2 -0.1 G+Q+Nx 6 -11.4 -0.2 -0.1 G+Q-Nx 7 -11.2 0.0 0.1 G+Q+Ny 8 -11.4 0.1 -0.3 G+Q-Ny C58 1 -8.8 0.0 -0.1 G+Q *F 2 -7.1 0.0 -0.1 G+Q 3 -8.8 0.0 -0.1 G+QP1 *F 4 -8.8 0.0 -0.1 G+QP2 *F 5 -9.0 0.1 -0.1 G+Q+Nx
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-5
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6 -8.6 -0.1 -0.1 G+Q-Nx 7 -8.5 -0.1 0.1 G+Q+Ny 8 -9.2 0.0 -0.3 G+Q-Ny Columns: C50, C49, C57, C58 bx = 524.6 mm by = 1050.0 mm Effects: Critical Combination = 7 (G+Q+Ny) N = -84.6 kN Mx = 6.0 kN.m My = 12.3 kN.m Footing Dimensions: Lx = 1000.0 mm Ly = 1150.0 mm h = 300.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 179.684 kN/m2 S-min = 5.178 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m Punching Check (At Column Face):
Vt = 101.6 kN V-eff = 149.2 kN
v = 0.67 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 71.5 kN V-eff = 119.0 kN v = 0.22 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 4.9 kN.m/m K/K' = 0.02 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.18 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 0.2 kN.m/m K/K' = 0.00 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.04 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.46 N/mm2
BT12 -------------------------------------------------------------------------------- Columns/Loadings: Column Cmb N Mx My C70 1 -17.0 0.4 -0.1 G+Q *F 2 -13.5 0.3 -0.1 G+Q 3 -16.9 0.4 -0.1 G+QP1 *F 4 -16.7 0.4 -0.1 G+QP2 *F 5 -16.9 0.6 -0.1 G+Q+Nx 6 -17.1 0.2 -0.1 G+Q-Nx 7 -16.6 0.3 0.1 G+Q+Ny 8 -17.3 0.5 -0.3 G+Q-Ny C68 1 -9.6 -0.1 -0.6 G+Q *F 2 -7.7 -0.1 -0.5 G+Q 3 -9.7 -0.1 -0.6 G+QP1 *F 4 -9.7 0.0 -0.5 G+QP2 *F 5 -9.8 0.0 -0.6 G+Q+Nx 6 -9.4 -0.2 -0.6 G+Q-Nx 7 -9.6 -0.1 -0.3 G+Q+Ny 8 -9.5 0.0 -0.9 G+Q-Ny Columns: C70, C68 bx = 589.0 mm by = 587.9 mm Effects: Critical Combination = 8 (G+Q-Ny) N = -26.8 kN Mx = 0.9 kN.m My = 2.7 kN.m Footing Dimensions: Lx = 1000.0 mm Ly = 1000.0 mm h = 300.0 mm h-Tap = 0.0 mm
Soil Stresses: S-max = 67.633 kN/m2 S-min = 24.389 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.25) = 187.500 kN/m2 As-min (Both Dir's) = 496.00 mm2/m Punching Check (At Column Face):
Vt = 43.7 kN V-eff = 52.2 kN v = 0.23 N/mm2 < v-Rdmax = 4.05 N/mm2 Punching Check (At 'd'):
Vt = 28.7 kN V-eff = 37.2 kN v = 0.07 N/mm2 < v-Rdc = 0.46 N/mm2 X Dir: Footing Design: M = 1.4 kN.m/m K/K' = 0.00 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.05 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column): v = 0.00 N/mm2 < v-Rdc = 0.46 N/mm2 Y Dir: Footing Design: M = 1.4 kN.m/m K/K' = 0.00 < 1.0 As = 496.00 mm2/m Y12-225 Shear Check (At Column Face): v = 0.06 N/mm2 < v-Rdmax = 4.05 N/mm2 Shear Check (At 'd' from Column):
v = 0.00 N/mm2 < v-Rdc = 0.46 N/mm2
Project: Guzape_Project - Guzape ProjectPAD/PILE FOOTING RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-6
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SLAB ANALYSIS AND DESIGN REPORT
NOTATION: d/h = Effective/Total Depth of Slab (d=h-conc.cover) g/q = Dead/Live Load (not factored) L1 = Width of the Slab Along the Strip Direction L2 = Width of the Slab Perpendicular to the Strip Direction C = Moment Coefficient M=C p / L^2 M-spn = Ultimate Design Span Moment M-sup = Ultimate Design Support Moment Mc = Balanced Support Moment As = Steel Area (Required/Supplied)
Material: C20/25 / Grade 410 (Type 2)
Slab Strip: X1 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
P1 1 4.950 7275.00 0.0000 0.0000 186.56/314.16110/150 1.500 2325.00 0.0 0.0 Bottom: Y10-250(B2)
Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
Slab Strip: X2 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
P2 1 4.950 7275.00 0.0000 0.0240 186.56/314.16110/150 1.500 5437.50 0.0 6.0 Bottom: Y10-250(B2)
Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
Slab Strip: X3 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P5 1 4.950 3674.92 0.0597 0.0447 203.52/314.16120/150 1.500 6600.17 6.8 5.1 Bottom: Y10-250(B1)
Support Mc = 5.7Support As = 203.52/314.16 Top:Y10-250(T1)
P3 1 4.950 1725.14 0.0606 0.0456 203.52/314.16120/150 1.500 3187.50 1.5 1.1 Bottom: Y10-250(B1)
Support Mc = 7.0Support As = 188.85/314.16 Top:Y10-250(T1)
P2 1 4.950 5549.86 0.0320 0.0240 186.56/314.16110/150 1.500 5437.50 8.0 6.0 Bottom: Y10-250(B2)
Support Mc = 7.1Support As = 203.52/314.16 Top:Y10-250(T1)
P4 1 4.950 2700.08 0.0592 0.0442 203.52/314.16120/150 1.500 4762.50 3.6 2.7 Bottom: Y10-250(B1)
Support Mc = 5.3Support As = 203.52/314.16 Top:Y10-250(T1)
P7 1 4.950 4462.42 0.0350 0.0267 203.52/314.16120/150 1.500 4762.50 5.9 4.5 Bottom: Y10-250(B1)
Support Mc = 6.8Support As = 203.52/314.16 Top:Y10-250(T1)
P6 1 4.950 4538.00 0.0390 0.0296 203.52/314.16120/150 1.500 5175.00 6.8 5.1 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: X4 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P5 1 4.950 3674.92 0.0597 0.0447 203.52/314.16120/150 1.500 6600.17 6.8 5.1 Bottom: Y10-250(B1)
Support Mc = 5.7Support As = 203.52/314.16 Top:Y10-250(T1)
P9 1 4.950 1725.14 0.0627 0.0477 203.52/314.16120/150 1.500 3412.67 1.6 1.2 Bottom: Y10-250(B1)
Support Mc = 2.9Support As = 203.52/314.16 Top:Y10-250(T1)
P10 1 4.950 2174.94 0.0860 0.0860 203.52/314.16120/150 1.500 4837.67 3.4 3.4 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: X5 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
P12 1 4.950 5850.14 0.0320 0.0240 186.56/314.16110/150 1.500 4049.83 4.4 3.3 Bottom: Y10-250(B2)
Project: Guzape_Project - Guzape ProjectSLAB ANALYSIS AND DESIGN REPORT
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-1
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Support Mc = 4.0Support As = 203.52/314.16 Top:Y10-250(T1)
