8/19/2019 Katampe Project Report.pdf

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PAD/PILE FOOTING RESULTS

  BT1  --------------------------------------------------------------------------------  Columns/Loadings:  Column Cmb N Mx My  C11 1 -131.0 0.0 0.0 G+Q *F  2 -103.1 0.0 0.0 G+Q  3 -131.0 0.0 0.0 G+QP1 *F  4 -118.2 0.0 0.0 G+QP2 *F  5 -129.6 0.0 0.0 G+Q+Nx  6 -132.4 0.0 0.0 G+Q-Nx  7 -134.7 0.0 0.0 G+Q+Ny  8 -127.3 0.0 0.0 G+Q-Ny  C21 1 -113.9 0.0 0.0 G+Q *F  2 -91.2 0.0 0.0 G+Q  3 -113.7 0.0 0.0 G+QP1 *F  4 -114.4 0.0 0.0 G+QP2 *F  5 -113.8 0.0 0.0 G+Q+Nx  6 -114.0 0.0 0.0 G+Q-Nx  7 -110.6 0.0 0.0 G+Q+Ny  8 -117.2 0.0 0.0 G+Q-Ny  C22 1 -123.6 0.0 0.0 G+Q *F  2 -97.5 0.0 0.0 G+Q  3 -120.4 0.0 0.0 G+QP1 *F  4 -116.4 0.0 0.0 G+QP2 *F  5 -120.2 0.0 0.0 G+Q+Nx  6 -127.0 0.0 0.0 G+Q-Nx  7 -124.0 0.0 0.0 G+Q+Ny  8 -123.2 0.0 0.0 G+Q-Ny  C1 1 -90.5 0.0 0.0 G+Q *F  2 -71.3 0.0 0.0 G+Q  3 -90.7 0.0 0.0 G+QP1 *F  4 -82.6 0.0 0.0 G+QP2 *F  5 -90.1 0.0 0.0 G+Q+Nx  6 -90.8 0.0 0.0 G+Q-Nx  7 -90.8 0.0 0.0 G+Q+Ny  8 -90.1 0.0 0.0 G+Q-Ny  C3 1 -141.5 0.0 0.0 G+Q *F

  2 -111.4 0.0 0.0 G+Q  3 -140.6 0.0 0.0 G+QP1 *F  4 -128.4 0.0 0.0 G+QP2 *F  5 -142.1 0.0 0.0 G+Q+Nx  6 -141.0 0.0 0.0 G+Q-Nx  7 -141.6 0.0 0.0 G+Q+Ny  8 -141.5 0.0 0.0 G+Q-Ny  C2 1 -162.0 0.0 0.0 G+Q *F  2 -127.4 0.0 0.0 G+Q  3 -158.9 0.0 0.0 G+QP1 *F  4 -148.7 0.0 0.0 G+QP2 *F  5 -160.8 0.0 0.0 G+Q+Nx  6 -163.2 0.0 0.0 G+Q-Nx  7 -162.4 0.0 0.0 G+Q+Ny  8 -161.6 0.0 0.0 G+Q-Ny  C6 1 -132.9 0.0 0.0 G+Q *F  2 -104.6 0.0 0.0 G+Q  3 -131.1 0.0 0.0 G+QP1 *F  4 -121.9 0.0 0.0 G+QP2 *F  5 -133.2 0.0 0.0 G+Q+Nx  6 -132.6 0.0 0.0 G+Q-Nx  7 -132.9 0.0 0.0 G+Q+Ny  8 -132.9 0.0 0.0 G+Q-Ny  C7 1 -152.2 0.0 0.0 G+Q *F

  2 -119.7 0.0 0.0 G+Q  3 -140.7 0.0 0.0 G+QP1 *F  4 -148.3 0.0 0.0 G+QP2 *F  5 -152.2 0.0 0.0 G+Q+Nx  6 -152.1 0.0 0.0 G+Q-Nx  7 -152.2 0.0 0.0 G+Q+Ny  8 -152.2 0.0 0.0 G+Q-Ny  C8 1 -138.7 0.0 0.0 G+Q *F  2 -109.1 0.0 0.0 G+Q  3 -136.2 0.0 0.0 G+QP1 *F  4 -127.5 0.0 0.0 G+QP2 *F  5 -138.3 0.0 0.0 G+Q+Nx  6 -139.1 0.0 0.0 G+Q-Nx  7 -138.7 0.0 0.0 G+Q+Ny  8 -138.7 0.0 0.0 G+Q-Ny  C10 1 -90.6 0.0 0.0 G+Q *F  2 -71.4 0.0 0.0 G+Q  3 -90.7 0.0 0.0 G+QP1 *F  4 -82.7 0.0 0.0 G+QP2 *F  5 -90.9 0.0 0.0 G+Q+Nx  6 -90.2 0.0 0.0 G+Q-Nx  7 -91.0 0.0 0.0 G+Q+Ny  8 -90.2 0.0 0.0 G+Q-Ny

  C9 1 -162.4 0.0 0.0 G+Q *F  2 -127.7 0.0 0.0 G+Q  3 -159.7 0.0 0.0 G+QP1 *F  4 -148.6 0.0 0.0 G+QP2 *F  5 -163.6 0.0 0.0 G+Q+Nx  6 -161.2 0.0 0.0 G+Q-Nx  7 -162.8 0.0 0.0 G+Q+Ny  8 -162.0 0.0 0.0 G+Q-Ny  C30 1 -106.2 0.0 0.0 G+Q *F  2 -83.9 0.0 0.0 G+Q  3 -102.8 0.0 0.0 G+QP1 *F  4 -102.0 0.0 0.0 G+QP2 *F  5 -109.4 0.0 0.0 G+Q+Nx  6 -102.9 0.0 0.0 G+Q-Nx  7 -105.5 0.0 0.0 G+Q+Ny  8 -106.8 0.0 0.0 G+Q-Ny  C20 1 -133.1 0.0 0.0 G+Q *F  2 -104.7 0.0 0.0 G+Q  3 -132.9 0.0 0.0 G+QP1 *F  4 -120.1 0.0 0.0 G+QP2 *F  5 -134.5 0.0 0.0 G+Q+Nx  6 -131.6 0.0 0.0 G+Q-Nx  7 -137.3 0.0 0.0 G+Q+Ny  8 -128.8 0.0 0.0 G+Q-Ny

  C31 1 -111.6 0.0 0.0 G+Q *F  2 -89.4 0.0 0.0 G+Q  3 -111.6 0.0 0.0 G+QP1 *F  4 -112.4 0.0 0.0 G+QP2 *F  5 -111.6 0.0 0.0 G+Q+Nx  6 -111.6 0.0 0.0 G+Q-Nx  7 -107.8 0.0 0.0 G+Q+Ny  8 -115.4 0.0 0.0 G+Q-Ny  C43 1 -125.4 0.0 0.0 G+Q *F  2 -98.7 0.0 0.0 G+Q  3 -119.1 0.0 0.0 G+QP1 *F  4 -119.7 0.0 0.0 G+QP2 *F  5 -126.4 0.0 0.0 G+Q+Nx

Project: Katampe_Project - Katampe ProjectPAD/PILE FOOTING RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-1

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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  6 -124.5 0.0 0.0 G+Q-Nx  7 -122.3 0.0 0.0 G+Q+Ny  8 -128.6 0.0 0.0 G+Q-Ny  C32 1 -138.0 0.0 0.0 G+Q *F  2 -108.5 0.0 0.0 G+Q  3 -138.2 0.0 0.0 G+QP1 *F  4 -123.7 0.0 0.0 G+QP2 *F  5 -137.3 0.0 0.0 G+Q+Nx  6 -138.7 0.0 0.0 G+Q-Nx  7 -137.6 0.0 0.0 G+Q+Ny  8 -138.5 0.0 0.0 G+Q-Ny  C15 1 -134.7 0.0 0.0 G+Q *F  2 -105.5 0.0 0.0 G+Q  3 -130.9 0.0 0.0 G+QP1 *F  4 -121.4 0.0 0.0 G+QP2 *F  5 -137.0 0.0 0.0 G+Q+Nx  6 -132.4 0.0 0.0 G+Q-Nx  7 -136.1 0.0 0.0 G+Q+Ny

  8 -133.3 0.0 0.0 G+Q-Ny  C14 1 -143.4 0.0 0.0 G+Q *F  2 -112.5 0.0 0.0 G+Q  3 -133.3 0.0 0.0 G+QP1 *F  4 -136.7 0.0 0.0 G+QP2 *F  5 -141.8 0.0 0.0 G+Q+Nx  6 -145.1 0.0 0.0 G+Q-Nx  7 -143.8 0.0 0.0 G+Q+Ny  8 -143.1 0.0 0.0 G+Q-Ny  C38 1 -141.6 0.0 0.0 G+Q *F  2 -111.3 0.0 0.0 G+Q  3 -138.6 0.0 0.0 G+QP1 *F  4 -129.8 0.0 0.0 G+QP2 *F  5 -140.8 0.0 0.0 G+Q+Nx  6 -142.5 0.0 0.0 G+Q-Nx  7 -137.9 0.0 0.0 G+Q+Ny  8 -145.4 0.0 0.0 G+Q-Ny  C55 1 -161.4 0.0 0.0 G+Q *F  2 -127.8 0.0 0.0 G+Q  3 -156.5 0.0 0.0 G+QP1 *F  4 -156.1 0.0 0.0 G+QP2 *F  5 -160.7 0.0 0.0 G+Q+Nx  6 -162.1 0.0 0.0 G+Q-Nx  7 -159.4 0.0 0.0 G+Q+Ny  8 -163.5 0.0 0.0 G+Q-Ny  C57 1 -127.6 0.0 0.0 G+Q *F  2 -101.0 0.0 0.0 G+Q  3 -128.1 0.0 0.0 G+QP1 *F  4 -118.7 0.0 0.0 G+QP2 *F  5 -127.8 0.0 0.0 G+Q+Nx  6 -127.4 0.0 0.0 G+Q-Nx  7 -126.9 0.0 0.0 G+Q+Ny  8 -128.3 0.0 0.0 G+Q-Ny  C62 1 -24.5 0.0 0.0 G+Q *F  2 -19.8 0.0 0.0 G+Q  3 -25.4 0.0 0.0 G+QP1 *F  4 -25.0 0.0 0.0 G+QP2 *F  5 -24.5 0.0 0.0 G+Q+Nx  6 -24.5 0.0 0.0 G+Q-Nx  7 -22.5 0.0 0.0 G+Q+Ny  8 -26.4 0.0 0.0 G+Q-Ny  C58 1 -155.8 0.0 0.0 G+Q *F  2 -123.3 0.0 0.0 G+Q  3 -162.6 0.0 0.0 G+QP1 *F  4 -138.6 0.0 0.0 G+QP2 *F  5 -155.9 0.0 0.0 G+Q+Nx  6 -155.8 0.0 0.0 G+Q-Nx