P13 1 4.950 2174.94 0.0423 0.0322 203.52/314.16120/150 1.500 2624.83 1.7 1.3 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: X6 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P20 1 4.950 5625.00 0.0489 0.0365 239.53/314.16
120/150 1.500 7725.01 13.1 9.7 Bottom: Y10-250(B1)
Support Mc = 11.2Support As = 275.20/314.16 Top:Y10-250(T1)
P16 1 4.950 3187.50 0.0596 0.0446 203.52/314.16120/150 1.500 5700.00 5.1 3.8 Bottom: Y10-250(B1)
Support Mc = 4.3Support As = 203.52/314.16 Top:Y10-250(T1)
P17 1 4.950 1387.50 0.0630 0.0630 203.52/314.16120/150 1.500 4312.50 1.0 1.0 Bottom: Y10-250(B1)
Support Mc = 4.6Support As = 186.56/314.16 Top:Y10-250(T1)
P18 1 4.950 5962.86 0.0320 0.0240 186.56/314.16110/150 1.500 4312.50 5.0 3.8 Bottom: Y10-250(B2)
Support Mc = 5.2Support As = 203.52/314.16 Top:Y10-250(T1)
P19 1 4.950 3787.85 0.0427 0.0325 203.52/314.16120/150 1.500 4612.50 5.2 3.9 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: X7 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P24 1 4.950 1612.50 0.0525 0.0395 203.52/314.16120/150 1.500 2394.49 1.2 0.9 Bottom: Y10-250(B1)
Support Mc = 4.6Support As = 186.56/314.16 Top:Y10-250(T1)
P23 1 4.950 4575.00 0.0320 0.0240 186.56/314.16110/150 1.500 4412.50 5.3 3.9 Bottom: Y10-250(B2)
Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)
P25 1 4.950 2325.17 0.0481 0.0360 203.52/314.16120/150 1.500 3142.11 2.2 1.6 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: Y8 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
P20 1 4.950 7725.01 0.0320 0.0240 186.56/314.16110/150 1.500 5625.00 8.5 6.4 Bottom: Y10-250(B2)
Support Mc = 8.5Support As = 210.19/314.16 Top:Y10-250(T1)
P12 1 4.950 4049.83 0.0513 0.0383 203.52/314.16120/150 1.500 5850.14 7.1 5.3 Bottom: Y10-250(B1)
Support Mc = 5.7Support As = 186.56/314.16 Top:Y10-250(T1)
P5 1 4.950 6600.17 0.0320 0.0240 186.56/314.16110/150 1.500 3674.92 3.6 2.7 Bottom: Y10-250(B2)
Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
Slab Strip: Y9 -- Storey: 1---------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P26 1 4.950 1062.93 0.0860 0.0860 203.52/314.16120/150 1.500 4575.00 0.8 0.8 Bottom: Y10-250(B1)
Support Mc = 4.9Support As = 203.52/314.16 Top:Y10-250(T1)
P23 1 4.950 4412.50 0.0332 0.0255 203.52/314.16120/150 1.500 4575.00 5.5 4.2 Bottom: Y10-250(B1)
Support Mc = 5.5Support As = 186.56/314.16 Top:Y10-250(T1)
P17 1 4.950 4312.50 0.0000 0.0000 186.56/314.16110/150 1.500 1387.50 0.0 0.0 Bottom: Y10-250(B2)
Support Mc = 1.4Support As = 203.52/314.16 Top:Y10-250(T1)
P15 1 4.950 1387.50 0.0860 0.0860 203.52/314.16120/150 1.500 7350.36 1.4 1.4 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: Y10 -- Storey: 1----------------------------
Project: Guzape_Project - Guzape ProjectSLAB ANALYSIS AND DESIGN REPORT
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-2
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TYPE g L1 C-sup C-span As
Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P8 1 4.950 1987.50 0.0578 0.0432 203.52/314.16120/150 1.500 3374.92 1.9 1.4 Bottom: Y10-250(B1)
Support Mc = 7.0Support As = 203.52/314.16 Top:Y10-250(T1)
P2 1 4.950 5437.50 0.0322 0.0248 203.52/314.16120/150 1.500 5549.86 8.0 6.2 Bottom: Y10-250(B1)
Support Mc = 7.3Support As = 203.52/314.16 Top:Y10-250(T1)
P1 1 4.950 2325.00 0.0860 0.0860 203.52/314.16
120/150 1.500 7275.00 3.9 3.9 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: Y11 -- Storey: 1----------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P18 1 4.950 4312.50 0.0493 0.0367 203.52/314.16120/150 1.500 5962.86 7.7 5.8 Bottom: Y10-250(B1)
Support Mc = 6.5Support As = 203.52/314.16 Top:Y10-250(T1)
P15 1 4.950 2812.50 0.0468 0.0354 203.52/314.16120/150 1.500 3712.42 3.1 2.4 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: Y12 -- Storey: 1----------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P11 1 4.950 1425.17 0.1000 0.0860 203.52/314.16120/150 1.500 6375.43 1.7 1.5 Bottom: Y10-250(B1)
Support Mc = 4.9Support As = 186.56/314.16 Top:Y10-250(T1)
P7 1 4.950 4762.50 0.0320 0.0240 186.56/314.16110/150 1.500 4462.42 5.4 4.0 Bottom: Y10-250(B2)
Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
Slab Strip: Y13 -- Storey: 1----------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
P19 1 4.950 4612.50 0.0320 0.0240 186.56/314.16110/150 1.500 3787.85 3.9 2.9 Bottom: Y10-250(B2)
Support Mc = 3.4Support As = 203.52/314.16 Top:Y10-250(T1)
P14 1 4.950 1687.50 0.0549 0.0412 203.52/314.16120/150 1.500 2663.00 1.3 1.0 Bottom: Y10-250(B1)
Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
Slab Strip: Y14 -- Storey: 1----------------------------
TYPE g L1 C-sup C-span As Slab d/h q L2 M-sup M-span Req/Prov S T E E L B A R S (mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)
(mm) (kN/m2) (mm) (kN.m) (kN.m) (mm2)Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)
P11 1 4.950 1425.17 0.1000 0.0860 203.52/314.16120/150 1.500 6375.43 1.7 1.5 Bottom: Y10-250(B1)
Support Mc = 5.1Support As = 186.56/314.16 Top:Y10-250(T1)
P6 1 4.950 5175.00 0.0320 0.0240 186.56/314.16110/150 1.500 4538.00 5.6 4.2 Bottom: Y10-250(B2)
Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)
Project: Guzape_Project - Guzape ProjectSLAB ANALYSIS AND DESIGN REPORT
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-3
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Axis: 1 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B48 L=792.8mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 80 x 150
Loads
G=1.11
0.09
1.11
0.35
1.64
0.68
Q=0.34
0.09
0.34
0.35
0.5
0.68
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-5.759
5.423
Moment(Env.)