  7 -153.7 0.0 0.0 G+Q+Ny  8 -157.9 0.0 0.0 G+Q-Ny  Columns: C11, C21, C22, C1, C3, C2, C6, C7, C8, C10, C9, C30, C20, C31, C43, C32, C15, C14, C38, C55, C57, C62, C58  bx = 225.0 mm by = 225.0 mm  Effects: Column = C9 - Critical Combination = 5 (G+Q+Nx)  N = -163.6 kN Mx = 0.0 kN.m  My = 0.0 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 = 183.556 kN/m2 S-min = 183.556 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 = 174.3 kN V-eff = 174.3 kN  v = 0.78 N/mm2 < v-Rdmax = 4.05 N/mm2  Punching Check (At 'd'):

Vt = 114.4 kN V-eff = 114.4 kN  v = 0.21 N/mm2 < v-Rdc = 0.46 N/mm2  X Dir: Footing Design: M = 13.8 kN.m/m  K/K' = 0.04 < 1.0  As = 496.00 mm2/m Y12-225

  Shear Check (At Column Face):  v = 0.28 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.10 N/mm2 < v-Rdc = 0.46 N/mm2  Y Dir: Footing Design: M = 13.8 kN.m/m  K/K' = 0.05 < 1.0  As = 496.00 mm2/m Y12-225  Shear Check (At Column Face):  v = 0.29 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.11 N/mm2 < v-Rdc = 0.46 N/mm2

  BT3  --------------------------------------------------------------------------------  Columns/Loadings:  Column Cmb N Mx My  C17 1 -245.5 0.0 0.0 G+Q *F  2 -192.6 0.0 0.0 G+Q  3 -230.2 0.0 0.0 G+QP1 *F  4 -232.2 0.0 0.0 G+QP2 *F  5 -245.5 0.0 0.0 G+Q+Nx  6 -245.4 0.0 0.0 G+Q-Nx  7 -247.0 0.0 0.0 G+Q+Ny

  8 -243.9 0.0 0.0 G+Q-Ny  C27 1 -276.1 0.0 0.0 G+Q *F  2 -216.9 0.0 0.0 G+Q  3 -264.6 0.0 0.0 G+QP1 *F  4 -257.9 0.0 0.0 G+QP2 *F  5 -275.9 0.0 0.0 G+Q+Nx  6 -276.2 0.0 0.0 G+Q-Nx  7 -276.5 0.0 0.0 G+Q+Ny  8 -275.6 0.0 0.0 G+Q-Ny  C18 1 -243.1 0.0 0.0 G+Q *F  2 -190.7 0.0 0.0 G+Q  3 -228.7 0.0 0.0 G+QP1 *F  4 -229.1 0.0 0.0 G+QP2 *F

Project: Katampe_Project - Katampe ProjectPAD/PILE FOOTING RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-2

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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  5 -243.0 0.0 0.0 G+Q+Nx  6 -243.1 0.0 0.0 G+Q-Nx  7 -244.6 0.0 0.0 G+Q+Ny  8 -241.5 0.0 0.0 G+Q-Ny  C28 1 -282.2 0.0 0.0 G+Q *F  2 -221.7 0.0 0.0 G+Q  3 -275.2 0.0 0.0 G+QP1 *F  4 -259.0 0.0 0.0 G+QP2 *F  5 -282.5 0.0 0.0 G+Q+Nx  6 -281.9 0.0 0.0 G+Q-Nx  7 -282.6 0.0 0.0 G+Q+Ny  8 -281.8 0.0 0.0 G+Q-Ny  C19 1 -253.5 0.0 0.0 G+Q *F  2 -198.6 0.0 0.0 G+Q  3 -245.0 0.0 0.0 G+QP1 *F  4 -230.7 0.0 0.0 G+QP2 *F  5 -254.2 0.0 0.0 G+Q+Nx  6 -252.8 0.0 0.0 G+Q-Nx

  7 -257.2 0.0 0.0 G+Q+Ny  8 -249.7 0.0 0.0 G+Q-Ny  C29 1 -289.2 0.0 0.0 G+Q *F  2 -226.5 0.0 0.0 G+Q  3 -279.7 0.0 0.0 G+QP1 *F  4 -262.5 0.0 0.0 G+QP2 *F  5 -285.9 0.0 0.0 G+Q+Nx  6 -292.5 0.0 0.0 G+Q-Nx  7 -286.8 0.0 0.0 G+Q+Ny  8 -291.5 0.0 0.0 G+Q-Ny  C59 1 -247.8 0.0 0.0 G+Q *F  2 -194.9 0.0 0.0 G+Q  3 -245.0 0.0 0.0 G+QP1 *F  4 -225.4 0.0 0.0 G+QP2 *F  5 -247.9 0.0 0.0 G+Q+Nx  6 -247.8 0.0 0.0 G+Q-Nx  7 -247.1 0.0 0.0 G+Q+Ny  8 -248.6 0.0 0.0 G+Q-Ny  C60 1 -246.1 0.0 0.0 G+Q *F  2 -193.6 0.0 0.0 G+Q  3 -243.4 0.0 0.0 G+QP1 *F  4 -223.7 0.0 0.0 G+QP2 *F  5 -245.8 0.0 0.0 G+Q+Nx  6 -246.5 0.0 0.0 G+Q-Nx  7 -245.3 0.0 0.0 G+Q+Ny  8 -247.0 0.0 0.0 G+Q-Ny  C61 1 -164.0 0.0 0.0 G+Q *F  2 -129.8 0.0 0.0 G+Q  3 -170.6 0.0 0.0 G+QP1 *F  4 -146.9 0.0 0.0 G+QP2 *F  5 -164.7 0.0 0.0 G+Q+Nx  6 -163.3 0.0 0.0 G+Q-Nx  7 -161.8 0.0 0.0 G+Q+Ny  8 -166.3 0.0 0.0 G+Q-Ny  C46 1 -271.7 0.0 0.0 G+Q *F  2 -213.5 0.0 0.0 G+Q  3 -261.6 0.0 0.0 G+QP1 *F  4 -253.0 0.0 0.0 G+QP2 *F  5 -271.8 0.0 0.0 G+Q+Nx  6 -271.7 0.0 0.0 G+Q-Nx  7 -270.3 0.0 0.0 G+Q+Ny  8 -273.2 0.0 0.0 G+Q-Ny  C40 1 -251.0 0.0 0.0 G+Q *F  2 -198.1 0.0 0.0 G+Q  3 -240.4 0.0 0.0 G+QP1 *F  4 -241.8 0.0 0.0 G+QP2 *F  5 -251.3 0.0 0.0 G+Q+Nx

  6 -250.7 0.0 0.0 G+Q-Nx  7 -251.4 0.0 0.0 G+Q+Ny  8 -250.5 0.0 0.0 G+Q-Ny  C56 1 -262.3 0.0 0.0 G+Q *F  2 -206.1 0.0 0.0 G+Q  3 -247.6 0.0 0.0 G+QP1 *F  4 -249.4 0.0 0.0 G+QP2 *F  5 -262.2 0.0 0.0 G+Q+Nx  6 -262.3 0.0 0.0 G+Q-Nx  7 -261.6 0.0 0.0 G+Q+Ny  8 -263.0 0.0 0.0 G+Q-Ny  C12 1 -262.3 0.0 0.0 G+Q *F  2 -205.5 0.0 0.0 G+Q  3 -254.5 0.0 0.0 G+QP1 *F  4 -237.7 0.0 0.0 G+QP2 *F  5 -261.7 0.0 0.0 G+Q+Nx  6 -262.9 0.0 0.0 G+Q-Nx  7 -265.7 0.0 0.0 G+Q+Ny  8 -259.0 0.0 0.0 G+Q-Ny  C23 1 -287.3 0.0 0.0 G+Q *F  2 -225.2 0.0 0.0 G+Q  3 -283.2 0.0 0.0 G+QP1 *F  4 -256.5 0.0 0.0 G+QP2 *F  5 -290.5 0.0 0.0 G+Q+Nx

  6 -284.0 0.0 0.0 G+Q-Nx  7 -285.3 0.0 0.0 G+Q+Ny  8 -289.2 0.0 0.0 G+Q-Ny  C13 1 -176.2 0.0 0.0 G+Q *F  2 -138.1 0.0 0.0 G+Q  3 -165.6 0.0 0.0 G+QP1 *F  4 -165.4 0.0 0.0 G+QP2 *F  5 -175.2 0.0 0.0 G+Q+Nx  6 -177.3 0.0 0.0 G+Q-Nx  7 -177.6 0.0 0.0 G+Q+Ny  8 -174.9 0.0 0.0 G+Q-Ny  C24 1 -299.5 0.0 0.0 G+Q *F  2 -235.0 0.0 0.0 G+Q  3 -295.2 0.0 0.0 G+QP1 *F  4 -269.5 0.0 0.0 G+QP2 *F  5 -299.9 0.0 0.0 G+Q+Nx  6 -299.2 0.0 0.0 G+Q-Nx  7 -299.9 0.0 0.0 G+Q+Ny  8 -299.2 0.0 0.0 G+Q-Ny  C25 1 -205.7 0.0 0.0 G+Q *F  2 -162.9 0.0 0.0 G+Q  3 -203.2 0.0 0.0 G+QP1 *F  4 -196.0 0.0 0.0 G+QP2 *F

  5 -205.5 0.0 0.0 G+Q+Nx  6 -205.8 0.0 0.0 G+Q-Nx  7 -205.6 0.0 0.0 G+Q+Ny  8 -205.7 0.0 0.0 G+Q-Ny  C16 1 -261.5 0.0 0.0 G+Q *F  2 -205.1 0.0 0.0 G+Q  3 -252.2 0.0 0.0 G+QP1 *F  4 -240.1 0.0 0.0 G+QP2 *F  5 -261.6 0.0 0.0 G+Q+Nx  6 -261.3 0.0 0.0 G+Q-Nx  7 -265.0 0.0 0.0 G+Q+Ny  8 -258.0 0.0 0.0 G+Q-Ny  C33 1 -228.0 0.0 0.0 G+Q *F

Project: Katampe_Project - Katampe ProjectPAD/PILE FOOTING RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: FTG-3

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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  2 -179.0 0.0 0.0 G+Q  3 -221.7 0.0 0.0 G+QP1 *F  4 -208.8 0.0 0.0 G+QP2 *F  5 -228.0 0.0 0.0 G+Q+Nx  6 -227.9 0.0 0.0 G+Q-Nx  7 -228.0 0.0 0.0 G+Q+Ny  8 -227.9 0.0 0.0 G+Q-Ny  Columns: C17, C27, C18, C28, C19, C29, C59, C60, C61, C46, C40, C56, C12, C23, C13, C24, C25, C16, C33  bx = 225.0 mm by = 225.0 mm  Effects: Column = C24 - Critical Combination = 5 (G+Q+Nx)  N = -299.9 kN Mx = 0.0 kN.m  My = 0.0 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 = 173.649 kN/m2 S-min = 173.649 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 = 331.6 kN V-eff = 331.6 kN  v = 1.35 N/mm2 < v-Rdmax = 4.05 N/mm2  Punching Check (At 'd'):