-1.133
Bending (Top Edge) ... M (kN.m) 0.3 0.3 d (mm) 407.0 407.0 K/K' 0.00 0.00 x (mm) 50.88 50.88 Asm (mm2) 2.05 2.05 Asv (mm2) 20.19 19.02 As (mm2) 2.05 2.05 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.8 1.1 0.8 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.00 0.00
x (mm) 48.75 50.88 48.75 Asm (mm2) 6.42 8.22 6.21 Asv (mm2) 20.19 7.51 19.02 As (mm2) 8.22 8.22 8.22 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 5.8 5.4 Vd @d(kN) 4.5 5.4 v (N/mm2) 0.06 0.06 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 1.95 < 19888.34 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
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Axis: 1 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B49 L=551.1mmHxBw (mm) 450 x 225Flange BfxHf ---
Loads UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-3.455
3.455
Moment(Env.)
-0.476
Bending (Top Edge) ... M (kN.m) 0.1 0.1 d (mm) 407.0 407.0 K/K' 0.00 0.00 x (mm) 50.88 50.88 Asm (mm2) 0.86 0.86 Asv (mm2) 12.11 12.11 As (mm2) 0.86 0.86 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.4 0.5 0.4 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.00 0.00
x (mm) 48.75 50.88 48.75 Asm (mm2) 2.96 3.45 2.96 Asv (mm2) 12.11 3.58 12.11 As (mm2) 3.45 3.45 3.45 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 3.5 3.5 Vd @d(kN) 3.1 3.1 v (N/mm2) 0.04 0.04 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 1.35 < 46027.94 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-2
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Axis: 1 Storey: 1 (/ 3) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B51 L=4049.8mm B50 L=1425.2mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 0 x 0 - 400 x 150 ---
Loads 0.11 2.02
G=9.47
3.940.11 2.02
Q=2.87
3.94
UDL G=10.03 Q=0 kN/m UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-35.621
46.343
-18.569
1.211
Moment(Env.)
-37.066
22.36813.73
Bending (Top Edge) ... M (kN.m) 9.3 22.4 13.7 7.2 1.4 d (mm) 407.0 407.0 407.0 407.0 407.0 K/K' 0.05 0.12 0.07 0.04 0.01 x (mm) 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 67.22 162.27 99.60 51.88 9.95 Asv (mm2) 124.90 162.50 65.11 46.97 23.23 As (mm2) 67.22 162.27 99.60 98.86 33.17 As' (mm2) 0.00 0.00 0.00 0.00 0.00 As-min 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 21.1 37.1 7.4 0.1 d (mm) 390.0 407.0 390.0 390.0 K/K' 0.04 0.07 0.02 0.00
x (mm) 48.75 50.88 48.75 48.75 Asm (mm2) 159.69 268.89 56.12 0.44 Asv (mm2) 124.90 101.81 162.50 23.23 As (mm2) 268.89 268.89 218.62 0.44 As' (mm2) 0.00 0.00 0.00 0.00 As-min 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 35.6 46.3 18.6 6.6 Vd @d(kN) 28.3 39.0 12.1 6.6 v (N/mm2) 0.39 0.51 0.20 0.07 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0.00 0.45 v -Rdmax (N/mm2) 4.05 4.05 4.05 4.05 V-Rd (kN) 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 Td (kN.m) 0.0 0.0 T-min (kN.m) 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 9.95 < 383.48 OK 3.5 < 1283209.0 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16 2Y16Top Bar Top SupBar
Bottom Bar 2Y16 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-3
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Axis: 1 Storey: 1 (/ 4) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B52 L=2250mmHxBw (mm) 450 x 225Flange BfxHf ---
Loads UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-14.107
14.106
Moment(Env.)
-7.935
Bending (Top Edge) ... M (kN.m) 2.0 2.0 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 14.39 14.39 Asv (mm2) 49.46 49.46 As (mm2) 14.39 14.39 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 4.8 7.9 4.8 d (mm) 390.0 407.0 390.0 K/K' 0.03 0.04 0.03
x (mm) 48.75 50.88 48.75 Asm (mm2) 36.16 57.56 36.16 Asv (mm2) 49.46 22.26 49.46 As (mm2) 57.56 57.56 57.56 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 14.1 14.1 Vd @d(kN) 7.6 7.6 v (N/mm2) 0.15 0.15 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 5.53 < 666.02 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-4
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Axis: 1 Storey: 1 (/ 5) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B53 L=1425mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 180 x 150
Loads 0.11 0.56
G=2.23
1.38
0.560.56
0.11 0.56
Q=0.68
1.38
0.170.17
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-10.271
10.434
Moment(Env.)
-3.838
Bending (Top Edge) ... M (kN.m) 1.0 1.0 d (mm) 407.0 407.0 K/K' 0.00 0.00 x (mm) 50.88 50.88 Asm (mm2) 6.96 6.96 Asv (mm2) 36.01 36.58 As (mm2) 6.96 6.96 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 2.4 3.8 2.4 d (mm) 390.0 407.0 390.0 K/K' 0.01 0.01 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 18.45 27.84 18.50 Asv (mm2) 36.01 16.51 36.58 As (mm2) 27.84 27.84 27.84 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 10.3 10.4 Vd @d(kN) 4.7 4.8 v (N/mm2) 0.11 0.11 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 3.5 < 4902.52 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-5
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Axis: 10 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B80 L=1062.9mm B79 L=2387.5mm B78 L=2025mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 80 x 150 - 80 x 150 220 x 150 - 220 x 150 180 x 150 - 180 x 150
Loads 0.11 0.53
G=4.15
0.64
4.15
0.95
3.24
1.06
3.47
0.11 0.53
Q=1.26
0.64
1.26
0.95
0.98
1.06
1.05
UDL G=2.8 Q=0.34 kN/m
3.473.71
0.83
8.75
1.23
10.7
2.21
10.7110.029.47
1.051.12
0.83
2.65
1.23
3.24
2.21
3.243.042.87
UDL G=2.8 Q=0.34 kN/m
9.47 8.91
1.01
8.91
1.91
2.87 2.7
1.01
2.7
1.91
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
41.292
-33.659
14.959
-10.878
39.875
Moment(Env.)