Vt = 265.0 kN V-eff = 265.0 kN  v = 0.41 N/mm2 < v-Rdc = 0.44 N/mm2  X Dir: Footing Design: M = 30.0 kN.m/m  K/K' = 0.07 < 1.0  As = 546.00 mm2/m Y12-200  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 = 0.44 N/mm2  Y Dir: Footing Design: M = 30.0 kN.m/m  K/K' = 0.08 < 1.0  As = 546.00 mm2/m Y12-200  Shear Check (At Column Face):  v = 0.38 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.21 N/mm2 < v-Rdc = 0.44 N/mm2

  BT2  --------------------------------------------------------------------------------  Columns/Loadings:  Column Cmb N Mx My  C49 1 -177.0 0.0 0.0 G+Q *F  2 -139.2 0.0 0.0 G+Q  3 -166.6 0.0 0.0 G+QP1 *F  4 -169.4 0.0 0.0 G+QP2 *F  5 -176.5 0.0 0.0 G+Q+Nx  6 -177.5 0.0 0.0 G+Q-Nx  7 -178.4 0.0 0.0 G+Q+Ny  8 -175.6 0.0 0.0 G+Q-Ny  C54 1 -25.0 0.0 0.0 G+Q *F  2 -20.2 0.0 0.0 G+Q  3 -29.3 0.0 0.0 G+QP1 *F  4 -22.0 0.0 0.0 G+QP2 *F  5 -25.0 0.0 0.0 G+Q+Nx  6 -25.0 0.0 0.0 G+Q-Nx  7 -23.2 0.0 0.0 G+Q+Ny  8 -26.7 0.0 0.0 G+Q-Ny  C4 1 -196.0 0.0 0.0 G+Q *F  2 -153.9 0.0 0.0 G+Q  3 -179.1 0.0 0.0 G+QP1 *F  4 -191.3 0.0 0.0 G+QP2 *F

  5 -196.2 0.0 0.0 G+Q+Nx  6 -195.7 0.0 0.0 G+Q-Nx  7 -196.3 0.0 0.0 G+Q+Ny  8 -195.7 0.0 0.0 G+Q-Ny  C5 1 -177.0 0.0 0.0 G+Q *F  2 -139.0 0.0 0.0 G+Q  3 -167.2 0.0 0.0 G+QP1 *F  4 -167.7 0.0 0.0 G+QP2 *F  5 -176.3 0.0 0.0 G+Q+Nx  6 -177.7 0.0 0.0 G+Q-Nx  7 -177.4 0.0 0.0 G+Q+Ny  8 -176.5 0.0 0.0 G+Q-Ny  C53 1 -177.4 0.0 0.0 G+Q *F  2 -139.5 0.0 0.0 G+Q  3 -166.7 0.0 0.0 G+QP1 *F  4 -169.9 0.0 0.0 G+QP2 *F  5 -177.9 0.0 0.0 G+Q+Nx  6 -176.9 0.0 0.0 G+Q-Nx  7 -179.0 0.0 0.0 G+Q+Ny  8 -175.8 0.0 0.0 G+Q-Ny  Columns: C49, C54, C4, C5, C53  bx = 225.0 mm by = 225.0 mm  Effects: Column = C4 - Critical Combination = 7 (G+Q+Ny)  N = -196.3 kN Mx = 0.0 kN.m

  My = 0.0 kN.m  Footing Dimensions:  Lx = 1100.0 mm Ly = 1100.0 mm  h = 300.0 mm h-Tap = 0.0 mm  Soil Stresses:  S-max = 182.236 kN/m2 S-min = 182.236 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 = 211.3 kN V-eff = 211.3 kN  v = 0.95 N/mm2 < v-Rdmax = 4.05 N/mm2  Punching Check (At 'd'):

Vt = 151.8 kN V-eff = 151.8 kN  v = 0.28 N/mm2 < v-Rdc = 0.46 N/mm2  X Dir: Footing Design: M = 17.4 kN.m/m  K/K' = 0.06 < 1.0  As = 496.00 mm2/m Y12-225  Shear Check (At Column Face):  v = 0.33 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.15 N/mm2 < v-Rdc = 0.46 N/mm2  Y Dir: Footing Design: M = 17.4 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 = 0.13 N/mm2 < v-Rdc = 0.46 N/mm2

  BT4  --------------------------------------------------------------------------------  Columns/Loadings:  Column Cmb N Mx My  C50 1 -388.6 0.0 0.0 G+Q *F  2 -303.2 0.0 0.0 G+Q

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  3 -342.3 0.0 0.0 G+QP1 *F  4 -377.1 0.0 0.0 G+QP2 *F  5 -388.3 0.0 0.0 G+Q+Nx  6 -388.9 0.0 0.0 G+Q-Nx  7 -390.0 0.0 0.0 G+Q+Ny  8 -387.2 0.0 0.0 G+Q-Ny  C45 1 -374.9 0.0 0.0 G+Q *F  2 -292.9 0.0 0.0 G+Q  3 -351.1 0.0 0.0 G+QP1 *F  4 -345.9 0.0 0.0 G+QP2 *F  5 -374.9 0.0 0.0 G+Q+Nx  6 -374.8 0.0 0.0 G+Q-Nx  7 -373.8 0.0 0.0 G+Q+Ny  8 -375.9 0.0 0.0 G+Q-Ny  C51 1 -385.0 0.0 0.0 G+Q *F  2 -300.3 0.0 0.0 G+Q  3 -340.0 0.0 0.0 G+QP1 *F  4 -372.7 0.0 0.0 G+QP2 *F

  5 -385.0 0.0 0.0 G+Q+Nx  6 -385.0 0.0 0.0 G+Q-Nx  7 -386.5 0.0 0.0 G+Q+Ny  8 -383.5 0.0 0.0 G+Q-Ny  C47 1 -383.0 0.0 0.0 G+Q *F  2 -299.3 0.0 0.0 G+Q  3 -359.8 0.0 0.0 G+QP1 *F  4 -352.7 0.0 0.0 G+QP2 *F  5 -383.0 0.0 0.0 G+Q+Nx  6 -383.1 0.0 0.0 G+Q-Nx  7 -381.9 0.0 0.0 G+Q+Ny  8 -384.2 0.0 0.0 G+Q-Ny  C48 1 -382.7 0.0 0.0 G+Q *F  2 -299.0 0.0 0.0 G+Q  3 -359.6 0.0 0.0 G+QP1 *F  4 -352.3 0.0 0.0 G+QP2 *F  5 -382.7 0.0 0.0 G+Q+Nx  6 -382.8 0.0 0.0 G+Q-Nx  7 -381.6 0.0 0.0 G+Q+Ny  8 -383.9 0.0 0.0 G+Q-Ny  C36 1 -399.1 0.0 0.0 G+Q *F  2 -312.2 0.0 0.0 G+Q  3 -378.6 0.0 0.0 G+QP1 *F  4 -366.5 0.0 0.0 G+QP2 *F  5 -400.0 0.0 0.0 G+Q+Nx  6 -398.1 0.0 0.0 G+Q-Nx  7 -398.8 0.0 0.0 G+Q+Ny  8 -399.3 0.0 0.0 G+Q-Ny  C35 1 -398.5 0.0 0.0 G+Q *F  2 -311.8 0.0 0.0 G+Q  3 -380.0 0.0 0.0 G+QP1 *F  4 -364.0 0.0 0.0 G+QP2 *F  5 -397.5 0.0 0.0 G+Q+Nx  6 -399.6 0.0 0.0 G+Q-Nx  7 -398.3 0.0 0.0 G+Q+Ny  8 -398.8 0.0 0.0 G+Q-Ny  C52 1 -389.4 0.0 0.0 G+Q *F  2 -303.8 0.0 0.0 G+Q  3 -344.3 0.0 0.0 G+QP1 *F  4 -376.6 0.0 0.0 G+QP2 *F  5 -389.7 0.0 0.0 G+Q+Nx  6 -389.1 0.0 0.0 G+Q-Nx  7 -391.1 0.0 0.0 G+Q+Ny  8 -387.8 0.0 0.0 G+Q-Ny  Columns: C50, C45, C51, C47, C48, C36, C35, C52  bx = 225.0 mm by = 225.0 mm  Effects:

N = -400.0 kN Mx = 0.0 kN.m  My = 0.0 kN.m  Footing Dimensions:  Lx = 1600.0 mm Ly = 1600.0 mm  h = 375.0 mm h-Tap = 0.0 mm  Soil Stresses:  S-max = 178.137 kN/m2 S-min = 178.137 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 = 447.0 kN V-eff = 447.0 kN  v = 1.54 N/mm2 < v-Rdmax = 4.05 N/mm2  Punching Check (At 'd'):

Vt = 356.3 kN V-eff = 356.3 kN  v = 0.41 N/mm2 < v-Rdc = 0.42 N/mm2  X Dir: Footing Design: M = 42.1 kN.m/m  K/K' = 0.08 < 1.0  As = 646.00 mm2/m Y12-175  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 = 0.42 N/mm2  Y Dir: Footing Design: M = 42.1 kN.m/m

  K/K' = 0.08 < 1.0  As = 646.00 mm2/m Y12-175  Shear Check (At Column Face):  v = 0.39 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.21 N/mm2 < v-Rdc = 0.42 N/mm2

  BT5  --------------------------------------------------------------------------------  Columns/Loadings:  Column Cmb N Mx My  C42 1 -429.6 0.0 0.0 G+Q *F  2 -335.9 0.0 0.0 G+Q  3 -410.2 0.0 0.0 G+QP1 *F  4 -391.1 0.0 0.0 G+QP2 *F  5 -427.0 0.0 0.0 G+Q+Nx  6 -432.2 0.0 0.0 G+Q-Nx  7 -431.4 0.0 0.0 G+Q+Ny  8 -427.8 0.0 0.0 G+Q-Ny  C41 1 -512.4 0.0 0.0 G+Q *F  2 -401.2 0.0 0.0 G+Q  3 -491.5 0.0 0.0 G+QP1 *F  4 -467.7 0.0 0.0 G+QP2 *F