38.421 34.688
-1.356 1.328
4.385 4.767
3.546
41.711
Bending (Top Edge) ... M (kN.m) 7.8 24.6 38.4 34.7 15.9 4.4 4.9 21.7 41.7 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.04 0.13 0.20 0.18 0.08 0.02 0.03 0.11 0.22 x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 56.48 178.29 278.71 251.64 115.23 31.81 35.64 157.14 302.59 Asv (mm2) 120.65 132.50 144.79 118.02 88.30 52.45 38.14 109.04 139.81 As (mm2) 177.13 278.71 278.71 251.64 203.53 84.26 73.78 266.18 302.59 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 0.00 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 1.4 1.0 d (mm) 407.0 390.0 K/K' 0.00 0.00
x (mm) 50.88 48.75 Asm (mm2) 9.82 7.32 Asv (mm2) 88.30 52.45 As (mm2) 9.82 9.82 As' (mm2) 0.00 0.00 As-min 0.00 148.95 142.73 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 34.4 41.3 33.7 15.0 10.9 39.9 Vd @d(kN) 34.4 36.7 27.3 7.0 10.5 31.9 v (N/mm2) 0.38 0.45 0.37 0.16 0.12 0.44 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0.00 0.45 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 4.05 4.05 4.05 4.05 V-Rd (kN) 205.2 196.6 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 205.1 Td (kN.m) 0.1 0.0 0.0 T-min (kN.m) 3.6 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 2.61 < 22.22 OK 5.87 < 73085.68 OK ---
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16 2Y16 2Y16Top Bar Top SupBar
Bottom Bar 2Y16 2Y16 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-6
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Axis: 10 Storey: 1 ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B77 L=4312.5mmHxBw (mm) 450 x 225Flange BfxHf 420 x 150 - 420 x 150
Loads 0.11 0.69
G=5.75
2.16
12.99
3.62
5.75
4.20.11 0.69
Q=1.74
2.16
3.94
3.62
1.74
4.2
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-64.505
42.292
Moment(Env.)
48.507
-44.21
Bending (Top Edge) ... M (kN.m) 48.5 0.3 11.1 d (mm) 407.0 407.0 407.0 K/K' 0.25 0.00 0.06 x (mm) 50.88 50.88 50.88 Asm (mm2) 351.88 2.04 80.18 Asv (mm2) 226.18 148.06 148.29 As (mm2) 351.88 150.10 80.18 As' (mm2) 0.00 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 1.1 44.2 26.5 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.05 0.03
x (mm) 48.75 50.88 48.75 Asm (mm2) 8.02 320.71 200.86 Asv (mm2) 226.18 148.06 148.29 As (mm2) 234.19 320.71 320.71 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 64.5 42.3 Vd @d(kN) 56.3 34.1 v (N/mm2) 0.70 0.46 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 10.6 < 449.61 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-7
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Axis: 11 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B83 L=5175mm B82 L=2250mm B81 L=2325mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 510 x 150 - 510 x 150 210 x 150 - 0 x 0 220 x 150 - 0 x 0
Loads 0.11 0.99
G=8.73
1.35
8.73
1.88
6.136.13
3.41
12.62
4.29
12.6214.6614.67
5.06
11.1310.58
0.11 0.99
Q=2.64
1.35
2.64
1.88
1.861.86
3.41
3.82
4.29
3.82 4.444.44
5.06
3.373.21
UDL G=10.03 Q=0 kN/m
10.58
2.14
3.21
2.14
UDL G=10.03 Q=0 kN/m
0.11 1.16
5.2
2.210.11 1.16
1.58
2.21
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-65.13
106.032
-57.476
-19.812
19.151
Moment(Env.)
-89.262
78.48965.829
2.627
-12.139
Bending (Top Edge) ... M (kN.m) 22.3 78.5 65.8 36.3 7.4 3.0 3.0 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.12 0.41 0.34 0.19 0.04 0.02 0.02 x (mm) 50.88 82.28 67.97 50.88 50.88 50.88 50.88 Asm (mm2) 161.88 588.50 486.14 263.30 53.88 22.01 22.01 Asv (mm2) 228.37 371.79 201.53 140.88 74.23 69.47 67.15 As (mm2) 161.88 588.50 486.14 404.17 128.10 22.01 22.01 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 49.6 89.3 1.1 2.1 6.8 12.1 7.4 d (mm) 390.0 407.0 390.0 390.0 390.0 407.0 390.0 K/K' 0.05 0.08 0.00 0.00 0.01 0.01 0.01
x (mm) 48.75 50.88 48.75 48.75 48.75 50.88 48.75 Asm (mm2) 375.24 647.53 7.96 16.02 51.53 88.06 55.76 Asv (mm2) 228.37 207.85 371.79 74.23 69.47 37.90 67.15 As (mm2) 603.61 647.53 379.75 16.02 88.06 88.06 88.06 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 142.73 148.95 142.73 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 65.1 106.0 57.5 21.2 19.8 19.2 Vd @d(kN) 57.0 88.4 42.8 21.2 12.6 11.3 v (N/mm2) 0.71 1.16 0.63 0.23 0.22 0.21 v-Rdc (N/mm2) 0.57 0.00 0.52 0.52 0.00 0.52 0.52 0.00 0.52 v-Rdmax (N/mm2) 4.05 4.05 4.05 4.05 4.05 4.05 V-Rd (kN) 196.6 196.6 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 205.1 Td (kN.m) 0.0 0.0 0.0 T-min (kN.m) 3.6 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 12.71 < 188.84 OK 5.53 < 47600.98 OK 5.71 < 3279.8 OK
Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19
Bottom Edge 804.25 804.25 804.25 603.19 603.19 603.19 603.19 603.19 603.19Steel Bars ...Hanger Bars 3Y16 3Y16 3Y16Top Bar Top SupBar
Bottom Bar 4Y16 3Y16 3Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-8
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 14 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B85 L=2044.6mm B84 L=2025mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 200 x 150 - 0 x 0 180 x 150 - 0 x 0
Loads 0.05 0.49
G=5.2
0.88
5.2
1.930.05 0.49
Q=1.58
0.88
1.58
1.93
UDL G=2.8 Q=0.34 kN/m
0.11 1.01
4.46
1.910.11 1.01
1.35
1.91
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
27.968
-34.677
1.664
Moment(Env.)