  5 -512.4 0.0 0.0 G+Q+Nx  6 -512.4 0.0 0.0 G+Q-Nx  7 -512.0 0.0 0.0 G+Q+Ny  8 -512.9 0.0 0.0 G+Q-Ny  C39 1 -421.9 0.0 0.0 G+Q *F  2 -330.2 0.0 0.0 G+Q  3 -400.7 0.0 0.0 G+QP1 *F  4 -387.8 0.0 0.0 G+QP2 *F  5 -424.6 0.0 0.0 G+Q+Nx  6 -419.3 0.0 0.0 G+Q-Nx  7 -423.4 0.0 0.0 G+Q+Ny  8 -420.5 0.0 0.0 G+Q-Ny  Columns: C42, C41, C39

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  bx = 225.0 mm by = 675.0 mm  Effects: Column = C41 - Critical Combination = 8 (G+Q-Ny)  N = -512.9 kN Mx = 0.0 kN.m  My = 0.0 kN.m  Footing Dimensions:  Lx = 1400.0 mm Ly = 2300.0 mm  h = 350.0 mm h-Tap = 0.0 mm  Soil Stresses:  S-max = 180.443 kN/m2 S-min = 180.443 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 = 553.6 kN V-eff = 553.6 kN  v = 1.03 N/mm2 < v-Rdmax = 4.05 N/mm2  Punching Check (At 'd'):

Vt = 431.2 kN V-eff = 431.2 kN  v = 0.42 N/mm2 < v-Rdc = 0.43 N/mm2

  X Dir: Footing Design: M = 31.1 kN.m/m  K/K' = 0.07 < 1.0  As = 596.00 mm2/m Y12-175  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 = 0.43 N/mm2  Y Dir: Footing Design: M = 59.6 kN.m/m  K/K' = 0.12 < 1.0  As = 596.00 mm2/m Y12-175  Shear Check (At Column Face):  v = 0.48 N/mm2 < v-Rdmax = 4.05 N/mm2  Shear Check (At 'd' from Column):  v = 0.30 N/mm2 < v-Rdc = 0.43 N/mm2

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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 4425.00 0.0320 0.0240 186.56/314.16110/150 1.500 4275.00 4.9 3.7 Bottom: Y10-250(B2)

  Support Mc = 4.9Support As = 203.52/314.16 Top:Y10-250(T1)

  P2 1 4.950 3225.00 0.0470 0.0355 203.52/314.16120/150 1.500 4275.00 4.1 3.1 Bottom: Y10-250(B1)

  Support Mc = 4.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P3 1 4.950 4350.00 0.0320 0.0240 186.56/314.16110/150 1.500 4275.00 4.9 3.7 Bottom: Y10-250(B2)

  Support Mc = 4.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P4 1 4.950 5850.00 0.0320 0.0240 186.56/314.16110/150 1.500 4275.00 4.9 3.7 Bottom: Y10-250(B2)

  Support Mc = 4.9Support As = 203.52/314.16 Top:Y10-250(T1)

  P5 1 4.950 3225.00 0.0470 0.0355 203.52/314.16120/150 1.500 4275.00 4.1 3.1 Bottom: Y10-250(B1)

  Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P6 1 4.950 3750.00 0.0390 0.0296 203.52/314.16120/150 1.500 4275.00 4.6 3.5 Bottom: Y10-250(B1)

  Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P7 1 4.950 3750.00 0.0390 0.0296 203.52/314.16120/150 1.500 4275.00 4.6 3.5 Bottom: Y10-250(B1)

  Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P8 1 4.950 3225.00 0.0470 0.0355 203.52/314.16120/150 1.500 4275.00 4.1 3.1 Bottom: Y10-250(B1)

  Support Mc = 4.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P9 1 4.950 4425.00 0.0320 0.0240 186.56/314.16110/150 1.500 4275.00 4.9 3.7 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)

  P10 1 4.950 4425.00 0.0000 0.0000 186.56/314.16110/150 1.500 1537.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P11 1 4.950 4837.50 0.0000 0.0000 186.56/314.16

110/150 1.500 1537.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 3.1Support As = 203.52/314.16 Top:Y10-250(T1)

  P16 1 4.950 2737.50 0.0488 0.0364 203.52/314.16120/150 1.500 3750.00 3.1 2.3 Bottom: Y10-250(B1)

  Support Mc = 2.7Support As = 203.52/314.16 Top:Y10-250(T1)

  P25 1 4.950 1425.00 0.0630 0.0630 203.52/314.16120/150 1.500 8925.00 1.1 1.1 Bottom: Y10-250(B1)

  Support Mc = 1.1Support As = 186.56/314.16 Top:Y10-250(T1)

  P12 1 4.950 4425.00 0.0000 0.0000 186.56/314.16110/150 1.500 1537.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P13 1 4.950 4837.50 0.0000 0.0000 186.56/314.16110/150 1.500 1537.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 2.3Support As = 203.52/314.16 Top:Y10-250(T1)

  P17 1 4.950 2137.50 0.0591 0.0441 203.52/314.16120/150 1.500 3750.00 2.3 1.7 Bottom: Y10-250(B1)

  Support Mc = 2.3Support As = 203.52/314.16 Top:Y10-250(T1)

  P18 1 4.950 2141.84 0.0590 0.0440 203.52/314.16120/150 1.500 3750.00 2.3 1.7 Bottom: Y10-250(B1)

  Support Mc = 2.3Support As = 186.56/314.16 Top:Y10-250(T1)

  P14 1 4.950 4833.16 0.0000 0.0000 186.56/314.16110/150 1.500 1537.50 0.0 0.0 Bottom: Y10-250(B2)

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  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P15 1 4.950 4425.00 0.0000 0.0000 186.56/314.16110/150 1.500 1537.50 0.0 0.0 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)

  P22 1 4.950 1725.00 0.0860 0.0860 203.52/314.16

120/150 1.500 4087.50 2.2 2.2 Bottom: Y10-250(B1)

  Support Mc = 3.3Support As = 186.56/314.16 Top:Y10-250(T1)

  P19 1 4.950 4837.50 0.0320 0.0240 186.56/314.16110/150 1.500 3637.50 3.6 2.7 Bottom: Y10-250(B2)

  Support Mc = 5.4Support As = 203.52/314.16 Top:Y10-250(T1)

  P25 1 4.950 4162.50 0.0437 0.0333 203.52/314.16120/150 1.500 5175.00 6.4 4.9 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 = 0.0

P23 1 4.950 1725.00 0.5000 0.0000 203.52/314.16120/150 1.500 3862.50 12.6 0.0 Bottom: Y10-250(B1)

  Support Mc = 8.1Support As = 217.87/314.16 Top:Y10-250(T1)

  P20 1 4.950 4837.50 0.0320 0.0240 186.56/314.16110/150 1.500 3637.50 3.6 2.7 Bottom: Y10-250(B2)

  Support Mc = 5.5Support As = 203.52/314.16 Top:Y10-250(T1)

  P26 1 4.950 4279.33 0.0424 0.0323 203.52/314.16120/150 1.500 5175.00 6.5 5.0 Bottom: Y10-250(B1)

  Support Mc = 5.5Support As = 186.56/314.16 Top:Y10-250(T1)

  P21 1 4.950 4833.16 0.0320 0.0240 186.56/314.16110/150 1.500 3637.50 3.6 2.7 Bottom: Y10-250(B2)

  Support Mc = 8.1Support As = 203.52/314.16 Top:Y10-250(T1)

  P24 1 4.950 1725.00 0.5000 0.0000 203.52/314.16120/150 1.500 3862.50 12.6 0.0 Bottom: Y10-250(B1)

  Support Mc = 0.0

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 = 203.52/314.16 Top:Y10-250(T1)

  P27 1 4.950 4201.57 0.0414 0.0315 203.52/314.16120/150 1.500 4987.50 6.2 4.7 Bottom: Y10-250(B1)

  Support Mc = 10.0Support As = 244.99/314.16 Top:Y10-250(T1)

  P30 1 4.950 5398.43 0.0468 0.0354 214.15/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 10.0Support As = 246.85/314.16 Top:Y10-250(T1)

  P25 1 4.950 4162.50 0.0437 0.0333 203.52/314.16120/150 1.500 5175.00 6.4 4.9 Bottom: Y10-250(B1)

  Support Mc = 6.4Support As = 203.52/314.16 Top:Y10-250(T1)

  P28 1 4.950 3975.00 0.0442 0.0336 203.52/314.16120/150 1.500 4987.50 5.9 4.5 Bottom: Y10-250(B1)

  Support Mc = 9.9Support As = 244.45/314.16 Top:Y10-250(T1)

  P31 1 4.950 5400.00 0.0468 0.0354 214.23/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 10.1Support As = 247.42/314.16 Top:Y10-250(T1)

  P26 1 4.950 4279.33 0.0424 0.0323 203.52/314.16120/150 1.500 5175.00 6.5 5.0 Bottom: Y10-250(B1)

  Support Mc = 10.0Support As = 247.26/314.16 Top:Y10-250(T1)

  P32 1 4.950 5395.66 0.0468 0.0354 214.01/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 10.0Support As = 244.88/314.16 Top:Y10-250(T1)

  P29 1 4.950 4200.00 0.0414 0.0315 203.52/314.16120/150 1.500 4987.50 6.2 4.7 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)

Project: Katampe_Project - Katampe ProjectSLAB ANALYSIS AND DESIGN REPORT

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-2

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P35 1 4.950 4201.57 0.0000 0.0000 186.56/314.16110/150 1.500 1687.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 11.5Support As = 283.10/314.16 Top:Y10-250(T1)

  P30 1 4.950 5398.43 0.0468 0.0354 214.15/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 9.1Support As = 243.64/314.16 Top:Y10-250(T1)

  P33 1 4.950 4162.50 0.0320 0.0240 186.56/314.16110/150 1.500 3375.00 3.1 2.3 Bottom: Y10-250(B2)

  Support Mc = 3.1Support As = 186.56/314.16 Top:Y10-250(T1)

  P36 1 4.950 3975.00 0.0000 0.0000 186.56/314.16

110/150 1.500 1687.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 11.5Support As = 283.17/314.16 Top:Y10-250(T1)

  P31 1 4.950 5400.00 0.0468 0.0354 214.23/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 9.0Support As = 242.62/314.16 Top:Y10-250(T1)

  P34 1 4.950 4279.33 0.0320 0.0240 186.56/314.16110/150 1.500 3375.00 3.1 2.3 Bottom: Y10-250(B2)

  Support Mc = 9.0Support As = 222.23/314.16 Top:Y10-250(T1)

  P32 1 4.950 5395.66 0.0468 0.0354 214.01/314.16120/150 1.500 7125.00 11.5 8.7 Bottom: Y10-250(B1)

  Support Mc = 11.5Support As = 308.70/314.16 Top:Y10-250(T1)

  P37 1 4.950 4200.00 0.0000 0.0000 186.56/314.16110/150 1.500 1687.50 0.0 0.0 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

Slab Strip: Y7 -- 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)

  P35 1 4.950 1687.50 0.1000 0.0860 203.52/314.16120/150 1.500 4201.57 2.4 2.1 Bottom: Y10-250(B1)

  Support Mc = 4.4Support As = 186.56/314.16 Top:Y10-250(T1)

  P27 1 4.950 4987.50 0.0320 0.0240 186.56/314.16110/150 1.500 4201.57 4.8 3.6 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 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 = 203.52/314.16 Top:Y10-250(T1)

  P10 1 4.950 1537.50 0.1000 0.0860 203.52/314.16120/150 1.500 4425.00 2.0 1.7 Bottom: Y10-250(B1)

  Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P1 1 4.950 4275.00 0.0331 0.0254 203.52/314.16120/150 1.500 4425.00 5.1 3.9 Bottom: Y10-250(B1)

  Support Mc = 0.0Support As = 203.52/314.16 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 = 186.56/314.16 Top:Y10-250(T1)

  P30 1 4.950 7125.00 0.0320 0.0240 186.56/314.16110/150 1.500 5398.43 7.9 5.9 Bottom: Y10-250(B2)

  Support Mc = 7.3Support As = 203.52/314.16 Top:Y10-250(T1)

  P19 1 4.950 3637.50 0.0472 0.0356 203.52/314.16120/150 1.500 4837.50 5.3 4.0 Bottom: Y10-250(B1)

  Support Mc = 4.5Support As = 203.52/314.16 Top:Y10-250(T1)

  P11 1 4.950 1537.50 0.0630 0.0630 203.52/314.16120/150 1.500 4837.50 1.3 1.3 Bottom: Y10-250(B1)

  Support Mc = 2.6Support As = 186.56/314.16 Top:Y10-250(T1)

  P2 1 4.950 4275.00 0.0320 0.0240 186.56/314.16110/150 1.500 3225.00 2.8 2.1 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

Slab Strip: Y10 -- 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)

  P33 1 4.950 3375.00 0.0433 0.0330 203.52/314.16120/150 1.500 4162.50 4.2 3.2 Bottom: Y10-250(B1)

Project: Katampe_Project - Katampe ProjectSLAB ANALYSIS AND DESIGN REPORT

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-3

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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  Support Mc = 4.7Support As = 186.56/314.16 Top:Y10-250(T1)

  P25 1 4.950 5175.00 0.0320 0.0240 186.56/314.16110/150 1.500 4162.50 4.7 3.5 Bottom: Y10-250(B2)

  Support Mc = 3.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P16 1 4.950 3750.00 0.0320 0.0240 186.56/314.16110/150 1.500 2737.50 2.0 1.5 Bottom: Y10-250(B2)

  Support Mc = 4.0Support As = 203.52/314.16 Top:Y10-250(T1)

  P3 1 4.950 4275.00 0.0321 0.0247 203.52/314.16120/150 1.500 4350.00 4.9 3.8 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)

  P36 1 4.950 1687.50 0.1000 0.0860 203.52/314.16120/150 1.500 3975.00 2.4 2.1 Bottom: Y10-250(B1)

  Support Mc = 4.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P28 1 4.950 4987.50 0.0320 0.0240 186.56/314.16110/150 1.500 3975.00 4.3 3.2 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 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)

  P12 1 4.950 1537.50 0.1000 0.0860 203.52/314.16120/150 1.500 4425.00 2.0 1.7 Bottom: Y10-250(B1)

  Support Mc = 6.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P4 1 4.950 4275.00 0.0487 0.0364 203.52/314.16120/150 1.500 5850.00 7.5 5.6 Bottom: Y10-250(B1)

  Support Mc = 0.0Support As = 203.52/314.16 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)

  P31 1 4.950 7125.00 0.0320 0.0240 186.56/314.16110/150 1.500 5400.00 7.9 5.9 Bottom: Y10-250(B2)

  Support Mc = 7.3Support As = 203.52/314.16 Top:Y10-250(T1)

  P20 1 4.950 3637.50 0.0472 0.0356 203.52/314.16120/150 1.500 4837.50 5.3 4.0 Bottom: Y10-250(B1)

  Support Mc = 4.5Support As = 203.52/314.16 Top:Y10-250(T1)

  P13 1 4.950 1537.50 0.0630 0.0630 203.52/314.16120/150 1.500 4837.50 1.3 1.3 Bottom: Y10-250(B1)

  Support Mc = 2.6Support As = 186.56/314.16 Top:Y10-250(T1)

  P5 1 4.950 4275.00 0.0320 0.0240 186.56/314.16110/150 1.500 3225.00 2.8 2.1 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 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)

  P34 1 4.950 3375.00 0.0447 0.0340 203.52/314.16120/150 1.500 4279.33 4.3 3.3 Bottom: Y10-250(B1)

  Support Mc = 4.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P26 1 4.950 5175.00 0.0320 0.0240 186.56/314.16110/150 1.500 4279.33 4.9 3.7 Bottom: Y10-250(B2)

  Support Mc = 3.9Support As = 186.56/314.16 Top:Y10-250(T1)

  P18 1 4.950 3750.00 0.0320 0.0240 186.56/314.16110/150 1.500 2141.84 1.2 0.9 Bottom: Y10-250(B2)

  Support Mc = 3.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P7 1 4.950 4275.00 0.0320 0.0240 186.56/314.16110/150 1.500 3750.00 3.8 2.8 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

Slab Strip: Y15 -- 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)

Project: Katampe_Project - Katampe ProjectSLAB ANALYSIS AND DESIGN REPORT

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-4

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

11/64

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

  P32 1 4.950 7125.00 0.0320 0.0240 186.56/314.16110/150 1.500 5395.66 7.9 5.9 Bottom: Y10-250(B2)

  Support Mc = 7.3Support As = 203.52/314.16 Top:Y10-250(T1)

  P21 1 4.950 3637.50 0.0471 0.0356 203.52/314.16120/150 1.500 4833.16 5.3 4.0 Bottom: Y10-250(B1)

  Support Mc = 4.5Support As = 203.52/314.16 Top:Y10-250(T1)

  P14 1 4.950 1537.50 0.0630 0.0630 203.52/314.16120/150 1.500 4833.16 1.3 1.3 Bottom: Y10-250(B1)

  Support Mc = 2.6Support As = 186.56/314.16 Top:Y10-250(T1)

  P8 1 4.950 4275.00 0.0320 0.0240 186.56/314.16

110/150 1.500 3225.00 2.8 2.1 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

Slab Strip: Y16 -- 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)

  P37 1 4.950 1687.50 0.1000 0.0860 203.52/314.16120/150 1.500 4200.00 2.4 2.1 Bottom: Y10-250(B1)

  Support Mc = 4.4Support As = 186.56/314.16 Top:Y10-250(T1)

  P29 1 4.950 4987.50 0.0320 0.0240 186.56/314.16110/150 1.500 4200.00 4.8 3.6 Bottom: Y10-250(B2)

  Support Mc = 0.0Support As = 186.56/314.16 Top:Y10-250(T1)

Slab Strip: Y17 -- 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)

  P15 1 4.950 1537.50 0.1000 0.0860 203.52/314.16120/150 1.500 4425.00 2.0 1.7 Bottom: Y10-250(B1)

  Support Mc = 4.6Support As = 203.52/314.16 Top:Y10-250(T1)

  P9 1 4.950 4275.00 0.0331 0.0254 203.52/314.16120/150 1.500 4425.00 5.1 3.9 Bottom: Y10-250(B1)

  Support Mc = 0.0Support As = 203.52/314.16 Top:Y10-250(T1)

Project: Katampe_Project - Katampe ProjectSLAB ANALYSIS AND DESIGN REPORT

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: DSM-5

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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Axis: 1 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B1 L=4425mm B2 L=3225mm B3 L=4350mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 0 x 0 - 440 x 150 0 x 0 - 310 x 150 0 x 0 - 430 x 150

Loads 0.11 2.14

G=10.0210.02

4.310.11 2.14

Q=3.043.04

4.31

  UDL G=10.03 Q=0 kN/m

0.11 1.61

7.43

3.110.11 1.61

2.25

3.11

  UDL G=10.03 Q=0 kN/m

0.11 2.14

10.0210.02

4.240.11 2.14

3.043.04

4.24

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-37.584

55.531

-36.452

25.276

-36.803

55.673

Moment(Env.)

-40.741

40.742 37.409

-3.3881.296

19.074 20.649

-19.561

63.23

Bending (Top Edge) ...  M (kN.m) 10.2 0.1 40.7 37.4 11.5 19.1 20.6 10.9 63.2  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.05 0.00 0.21 0.19 0.06 0.10 0.11 0.06 0.33  x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 65.09  Asm (mm2) 73.89 0.47 295.55 271.37 83.10 138.37 149.79 79.23 465.54  Asv (mm2) 131.78 127.06 194.71 127.81 81.50 88.63 129.05 128.97 195.21  As (mm2) 73.89 127.53 295.55 271.37 164.60 138.37 149.79 208.20 465.54  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) 23.9 40.7 1.5 3.4 4.4 19.6  d (mm) 390.0 407.0 390.0 407.0 390.0 407.0  K/K' 0.05 0.07 0.00 0.01 0.01 0.03

  x (mm) 48.75 50.88 48.75 50.88 48.75 50.88  Asm (mm2) 181.07 295.55 11.69 24.58 33.34 141.90  Asv (mm2) 131.78 127.06 194.71 81.50 129.05 128.97  As (mm2) 295.55 295.55 206.40 24.58 141.91 141.91  As' (mm2) 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) 37.6 55.5 36.5 25.3 36.8 55.7  Vd @d(kN) 30.2 48.2 29.2 18.0 29.4 48.3  v (N/mm2) 0.41 0.61 0.40 0.28 0.40 0.61  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 10.87 < 365.43 OK 7.92 < 13451.19 OK 10.69 < 1290.99 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-1

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

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Axis: 1 Storey: 1  ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B4 L=5850mm B5 L=3225mm B6 L=3750mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 0 x 0 - 590 x 150 0 x 0 - 310 x 150 0 x 0 - 370 x 150

Loads 0.11 2.14

G=10.02

3.71

10.02

5.740.11 2.14

Q=3.04

3.71

3.04

5.74

  UDL G=10.03 Q=0 kN/m

0.11 1.61

7.43

3.110.11 1.61

2.25

3.11

  UDL G=10.03 Q=0 kN/m

0.11 1.88

8.72

3.640.11 1.88

2.64

3.64

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-69.704

66.119

-41.761

20.442

-33.935

40.949

Moment(Env.)