40.001 37.591
-0.093
Bending (Top Edge) ... M (kN.m) 5.5 24.2 40.0 37.6 20.2 3.6 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.03 0.13 0.21 0.20 0.10 0.02 x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 39.57 175.83 290.18 272.70 146.63 26.37 Asv (mm2) 51.77 86.16 98.07 121.59 93.84 41.84 As (mm2) 91.34 261.99 290.18 272.70 240.46 68.21 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 As-min 0.00 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.0 0.1 d (mm) 407.0 390.0 K/K' 0.00 0.00
x (mm) 50.88 48.75 Asm (mm2) 0.13 0.62 Asv (mm2) 51.77 41.84 As (mm2) 0.13 0.62 As' (mm2) 0.00 0.00 As-min 0.00 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 14.8 28.0 34.7 11.9 Vd @d(kN) 14.8 25.2 27.4 11.9 v (N/mm2) 0.16 0.31 0.38 0.13 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0.00 0.45 v -Rdmax (N/mm2) 4.05 4.05 4.05 4.05 V-Rd (kN) 205.2 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 Td (kN.m) 0.0 0.0 T-min (kN.m) 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 5.02 < 20.19 OK 4.98 < 1872518.0 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16 2Y16Top Bar Top SupBar
Bottom Bar 2Y16 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-9
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 15 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B88 L=1425mm B87 L=4050mm B86 L=4762.5mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 0 x 0 - 120 x 150 0 x 0 - 400 x 150 470 x 150 - 470 x 150
Loads
G=6.25
0.28
6.25
1.31
1.14Q=1.89
0.28
1.89
1.31
0.35
UDL G=10.03 Q=0 kN/m
2.74 3.34
2.97
3.942.74 3.34
0.9
3.94
UDL G=10.03 Q=0 kN/m
0.11 1.35
12.25
2.23
16.61
2.53
16.61
3.41
12.25
4.650.11 1.35
3.71
2.23
5.03
2.53
5.03
3.41
3.71
4.65
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-7.626
20.67
-33.489
75.317
-83.423
54.263
Moment(Env.) -1.214
11.975 19.396
-25.648
68.225 70.086
-64.915
Bending (Top Edge) ... M (kN.m) 0.3 5.0 12.0 19.4 0.4 68.2 70.1 0.4 16.2 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.00 0.03 0.06 0.10 0.00 0.35 0.36 0.00 0.08 x (mm) 50.88 50.88 50.88 50.88 50.88 70.64 72.73 50.88 50.88 Asm (mm2) 2.08 36.05 86.87 140.71 3.17 505.26 520.18 3.26 117.73 Asv (mm2) 26.74 50.94 72.48 117.42 207.38 264.09 292.51 198.08 190.26 As (mm2) 28.82 86.87 86.87 140.71 210.55 505.26 520.18 201.35 117.73 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 1.2 1.1 3.4 25.6 2.3 64.9 36.5 d (mm) 390.0 407.0 390.0 407.0 390.0 407.0 390.0 K/K' 0.00 0.00 0.01 0.05 0.00 0.07 0.04
x (mm) 48.75 50.88 48.75 50.88 48.75 50.88 48.75 Asm (mm2) 9.11 8.33 25.93 186.06 17.63 470.91 276.51 Asv (mm2) 26.74 50.94 117.42 207.38 292.51 198.08 190.26 As (mm2) 9.11 9.11 143.35 186.06 310.14 470.91 466.77 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 142.73 148.95 142.73 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 7.6 20.7 33.5 75.3 83.4 54.3 Vd @d(kN) 7.6 12.6 27.0 68.0 75.3 46.9 v (N/mm2) 0.08 0.23 0.37 0.82 0.91 0.59 v-Rdc (N/mm2) 0.52 0.00 0.52 0.52 0.00 0.52 0.52 0.00 0.52 v-Rdmax (N/mm2) 4.05 4.05 4.05 4.05 4.05 4.05 V-Rd (kN) 196.6 196.6 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 205.1 Td (kN.m) 0.0 0.0 0.0 T-min (kN.m) 3.6 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 3.5 < 26653.64 OK 9.95 < 789.78 OK 11.7 < 289.84 OK
Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19
Bottom Edge 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19Steel Bars ...Hanger Bars 3Y16 3Y16 3Y16Top Bar Top SupBar
Bottom Bar 3Y16 3Y16 3Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-10
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 19 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B89 L=5437.5mmHxBw (mm) 450 x 225Flange BfxHf 780 x 150 - 780 x 150
Loads 0 .1 1 0 .5 3
G=4.11
1.35
8.19
2.16
16.15
2.72
16.15
3.54
12.06
4.2
5.574.466.4
5.33
6.46.96
0 .1 1 0 .5 3
Q=1.25
1.35
2.48
2.16
4.89
2.72
4.89
3.54
3.66
4.2
1.691.351.94
5.33
1.942.11
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-87.744
126.804
Moment(Env.)
-155.779
Bending (Top Edge) ... M (kN.m) 38.9 38.9 d (mm) 407.0 407.0 K/K' 0.20 0.20 x (mm) 50.88 50.88 Asm (mm2) 282.52 282.52 Asv (mm2) 307.66 444.62 As (mm2) 282.52 282.52 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 71.8 155.8 103.5 d (mm) 390.0 405.0 390.0 K/K' 0.05 0.10 0.07
x (mm) 48.75 50.63 48.75 Asm (mm2) 543.38 1135.65 783.89 Asv (mm2) 307.66 206.21 444.62 As (mm2) 851.04 1135.65 1135.65 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.22 142.73
Shear and Torsion Design ... Vd (kN) 87.7 126.8 Vd @d(kN) 79.8 114.6 v (N/mm2) 0.96 1.38 v -Rdc (N/mm2) 0.66 0.00 0.66 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 204.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 13.43 < 93.35 OK
Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19
Bottom Edge 1256.64 1256.64 1256.64Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar
Bottom Bar 4Y20Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-11
Project: Guzape_Project
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Axis: 2 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B54 L=2025mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 270 x 150
Loads
G=10
1.91
0.54
Q=3.03
1.91
0.16
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-24.191
18.379
Moment(Env.)
-10.834
Bending (Top Edge) ... M (kN.m) 2.7 2.7 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 19.65 19.65 Asv (mm2) 84.82 64.44 As (mm2) 19.65 19.65 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 7.1 10.8 6.0 d (mm) 390.0 407.0 390.0 K/K' 0.02 0.03 0.02
x (mm) 48.75 50.88 48.75 Asm (mm2) 54.02 78.59 45.67 Asv (mm2) 84.82 35.25 64.44 As (mm2) 78.59 78.59 78.59 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 24.2 18.4 Vd @d(kN) 10.0 10.8 v (N/mm2) 0.26 0.20 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.98 < 1384.93 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-12
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 2 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B55 L=2025mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 260 x 150
Loads
G=7.03
0.58
9.91
2.02
9.91
Q=2.13
0.58
3
2.02
3
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-28.511
29.663
Moment(Env.)