68.134

-52.717

57.586 50.767

-0.5773.776

15.167 17.129

-17.979

30.331

Bending (Top Edge) ...  M (kN.m) 68.1 0.4 57.6 50.8 20.7 15.2 17.1 0.5 30.3  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.35 0.00 0.30 0.26 0.11 0.08 0.09 0.00 0.16  x (mm) 70.54 50.88 58.89 51.52 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 504.53 3.06 421.24 368.53 150.34 110.03 124.26 3.44 220.03  Asv (mm2) 244.40 147.86 231.83 146.43 100.12 71.68 118.99 88.27 143.58  As (mm2) 504.53 150.93 421.24 368.53 250.46 150.34 124.26 91.71 220.03  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) 3.1 52.7 2.1 0.6 3.7 18.0  d (mm) 390.0 407.0 390.0 407.0 390.0 407.0  K/K' 0.00 0.08 0.00 0.00 0.01 0.04

  x (mm) 48.75 50.88 48.75 50.88 48.75 50.88  Asm (mm2) 23.58 382.43 16.11 4.18 28.27 130.43  Asv (mm2) 244.40 147.86 231.83 100.12 118.99 88.27  As (mm2) 267.98 382.43 247.94 4.18 130.43 130.43  As' (mm2) 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) 69.7 66.1 41.8 20.4 33.9 40.9  Vd @d(kN) 62.5 58.9 34.5 13.2 26.6 33.6  v (N/mm2) 0.76 0.72 0.46 0.22 0.37 0.45  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 14.37 < 309.63 OK 7.92 < 188728.2 OK 9.21 < 1267.93 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-2

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

14/64

Axis: 1 Storey: 1  ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B7 L=3750mm B8 L=3225mm B9 L=4425mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 0 x 0 - 370 x 150 0 x 0 - 310 x 150 0 x 0 - 440 x 150

Loads 0.11 1.88

G=8.72

3.640.11 1.88

Q=2.64

3.64

  UDL G=10.03 Q=0 kN/m

0.11 1.61

7.43

3.110.11 1.61

2.25

3.11

  UDL G=10.03 Q=0 kN/m

0.11 2.14

10.0210.02

4.310.11 2.14

3.043.04

4.31

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-40.292

34.559

-24.916

36.802

-55.557

37.558

Moment(Env.)

30.223

-16.711

19.393 18.087

-3.3090.129

37.579 40.858

-40.691

Bending (Top Edge) ...  M (kN.m) 30.2 0.5 19.4 18.1 11.2 37.6 40.9 0.1 10.2  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.16 0.00 0.10 0.09 0.06 0.20 0.21 0.00 0.05  x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 219.25 3.65 140.69 131.21 81.04 272.61 296.39 0.55 73.80  Asv (mm2) 141.28 85.97 121.18 87.36 82.73 129.04 194.80 127.15 131.69  As (mm2) 219.25 89.62 140.69 131.21 163.77 272.61 296.39 127.69 73.80  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) 16.7 2.7 3.3 1.5 40.7 23.9  d (mm) 407.0 390.0 407.0 390.0 407.0 390.0  K/K' 0.03 0.01 0.01 0.00 0.07 0.05

  x (mm) 50.88 48.75 50.88 48.75 50.88 48.75  Asm (mm2) 121.23 20.75 24.01 11.41 295.18 180.93  Asv (mm2) 85.97 121.18 82.73 194.80 127.15 131.69  As (mm2) 121.23 121.23 24.01 206.21 295.18 295.18  As' (mm2) 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) 40.3 34.6 24.9 36.8 55.6 37.6  Vd @d(kN) 33.0 27.2 17.6 29.5 48.2 30.2  v (N/mm2) 0.44 0.38 0.27 0.40 0.61 0.41  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 9.21 < 1418.74 OK 7.92 < 13931.57 OK 10.87 < 366.14 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-3

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

15/64

Axis: 3 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B10 L=4425mm B11 L=4837.5mm B12 L=2737.5mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 440 x 150 - 440 x 150 480 x 150 - 480 x 150 260 x 150 - 260 x 150

Loads 0.11 0.77

G=6.5

2.14

13.2713.27

3.66

6.5

4.310.11 0.77

Q=1.97

2.14

4.024.02

3.66

1.97

4.31

  UDL G=10.03 Q=0 kN/m

0.11 0.77

6.5

1.61

10.67

3.11

3.253.25

4.07

6.87

4.73

6.877.43

0.11 0.77

1.97

1.61

3.23

3.11

0.980.98

4.07

2.08

4.73

2.082.25

  UDL G=10.03 Q=0 kN/m

7.437.98

0.53

12.0612.43

1.37

12.44

2.63

2.252.42

0.53

3.663.77

1.37

3.77

2.63

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.) -40.777

72.511

-77.085

95.973

-66.442

11.154

Moment(Env.)

-41.118

72.463 74.628

-56.603

68.365 62.587

-8.842

Bending (Top Edge) ...  M (kN.m) 10.3 2.1 72.5 74.6 1.6 68.4 62.6 21.2 2.1  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.05 0.01 0.38 0.39 0.01 0.35 0.32 0.11 0.01  x (mm) 50.88 50.88 75.41 77.87 50.88 70.80 64.38 50.88 50.88  Asm (mm2) 74.57 15.28 539.36 556.93 11.49 506.38 460.46 153.90 14.96  Asv (mm2) 142.98 172.58 254.25 270.29 232.69 336.51 232.97 154.57 39.11  As (mm2) 74.57 187.86 539.36 556.93 244.18 506.38 460.46 308.46 54.07  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) 25.9 41.1 56.6 4.6 8.3 8.8  d (mm) 390.0 407.0 407.0 390.0 407.0 390.0  K/K' 0.03 0.04 0.06 0.00 0.01 0.02

  x (mm) 48.75 50.88 50.88 48.75 50.88 48.75  Asm (mm2) 195.99 298.29 410.62 35.06 59.86 66.80  Asv (mm2) 142.98 172.58 232.69 336.51 154.57 39.11  As (mm2) 298.29 298.29 410.62 371.58 66.80 66.80  As' (mm2) 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) 40.8 72.5 77.1 96.0 66.4 11.2  Vd @d(kN) 32.6 64.3 68.9 83.3 51.5 9.4  v (N/mm2) 0.45 0.79 0.84 1.05 0.73 0.12  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 10.87 < 637.43 OK 11.89 < 488.3 OK 6.73 < 3947.33 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-4

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

16/64

Axis: 3 Storey: 1  ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B13 L=1425mm B14 L=4425mm B15 L=4837.5mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 120 x 150 - 120 x 150 440 x 150 - 440 x 150 480 x 150 - 480 x 150

Loads 0.11 0.71

G=5.94

1.31

5.94

1.43

6.5

0.11 0.71

Q=1.8

1.31

1.8

1.43

1.97

  UDL G=10.03 Q=0 kN/m

6.57.06

0.71

12.9913.27

2.29

13.27

3.66

6.5

4.31

1.972.14

0.71

3.944.02

2.29

4.02

3.66

1.97

4.31

  UDL G=10.03 Q=0 kN/m

0.11 0.77

6.5

1.61

10.67

3.11

3.253.25

4.07

6.87

4.73

6.877.42

0.11 0.77

1.97

1.61

3.23

3.11

0.980.98

4.07

2.08

4.73

2.082.25

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

48.115

-67.381

63.851

-67.515

105.078

Moment(Env.) -7.258

39.235 42.343

-31.435

59.137 60.451

-41.343

100.085

Bending (Top Edge) ...  M (kN.m) 4.2 21.4 39.2 42.3 1.4 59.1 60.5 2.1 100.1  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0 389.0  K/K' 0.02 0.11 0.20 0.22 0.01 0.31 0.31 0.01 0.57  x (mm) 50.88 50.88 50.88 50.88 50.88 60.59 62.03 50.88 114.34  Asm (mm2) 30.60 155.41 284.62 307.17 10.19 433.35 443.65 15.13 817.82  Asv (mm2) 94.65 135.74 168.71 236.26 142.21 223.88 236.73 264.62 368.44  As (mm2) 125.24 284.62 284.62 307.17 152.41 433.35 443.65 279.75 817.82  As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00  As-min 148.95 148.95 148.95 148.95 148.95 148.95 148.95 148.95 142.36

Bending (Bottom Edge) ...  M (kN.m) 7.3 5.5 31.4 41.3  d (mm) 390.0 390.0 407.0 407.0  K/K' 0.02 0.01 0.03 0.04

  x (mm) 48.75 48.75 50.88 50.88  Asm (mm2) 54.95 41.74 228.04 299.91  Asv (mm2) 94.65 236.26 142.21 264.62  As (mm2) 54.95 228.04 228.04 299.91  As' (mm2) 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) 27.0 48.1 67.4 63.9 67.5 105.1  Vd @d(kN) 27.0 36.3 53.0 55.7 59.4 92.4  v (N/mm2) 0.29 0.53 0.74 0.70 0.74 1.20  v-Rdc (N/mm2) 0.52 0.00 0.52 0.52 0.00 0.57 0.52 0.00 0.63  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 < 3253.04 OK 10.87 < 1112.89 OK 11.89 < 812.66 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19 603.19 603.19 603.19 603.19 603.19 1005.31

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 2Y16

Bottom Bar 3Y16 3Y16 3Y16Bottom Bar Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-5

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

17/64

Axis: 3 Storey: 1  ... Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B16 L=4279.3mm B17 L=4833.2mm B18 L=4425mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 420 x 150 - 420 x 150 480 x 150 - 480 x 150 440 x 150 - 440 x 150

Loads

G=7.427.989.47

1.07

9.47

2.03 3.21

9.49

4.01

9.497.967.4Q=2.252.42

2.87

1.07

2.87

2.03 3.21

2.88

4.01

2.882.412.24

  UDL G=10.03 Q=0 kN/m

7.46.84

0.77

6.85

1.5

3.253.25

3.22

10.67

4.06

6.5

4.72

2.242.07

0.77

2.07

1.5

0.980.98

3.22

3.23

4.06

1.97

4.72

  UDL G=10.03 Q=0 kN/m

0.11 0.77

6.5

2.14

13.2713.27

3.66

6.5

4.310.11 0.77

1.97

2.14

4.024.02

3.66

1.97

4.31

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-116.131

115.062

-103.246

69.466

-71.171

41.998

Moment(Env.)