-14.948
Bending (Top Edge) ... M (kN.m) 3.7 3.7 d (mm) 407.0 407.0 K/K' 0.02 0.02 x (mm) 50.88 50.88 Asm (mm2) 27.11 27.11 Asv (mm2) 99.97 104.01 As (mm2) 27.11 27.11 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 9.0 14.9 9.2 d (mm) 390.0 407.0 390.0 K/K' 0.02 0.04 0.02
x (mm) 48.75 50.88 48.75 Asm (mm2) 68.12 108.44 69.33 Asv (mm2) 99.97 46.91 104.01 As (mm2) 108.44 108.44 108.44 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 28.5 29.7 Vd @d(kN) 14.6 14.4 v (N/mm2) 0.31 0.32 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.98 < 819.92 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-13
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 21 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B90 L=825mmHxBw (mm) 450 x 225Flange BfxHf 90 x 150 - 0 x 0
Loads 0.11
G=0.52
0.53
2.57
0.83
2.57
0.11
Q=0.16
0.53
0.78
0.83
0.78
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-6.015
6.726
Moment(Env.)
-1.338
Bending (Top Edge) ... M (kN.m) 0.3 0.3 d (mm) 407.0 407.0 K/K' 0.00 0.00 x (mm) 50.88 50.88 Asm (mm2) 2.43 2.43 Asv (mm2) 21.09 23.58 As (mm2) 2.43 2.43 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.9 1.3 1.0 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.00 0.00
x (mm) 48.75 50.88 48.75 Asm (mm2) 7.18 9.71 7.61 Asv (mm2) 21.09 8.73 23.58 As (mm2) 9.71 9.71 9.71 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 6.0 6.7 Vd @d(kN) 5.5 6.0 v (N/mm2) 0.07 0.07 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 2.03 < 16279.36 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-14
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 22 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B91 L=1687.5mmHxBw (mm) 450 x 225Flange BfxHf 210 x 150 - 210 x 150
Loads 0.11 0.84
G=7.24
1.580.11 0.84
Q=2.19
1.58
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-15.092
15.092
Moment(Env.)
-7.17
Bending (Top Edge) ... M (kN.m) 1.8 1.8 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 13.00 13.00 Asv (mm2) 52.92 52.92 As (mm2) 13.00 13.00 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 4.3 7.2 4.3 d (mm) 390.0 407.0 390.0 K/K' 0.01 0.01 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 32.26 52.02 32.26 Asv (mm2) 52.92 27.87 52.92 As (mm2) 52.02 52.02 52.02 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 15.1 15.1 Vd @d(kN) 7.1 7.1 v (N/mm2) 0.16 0.16 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.15 < 3857.97 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-15
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 23 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B92 L=5175mmHxBw (mm) 450 x 225Flange BfxHf 740 x 150 - 740 x 150
Loads 0.11 2.23
G=20.9721.1621.16
2.91
19.31
4.65
2.04
5.060.11 2.23
Q=6.366.416.41
2.91
5.85
4.65
0.62
5.06
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-81.552
82.60
Moment(Env.)
-126.535
Bending (Top Edge) ... M (kN.m) 31.6 31.6 d (mm) 407.0 407.0 K/K' 0.16 0.16 x (mm) 50.88 50.88 Asm (mm2) 229.48 229.48 Asv (mm2) 285.95 289.62 As (mm2) 229.48 229.48 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 63.6 126.5 63.1 d (mm) 390.0 405.0 390.0 K/K' 0.05 0.09 0.05
x (mm) 48.75 50.63 48.75 Asm (mm2) 481.53 922.46 477.57 Asv (mm2) 285.95 180.55 289.62 As (mm2) 767.48 922.46 767.19 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.22 142.73
Shear and Torsion Design ... Vd (kN) 81.6 82.6 Vd @d(kN) 73.5 69.9 v (N/mm2) 0.89 0.90 v -Rdc (N/mm2) 0.60 0.00 0.60 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 204.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 12.78 < 111.39 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 942.48 942.48 942.48Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 3Y20Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-16
Project: Guzape_Project
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8/19/2019 Guzape Project Report
26/75
Axis: 24 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B93 L=1762.5mmHxBw (mm) 450 x 225Flange BfxHf 230 x 150 - 0 x 0
Loads
G=8.17
1.65
Q=2.48
1.65
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-18.951
14.634
Moment(Env.)
-7.418
Bending (Top Edge) ... M (kN.m) 1.9 1.9 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 13.45 13.45 Asv (mm2) 66.45 51.31 As (mm2) 13.45 13.45 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 5.0 7.4 4.2 d (mm) 390.0 407.0 390.0 K/K' 0.01 0.02 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 37.59 53.82 32.12 Asv (mm2) 66.45 27.25 51.31 As (mm2) 53.82 53.82 53.82 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 19.0 14.6 Vd @d(kN) 6.4 7.4 v (N/mm2) 0.21 0.16 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.1 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.33 < 2165.53 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-17
Project: Guzape_Project
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8/19/2019 Guzape Project Report
27/75
Axis: 24 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B94 L=1425mmHxBw (mm) 450 x 225Flange BfxHf 170 x 150 - 0 x 0
Loads 0.11 1.42
G=6.5
0.11 1.42
Q=1.97
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-11.165
13.97
Moment(Env.)
-4.483
Bending (Top Edge) ... M (kN.m) 1.1 1.1 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 8.13 8.13 Asv (mm2) 39.15 48.98 As (mm2) 8.13 8.13 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 2.7 4.5 3.1 d (mm) 390.0 407.0 390.0 K/K' 0.01 0.01 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 20.43 32.52 23.30 Asv (mm2) 39.15 19.64 48.98 As (mm2) 32.52 32.52 32.52 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 11.2 14.0 Vd @d(kN) 5.1 5.7 v (N/mm2) 0.12 0.15 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 3.5 < 3740.41 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-18
Project: Guzape_Project
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Axis: 25 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B97 L=1687.5mm B96 L=2624.8mm B95 L=1425.2mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 150 x 150 - 0 x 0 --- 120 x 150 - 0 x 0
Loads 0.11 0.84
G=3.62
1.580.11 0.84
Q=1.1
1.58
UDL G=10.03 Q=0 kN/m UDL G=10.03 Q=0 kN/m
0.11 0.71
2.97
1.310.11 0.71
0.9
1.31
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-10.812
15.612
-20.477
14.127
-11.622
11.083
Moment(Env.)