100.871

-86.435

98.727 97.617

-39.797

67.632 66.534

-43.294

Bending (Top Edge) ...  M (kN.m) 100.9 2.0 98.7 97.6 2.0 67.6 66.5 1.6 10.8  d (mm) 389.0 407.0 389.0 389.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.57 0.01 0.56 0.55 0.01 0.35 0.35 0.01 0.06  x (mm) 115.38 50.88 112.56 111.10 50.88 69.98 68.75 50.88 50.88  Asm (mm2) 825.24 14.40 805.05 794.65 14.40 500.52 491.75 11.40 78.52  Asv (mm2) 407.20 296.08 403.45 362.02 258.43 243.57 249.55 167.88 147.26  As (mm2) 825.24 310.48 805.05 794.65 272.83 500.52 491.75 179.28 78.52  As' (mm2) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00  As-min 142.36 148.95 142.36 142.36 148.95 148.95 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 86.4 39.8 43.3 26.8  d (mm) 407.0 407.0 407.0 390.0  K/K' 0.09 0.04 0.05 0.03

  x (mm) 50.88 50.88 50.88 48.75  Asm (mm2) 627.03 288.70 314.07 202.86  Asv (mm2) 296.08 258.43 167.88 147.26  As (mm2) 627.03 288.70 314.07 314.07  As' (mm2) 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) 116.1 115.1 103.2 69.5 71.2 42.0  Vd @d(kN) 101.8 100.7 90.6 61.3 63.0 33.8  v (N/mm2) 1.33 1.31 1.18 0.76 0.78 0.46  v-Rdc (N/mm2) 0.63 0.00 0.57 0.62 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 10.51 < 184.93 OK 11.88 < 861.94 OK 10.87 < 588.44 OK

Provided Steel Areas (mm2)Top Edge 1005.31 603.19 1005.31 1005.31 603.19 603.19 603.19 603.19 603.19

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 2Y16 2Y16 2Y16

Bottom Bar 4Y16 3Y16 3Y16Bottom Bar Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-6

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

18/64

Axis: 3a Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B24 L=4833.2mm B25 L=1725mm B26 L=2700mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 480 x 150 - 480 x 150 150 x 150 - 150 x 150 250 x 150 - 0 x 0

Loads 0.11 0.77

G=6.5

1.82

11.69

3.01

11.69

4.06

6.5

4.720.11 0.77

Q=1.97

1.82

3.54

3.01

3.54

4.06

1.97

4.72

  UDL G=10.03 Q=0 kN/m

0.11 0.77

6.5

1.25

8.89

1.58

12.81

1.73

12.81

0.11 0.77

1.97

1.25

2.69

1.58

3.88

1.73

3.88

  UDL G=2.8 Q=0.34 kN/m

3.25

1.93

3.25

2.59

0.98

1.93

0.98

2.59

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-52.15

72.70

-26.681

5.907

-30.485

17.119

Moment(Env.)

-63.132

51.07942.529

18.555

18.592 17.06

-9.935

Bending (Top Edge) ...  M (kN.m) 15.8 51.1 42.5 30.2 18.7 17.1 0.1 2.5  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.08 0.27 0.22 0.16 0.10 0.09 0.00 0.01  x (mm) 50.88 51.86 50.88 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 114.49 370.92 308.52 218.84 135.42 123.76 0.65 18.02  Asv (mm2) 182.85 254.91 93.55 82.47 46.80 106.89 60.55 60.03  As (mm2) 114.50 370.92 308.52 301.31 182.23 123.76 61.19 18.02  As' (mm2) 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) 36.6 63.1 5.6 9.9 6.7  d (mm) 390.0 407.0 390.0 407.0 390.0  K/K' 0.04 0.06 0.01 0.02 0.01

  x (mm) 48.75 50.88 48.75 50.88 48.75  Asm (mm2) 277.29 457.98 42.72 72.07 50.95  Asv (mm2) 182.85 163.38 254.91 60.55 60.03  As (mm2) 457.98 457.98 297.63 72.07 72.07  As' (mm2) 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) 52.1 72.7 26.7 13.3 30.5 17.1  Vd @d(kN) 44.0 64.6 23.2 13.3 21.1 9.9  v (N/mm2) 0.57 0.79 0.29 0.15 0.33 0.19  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 0.1 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 11.88 < 319.79 OK --- 6.63 < 2925.22 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-7

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

19/64

Axis: 3a Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B19 L=2700mm B20 L=1725mm B21 L=4837.5mmHxBw (mm) 450 x 225 450 x 225 450 x 225Flange BfxHf 250 x 150 - 0 x 0 150 x 150 - 150 x 150 480 x 150 - 480 x 150

Loads 0.11 0.77

G=3.25

2.7

3.25

0.11 0.77

Q=0.98

2.7

0.98

  UDL G=10.03 Q=0 kN/m

3.25

0.11

3.25

0.86

6.96 6.5

1.61

0.98

0.11

0.98

0.86

2.111.97

1.61

  UDL G=2.8 Q=0.34 kN/m

0.11 0.77

6.5

1.82

11.69

3.02

11.69

4.07

6.5

4.730.11 0.77

1.97

1.82

3.54

3.02

3.54

4.07

1.97

4.73

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.) -17.919

29.695 28.261

-73.028

51.959

Moment(Env.)

-10.823

14.924

44.4152.373

-62.732

Bending (Top Edge) ...  M (kN.m) 2.7 0.1 14.9 18.4 31.3 44.4 52.4 15.7  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.01 0.00 0.08 0.10 0.16 0.23 0.27 0.08  x (mm) 50.88 50.88 50.88 50.88 50.88 50.88 53.25 50.88  Asm (mm2) 19.63 0.38 108.27 133.63 226.85 322.16 380.86 113.77  Asv (mm2) 62.83 57.77 104.12 55.18 88.01 99.09 256.06 182.19  As (mm2) 19.63 58.15 108.27 188.81 314.86 322.16 380.86 113.77  As' (mm2) 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) 7.1 10.8 0.3 4.8 62.7 36.5  d (mm) 390.0 407.0 390.0 390.0 407.0 390.0  K/K' 0.02 0.03 0.00 0.01 0.06 0.04

  x (mm) 48.75 50.88 48.75 48.75 50.88 48.75  Asm (mm2) 53.87 78.52 2.32 36.23 455.08 276.32  Asv (mm2) 62.83 57.77 104.12 256.06 164.42 182.19  As (mm2) 78.52 78.52 78.52 292.30 455.08 455.08  As' (mm2) 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) 17.9 29.7 15.7 28.3 73.0 52.0  Vd @d(kN) 10.7 20.3 15.7 24.7 64.9 43.8  v (N/mm2) 0.20 0.32 0.17 0.31 0.80 0.57  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 6.63 < 1693.18 OK --- 11.89 < 325.06 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-8

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

20/64

Axis: 3a Storey: 1 (/ 3) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B22 L=4425mm B23 L=4837.5mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 440 x 150 - 440 x 150 480 x 150 - 480 x 150

Loads 0.11 0.77

G=3.25

2.7

3.25

12.8112.81

3.17

8.89

3.66

6.5

4.310.11 0.77

Q=0.98

2.7

0.98

3.883.88

3.17

2.69

3.66

1.97

4.31

  UDL G=10.03 Q=0 kN/m

0.11 0.77

6.5

1.82

11.69

3.02

11.69

4.07

6.5

4.730.11 0.77

1.97

1.82

3.54

3.02

3.54

4.07

1.97

4.73

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.) -27.925

60.98

-76.438

48.835

Moment(Env.)

-24.832

64.931 68.868

-56.301

Bending (Top Edge) ...  M (kN.m) 6.2 7.2 64.9 68.9 0.9 14.1  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.03 0.04 0.34 0.36 0.00 0.07  x (mm) 50.88 50.88 66.97 71.36 50.88 50.88  Asm (mm2) 45.03 52.03 479.01 510.41 6.87 102.11  Asv (mm2) 97.92 132.15 213.82 268.02 176.38 171.23  As (mm2) 52.03 184.18 479.01 510.41 183.25 102.11  As' (mm2) 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

Bending (Bottom Edge) ...  M (kN.m) 16.7 24.8 56.3 34.0  d (mm) 390.0 407.0 407.0 390.0  K/K' 0.02 0.03 0.06 0.04

  x (mm) 48.75 50.88 50.88 48.75  Asm (mm2) 126.78 180.14 408.42 257.29  Asv (mm2) 97.92 132.15 176.38 171.23  As (mm2) 180.14 180.14 408.42 408.42  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) 27.9 61.0 76.4 48.8  Vd @d(kN) 20.6 52.8 68.3 40.7  v (N/mm2) 0.30 0.67 0.83 0.53  v-Rdc (N/mm2) 0.52 0.00 0.52 0.52 0.00 0.52  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 10.87 < 1383.52 OK 11.89 < 429.05 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19 603.19 603.19 603.19

Bottom Edge 603.19 603.19 603.19 603.19 603.19 603.19Steel Bars ...Hanger Bars 3Y16 3Y16Top Bar Top SupBar 

Bottom Bar 3Y16 3Y16Bottom Bar Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-9

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

21/64

Axis: 3c Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B28 L=2137.5mm B29 L=2141.8mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 200 x 150 - 200 x 150 200 x 150 - 200 x 150

Loads 0.11 1.07

G=9.47

2.03

9.4710.02

0.11 1.07

Q=2.87

2.03

2.873.04

  UDL G=10.03 Q=0 kN/m

10.0210.039.48

1.07

9.49

2.03

3.043.042.87

1.07

2.87

2.03

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-7.101

46.774

-46.738

8.161

Moment(Env.) -1.811

37.788 37.586

-2.36

Bending (Top Edge) ...  M (kN.m) 0.4 15.2 37.8 37.6 15.0 0.6  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.00 0.08 0.20 0.20 0.08 0.00  x (mm) 50.88 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 3.08 110.36 274.12 272.66 108.94 4.19  Asv (mm2) 24.90 104.43 164.01 163.88 104.12 28.62  As (mm2) 27.98 214.80 274.12 272.66 213.07 32.80  As' (mm2) 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

Bending (Bottom Edge) ...  M (kN.m) 1.8 1.7 2.3 2.3  d (mm) 390.0 407.0 407.0 390.0  K/K' 0.00 0.00 0.00 0.00

  x (mm) 48.75 50.88 50.88 48.75  Asm (mm2) 13.53 12.33 16.75 17.04  Asv (mm2) 24.90 104.43 104.12 28.62  As (mm2) 13.53 13.53 17.04 17.04  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) 7.1 46.8 46.7 8.2  Vd @d(kN) 6.5 31.8 31.8 7.4  v (N/mm2) 0.08 0.51 0.51 0.09  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 5.25 < 35832.96 OK 5.26 < 25400.13 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-10

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

22/64

Axis: 3c Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B27 L=2737.5mmHxBw (mm) 450 x 225Flange BfxHf 370 x 150 - 370 x 150

Loads 0.11

G=0.65

1.37

13.09

2.08

13.09

2.63

7.717.15

0.11

Q=0.2

1.37

3.97

2.08

3.97

2.63

2.342.17

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-34.219

41.772

Moment(Env.)