-4.22
4.686
9.074
-7.637
1.56 2.241
-4.415
Bending (Top Edge) ... M (kN.m) 1.1 4.7 9.1 0.0 1.9 2.2 1.1 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.01 0.02 0.05 0.00 0.01 0.01 0.01 x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 7.65 33.99 65.82 0.09 13.85 16.26 8.01 Asv (mm2) 37.91 54.74 71.80 40.47 49.53 40.75 38.86 As (mm2) 7.65 33.99 65.82 40.56 13.85 16.26 8.01 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 2.9 4.2 0.8 0.2 7.6 5.9 3.2 4.4 2.7 d (mm) 390.0 407.0 390.0 390.0 407.0 390.0 390.0 407.0 390.0 K/K' 0.01 0.01 0.00 0.00 0.04 0.03 0.01 0.01 0.01
x (mm) 48.75 50.88 48.75 48.75 50.88 48.75 48.75 50.88 48.75 Asm (mm2) 21.65 30.61 6.33 1.86 55.40 45.03 24.25 32.03 20.25 Asv (mm2) 37.91 31.71 54.74 71.80 40.47 49.53 40.75 21.61 38.86 As (mm2) 30.61 30.61 30.61 55.40 55.40 55.40 32.03 32.03 32.03 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 142.73 148.95 142.73 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 10.8 15.6 20.5 14.1 11.6 11.1 Vd @d(kN) 3.6 8.4 14.0 7.6 5.6 6.3 v (N/mm2) 0.12 0.17 0.22 0.15 0.13 0.12 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0.00 0.45 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 4.05 4.05 4.05 4.05 V-Rd (kN) 196.6 196.6 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 205.1 Td (kN.m) 0.1 0.0 0.0 T-min (kN.m) 3.6 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.15 < 4924.2 OK 6.45 < 1059.91 OK 3.5 < 4058.44 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16 2Y16 2Y16Top Bar Top SupBar
Bottom Bar 2Y16 2Y16 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-19
Project: Guzape_Project
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Axis: 25 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B98 L=1425mmHxBw (mm) 450 x 225Flange BfxHf ---
Loads UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-8.934
8.934
Moment(Env.)
-3.183
Bending (Top Edge) ... M (kN.m) 0.8 0.8 d (mm) 407.0 407.0 K/K' 0.00 0.00 x (mm) 50.88 50.88 Asm (mm2) 5.77 5.77 Asv (mm2) 31.33 31.33 As (mm2) 5.77 5.77 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 2.1 3.2 2.1 d (mm) 390.0 407.0 390.0 K/K' 0.01 0.02 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 15.57 23.09 15.57 Asv (mm2) 31.33 13.19 31.33 As (mm2) 23.09 23.09 23.09 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 8.9 8.9 Vd @d(kN) 3.8 3.8 v (N/mm2) 0.10 0.10 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 3.5 < 2683.91 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-20
Project: Guzape_Project
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Axis: 25a Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B99 L=5175mmHxBw (mm) 450 x 225Flange BfxHf 750 x 150 - 0 x 0
Loads 0.11 2.27
G=10.67
2.91
10.67
5.060.11 2.27
Q=3.23
2.91
3.23
5.06
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-57.859
57.859
Moment(Env.)
-86.461
Bending (Top Edge) ... M (kN.m) 21.6 21.6 d (mm) 407.0 407.0 K/K' 0.11 0.11 x (mm) 50.88 50.88 Asm (mm2) 156.80 156.80 Asv (mm2) 202.87 202.88 As (mm2) 156.80 156.80 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 44.0 86.5 44.0 d (mm) 390.0 407.0 390.0 K/K' 0.06 0.10 0.06
x (mm) 48.75 50.88 48.75 Asm (mm2) 333.21 627.21 333.21 Asv (mm2) 202.87 120.50 202.88 As (mm2) 536.09 627.21 536.08 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 57.9 57.9 Vd @d(kN) 50.6 50.6 v (N/mm2) 0.63 0.63 v -Rdc (N/mm2) 0.57 0.00 0.57 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 12.71 < 107.13 OK
Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19
Bottom Edge 804.25 804.25 804.25Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar
Bottom Bar 4Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-21
Project: Guzape_Project
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Axis: 3 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B56 L=1843.6mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 240 x 150
Loads
G=8.54
0.8
8.54
1.36
0.99
1.49
0.59
1.75
1.111.11
Q=2.59
0.8
2.59
1.36
0.3
1.49
0.18
1.75
0.340.34
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-22.832
17.214
Moment(Env.)
-9.62
Bending (Top Edge) ... M (kN.m) 2.4 2.4 d (mm) 407.0 407.0 K/K' 0.01 0.01 x (mm) 50.88 50.88 Asm (mm2) 17.45 17.45 Asv (mm2) 80.06 60.36 As (mm2) 17.45 17.45 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 6.4 9.6 5.2 d (mm) 390.0 407.0 390.0 K/K' 0.02 0.02 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 48.16 69.79 39.33 Asv (mm2) 80.06 34.72 60.36 As (mm2) 69.79 69.79 69.79 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 22.8 17.2 Vd @d(kN) 8.8 9.9 v (N/mm2) 0.25 0.19 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.53 < 1508.89 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-22
Project: Guzape_Project
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Axis: 3 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B57 L=1987.5mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 260 x 150
Loads
G=6.5
0.41
8.54
1.99
8.54
Q=1.97
0.41
2.59
1.99
2.59
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-26.257
26.874
Moment(Env.)
-13.329
Bending (Top Edge) ... M (kN.m) 3.3 3.3 d (mm) 407.0 407.0 K/K' 0.02 0.02 x (mm) 50.88 50.88 Asm (mm2) 24.17 24.17 Asv (mm2) 92.06 94.23 As (mm2) 24.17 24.17 As' (mm2) 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 8.1 13.3 8.2 d (mm) 390.0 407.0 390.0 K/K' 0.02 0.03 0.02
x (mm) 48.75 50.88 48.75 Asm (mm2) 61.39 96.69 61.85 Asv (mm2) 92.06 42.03 94.23 As (mm2) 96.69 96.69 96.69 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 26.3 26.9 Vd @d(kN) 12.9 12.8 v (N/mm2) 0.29 0.29 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 4.88 < 977.91 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-23
Project: Guzape_Project
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Axis: 4 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B61 L=3412.7mm B60 L=3187.5mm B59 L=2250mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 330 x 150 - 330 x 150 310 x 150 - 310 x 150 0 x 0 - 210 x 150
Loads 0.11 0.86
G=7.43
1.84
12.25
2.55
12.25
3.3
8.548.54
0.11 0.86
Q=2.25
1.84
3.71
2.55
3.71
3.3
2.592.59
UDL G=10.03 Q=0 kN/m
8.548.54
0.86
12.25
1.35
12.25
2.33
7.43
3.08
2.592.59
0.86
3.71
1.35
3.71
2.33
2.25
3.08
UDL G=10.03 Q=0 kN/m
0.11 1.13
5.01
2.140.11 1.13
1.52
2.14
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
-30.898
63.506
-58.685
29.203
-15.967
22.417
Moment(Env.)
-25.173
41.355 40.903
-16.576
6.738 4.612
-5.028
11.998
Bending (Top Edge) ... M (kN.m) 6.3 0.5 41.4 40.9 3.3 6.7 4.6 1.5 12.0 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.03 0.00 0.21 0.21 0.02 0.03 0.02 0.01 0.06 x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 45.65 3.79 300.00 296.72 23.96 48.88 33.46 10.62 87.04 Asv (mm2) 108.34 126.86 222.67 205.77 116.55 102.40 55.99 47.59 78.60 As (mm2) 45.65 130.65 300.00 296.72 140.51 48.88 33.46 58.21 87.04 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 15.7 25.2 16.6 8.1 2.3 5.0 0.0 d (mm) 390.0 407.0 407.0 390.0 390.0 407.0 390.0 K/K' 0.02 0.03 0.02 0.01 0.00 0.01 0.00
x (mm) 48.75 50.88 50.88 48.75 48.75 50.88 48.75 Asm (mm2) 118.67 182.62 120.25 61.14 17.70 36.48 0.16 Asv (mm2) 108.34 126.86 116.55 102.40 55.99 47.59 78.60 As (mm2) 182.62 182.62 120.25 120.25 36.48 36.48 36.48 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 As-min 142.73 148.95 142.73 142.73 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 30.9 63.5 58.7 29.2 16.0 22.4 Vd @d(kN) 22.8 48.6 43.9 21.2 8.7 15.2 v (N/mm2) 0.34 0.69 0.64 0.32 0.17 0.24 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0.00 0.45 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 4.05 4.05 4.05 4.05 V-Rd (kN) 196.6 196.6 196.6 196.6 196.6 196.6 Vnom (kN) 205.1 205.1 205.1 Td (kN.m) 0.0 0.0 0.0 T-min (kN.m) 3.6 3.6 3.6 b-sup (mm) 0.0 0.0 0.0 0.0 0.0 0.0 Links Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 8.38 < 964.68 OK 7.83 < 1963.11 OK 5.53 < 9781.28 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16 2Y16 2Y16Top Bar Top SupBar
Bottom Bar 2Y16 2Y16 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-24
Project: Guzape_Project
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Axis: 4 Storey: 1 ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B58 L=2325mmHxBw (mm) 450 x 225Flange BfxHf 0 x 0 - 220 x 150
Loads 0.11 1.16
G=5.2
2.210.11 1.16
Q=1.58
2.21
UDL G=10.03 Q=0 kN/m
Shear Force(Env.) -23.467
15.707
Moment(Env.)
9.855
-8.44
Bending (Top Edge) ... M (kN.m) 9.9 0.0 2.1 d (mm) 407.0 407.0 407.0 K/K' 0.05 0.00 0.01 x (mm) 50.88 50.88 50.88 Asm (mm2) 71.49 0.16 15.31 Asv (mm2) 82.28 50.61 55.08 As (mm2) 71.49 50.77 15.31 As' (mm2) 0.00 0.00 0.00 As-min 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.5 8.4 5.7 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.01 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 3.61 61.23 43.39 Asv (mm2) 82.28 50.61 55.08 As (mm2) 61.23 61.23 61.23 As' (mm2) 0.00 0.00 0.00 As-min 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 23.5 15.7 Vd @d(kN) 16.2 8.0 v (N/mm2) 0.26 0.17 v -Rdc (N/mm2) 0.45 0.00 0.45 v-Rdmax (N/mm2) 4.05 4.05 V-Rd (kN) 196.6 196.6 Vnom (kN) 205.1 Td (kN.m) 0.0 T-min (kN.m) 3.6 b-sup (mm) 0.0 0.0 Links Y10-250 Y10-250 Y10-250
Deflection Check ... L/d 5.71 < 3978.94 OK
Provided Steel Areas (mm2)Top Edge 402.12 402.12 402.12
Bottom Edge 402.12 402.12 402.12Steel Bars ...Hanger Bars 2Y16Top Bar Top SupBar
Bottom Bar 2Y16Bottom Bar Bot SupBar
Side Bars
Guzape ProjectBEAM DESIGN RESULTS
Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-25
Project: Guzape_Project
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8/19/2019 Guzape Project Report
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Axis: 5 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))
B63 L=1634.6mm B62 L=2025mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 0 x 0 - 150 x 150 190 x 150 - 190 x 150
Loads 0.05 0.33
G=3.43
0.83
3.43
1.520.05 0.33
Q=1.04
0.83
1.04
1.52
UDL G=2.8 Q=0.34 kN/m
0.11
4.38
0.81
11.25
1.22
13.29
1.91
13.313.7613.76
0.11
1.33
0.81
3.41
1.22
4.03
1.91
4.034.174.17
UDL G=10.03 Q=0 kN/m
Shear Force(Env.)
20.468
-44.878
18.436
Moment(Env.)
23.42
35.111
-4.80
Bending (Top Edge) ... M (kN.m) 3.0 13.9 23.4 35.1 12.9 1.2 d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 K/K' 0.02 0.07 0.12 0.18 0.07 0.01 x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 Asm (mm2) 21.62 100.92 169.90 254.70 93.50 8.63 Asv (mm2) 40.47 62.63 71.77 157.36 114.79 64.64 As (mm2) 62.09 163.54 169.90 254.70 208.29 73.27 As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 As-min 0.00 148.95 148.95 148.95 148.95 148.95
Bending (Bottom Edge) ... M (kN.m) 0.7 4.8 4.4 d (mm) 390.0 407.0 390.0 K/K' 0.00 0.01 0.01
x (mm) 48.75 50.88 48.75 Asm (mm2) 5.13 34.52 33.51 Asv (mm2) 40.47 114.79 64.64 As (mm2) 5.13 34.52 34.52 As' (mm2) 0.00 0.00 0.00 As-min 0.00 148.95 142.73 142.73 148.95 142.73
Shear and Torsion Design ... Vd (kN) 11.5 20.5 44.9 18.4 Vd @d(kN) 11.5 17.7 33.9 6.3 v (N/mm2) 0.13 0.22 0.49 0.20 v-Rdc (N/mm2) 0.45 0.00 0.45 0.45 0