-28.661

Bending (Top Edge) ...  M (kN.m) 7.2 7.2  d (mm) 407.0 407.0  K/K' 0.04 0.04  x (mm) 50.88 50.88  Asm (mm2) 51.98 51.98  Asv (mm2) 119.98 146.47  As (mm2) 51.98 51.98  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 15.0 28.7 17.2  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) 113.53 207.92 130.29  Asv (mm2) 119.98 73.26 146.47  As (mm2) 207.92 207.92 207.92  As' (mm2) 0.00 0.00 0.00  As-min 142.73 148.95 142.73

Shear and Torsion Design ...  Vd (kN) 34.2 41.8  Vd @d(kN) 25.8 27.1  v (N/mm2) 0.37 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 6.73 < 694.38 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-11

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

23/64

Axis: 3d Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B32 L=5283.2mmHxBw (mm) 450 x 225Flange BfxHf 750 x 150 - 750 x 150

Loads 0.11 1.82

G=16.89

2.64

20.96

3.01

19.12

4.72

2.231.116.916.917.46

0.11 1.82

Q=5.12

2.64

6.35

3.01

5.79

4.72

0.680.342.092.092.26

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-86.062

117.117

Moment(Env.)

-138.913

Bending (Top Edge) ...  M (kN.m) 34.7 34.7  d (mm) 407.0 407.0  K/K' 0.18 0.18  x (mm) 50.88 50.88  Asm (mm2) 251.93 251.93  Asv (mm2) 301.76 410.65  As (mm2) 251.93 251.93  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 68.6 138.9 78.1  d (mm) 363.5 386.0 363.5  K/K' 0.06 0.10 0.07

  x (mm) 45.44 48.25 45.44  Asm (mm2) 557.03 1062.54 634.40  Asv (mm2) 301.76 193.13 410.65  As (mm2) 858.80 1062.54 1045.05  As' (mm2) 0.00 0.00 0.00  As-min 133.03 141.27 133.03

Shear and Torsion Design ...  Vd (kN) 86.1 117.1  Vd @d(kN) 78.5 69.0  v (N/mm2) 0.94 1.28  v -Rdc (N/mm2) 0.68 0.00 0.68  v-Rdmax (N/mm2) 4.05 4.05  V-Rd (kN) 183.2 183.2  Vnom (kN) 194.6  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 13.69 < 104.14 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19

Bottom Edge 1344.60 1344.60 1344.60Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar 

Bottom Bar 3Y20Bottom Bar 2Y16Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-12

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

24/64

Axis: 3d Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B31 L=5287.5mmHxBw (mm) 450 x 225Flange BfxHf 750 x 150 - 750 x 150

Loads

G=7.466.916.911.112.23

2.27

19.12

2.64

20.98

3.47

16.89

5.18

Q=2.262.092.090.340.68

2.27

5.79

2.64

6.36

3.47

5.12

5.18

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-118.444

86.277

Moment(Env.)

-139.488

Bending (Top Edge) ...  M (kN.m) 34.9 34.9  d (mm) 407.0 407.0  K/K' 0.18 0.18  x (mm) 50.88 50.88  Asm (mm2) 252.97 252.97  Asv (mm2) 415.31 302.52  As (mm2) 252.97 252.97  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 78.7 139.5 68.8  d (mm) 363.5 386.0 390.0  K/K' 0.07 0.11 0.05

  x (mm) 45.44 48.25 48.75  Asm (mm2) 639.49 1066.94 520.94  Asv (mm2) 415.31 193.75 302.52  As (mm2) 1054.80 1066.94 823.46  As' (mm2) 0.00 0.00 0.00  As-min 133.03 141.27 142.73

Shear and Torsion Design ...  Vd (kN) 118.4 86.3  Vd @d(kN) 69.0 78.7  v (N/mm2) 1.29 0.94  v -Rdc (N/mm2) 0.68 0.00 0.60  v-Rdmax (N/mm2) 4.05 4.05  V-Rd (kN) 183.2 196.6  Vnom (kN) 194.6  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 13.7 < 103.04 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19

Bottom Edge 1344.60 1344.60 942.48Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar 

Bottom Bar 3Y20Bottom Bar 2Y16Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-13

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

25/64

Axis: 3d Storey: 1 (/ 3) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B30 L=5285.9mmHxBw (mm) 450 x 225Flange BfxHf 750 x 150 - 750 x 150

Loads

G=4.133.573.571.12.22

2.27

19.11

2.64

20.97

3.47

16.89

5.17

Q=1.251.081.080.330.67

2.27

5.79

2.64

6.36

3.47

5.12

5.17

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-112.871

85.832

Moment(Env.)

-138.295

Bending (Top Edge) ...  M (kN.m) 34.6 34.6  d (mm) 407.0 407.0  K/K' 0.18 0.18  x (mm) 50.88 50.88  Asm (mm2) 250.81 250.81  Asv (mm2) 395.76 300.96  As (mm2) 250.81 250.81  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 76.9 138.3 68.4  d (mm) 363.5 386.0 390.0  K/K' 0.07 0.10 0.05

  x (mm) 45.44 48.25 48.75  Asm (mm2) 624.52 1057.82 517.88  Asv (mm2) 395.76 192.23 300.96  As (mm2) 1020.29 1057.82 818.83  As' (mm2) 0.00 0.00 0.00  As-min 133.03 141.27 142.73

Shear and Torsion Design ...  Vd (kN) 112.9 85.8  Vd @d(kN) 69.4 78.3  v (N/mm2) 1.23 0.94  v -Rdc (N/mm2) 0.60 0.00 0.60  v-Rdmax (N/mm2) 4.05 4.05  V-Rd (kN) 183.2 196.6  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 13.05 < 128.68 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19

Bottom Edge 1344.60 1344.60 942.48Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar 

Bottom Bar 3Y20Bottom Bar 2Y16Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-14

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

26/64

Axis: 4 Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B33 L=2700mm B34 L=1276.6mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 0 x 0 - 250 x 150 110 x 150 - 110 x 150

Loads

G=0.56

1.88

9.84

2.7

5.76

Q=0.17

1.88

2.98

2.7

1.75

  UDL G=10.03 Q=0 kN/m

5.76

0.11

5.2

0.7

5.2

1.16

0.56

1.28

1.75

0.11

1.58

0.7

1.58

1.16

0.17

1.28

  UDL G=2.8 Q=0.34 kN/m

Shear Force(Env.)

-24.246

39.154

-18.041

Moment(Env.)

-17.025

15.09313.021

Bending (Top Edge) ...  M (kN.m) 4.3 15.1 13.0 7.2 2.0  d (mm) 407.0 407.0 407.0 407.0 407.0  K/K' 0.02 0.08 0.07 0.04 0.01  x (mm) 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 30.88 109.49 94.46 52.16 14.70  Asv (mm2) 85.02 137.29 63.26 46.12 25.53  As (mm2) 30.88 109.49 94.46 94.46 40.24  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) 10.0 17.0 5.5 0.0  d (mm) 390.0 407.0 390.0 390.0  K/K' 0.03 0.04 0.01 0.00

  x (mm) 48.75 50.88 48.75 48.75  Asm (mm2) 75.53 123.51 41.43 0.00  Asv (mm2) 85.02 72.02 137.29 25.53  As (mm2) 123.51 123.51 123.51 0.00  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) 24.2 39.2 18.0 7.3  Vd @d(kN) 16.1 26.4 11.3 7.3  v (N/mm2) 0.26 0.43 0.20 0.08  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 6.63 < 844.4 OK 3.14 < 572768600000.0 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-15

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

27/64

Axis: 4 Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B36 L=1275mm B37 L=2700mmHxBw (mm) 450 x 225 450 x 225Flange BfxHf 110 x 150 - 110 x 150 0 x 0 - 250 x 150

Loads 0.11

G=0.56

0.9

8.37

1.12

14.4414.6

1.22

13.7515.31

0.11

Q=0.17

0.9

2.54

1.12

4.384.42

1.22

4.174.64

  UDL G=2.8 Q=0.34 kN/m

5.75

0.83

9.84

2.7

0.561.74

0.83

2.98

2.7

0.17

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

24.791

-39.756

23.656

Moment(Env.)

15.753 16.744

-16.284

Bending (Top Edge) ...  M (kN.m) 2.5 8.4 15.8 16.7 0.0 4.1  d (mm) 407.0 407.0 407.0 407.0 407.0 407.0  K/K' 0.01 0.04 0.08 0.09 0.00 0.02  x (mm) 50.88 50.88 50.88 50.88 50.88 50.88  Asm (mm2) 18.09 60.91 114.28 121.47 0.01 29.53  Asv (mm2) 29.90 53.54 86.93 139.40 74.17 82.95  As (mm2) 47.99 114.28 114.28 121.47 74.18 29.53  As' (mm2) 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

Bending (Bottom Edge) ...  M (kN.m) 4.6 16.3 9.7  d (mm) 390.0 407.0 390.0  K/K' 0.01 0.03 0.02

  x (mm) 48.75 50.88 48.75  Asm (mm2) 34.54 118.13 73.37  Asv (mm2) 139.40 74.17 82.95  As (mm2) 118.13 118.13 118.13  As' (mm2) 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) 8.5 24.8 39.8 23.7  Vd @d(kN) 8.5 12.8 27.0 15.5  v (N/mm2) 0.09 0.27 0.43 0.26  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 --- 6.63 < 1246.61 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-16

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

28/64

Axis: 4 Storey: 1 (/ 3) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B35 L=3975mmHxBw (mm) 450 x 225Flange BfxHf 560 x 150 - 560 x 150

Loads 0.11 1.99

G=9.28

2.7

5.75

15.3113.7514.614.44

8.37

3.86

0.56

0.11 1.99

Q=2.81

2.7

1.74

4.644.174.424.38

2.54

3.86

0.17

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-41.649

46.236

Moment(Env.)

-48.806

Bending (Top Edge) ...  M (kN.m) 12.2 12.2  d (mm) 407.0 407.0  K/K' 0.06 0.06  x (mm) 50.88 50.88  Asm (mm2) 88.51 88.51  Asv (mm2) 146.04 162.12  As (mm2) 88.51 88.51  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 24.9 48.8 27.5  d (mm) 390.0 407.0 390.0  K/K' 0.02 0.04 0.03

  x (mm) 48.75 50.88 48.75  Asm (mm2) 188.38 354.05 208.26  Asv (mm2) 146.04 86.71 162.12  As (mm2) 334.41 354.05 354.05  As' (mm2) 0.00 0.00 0.00  As-min 142.73 148.95 142.73

Shear and Torsion Design ...  Vd (kN) 41.6 46.2  Vd @d(kN) 34.3 37.6  v (N/mm2) 0.45 0.50  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 9.77 < 386.03 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

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-17

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

29/64

Axis: 4a Storey: 1 Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B38 L=4162.5mmHxBw (mm) 450 x 225Flange BfxHf 590 x 150 - 590 x 150

Loads 0.11 1.69

G=15.6

2.08

17.54

2.48

15.59

4.050.11 1.69

Q=4.73

2.08

5.32

2.48

4.72

4.05

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-58.146

58.146

Moment(Env.)

-72.484

Bending (Top Edge) ...  M (kN.m) 18.1 18.1  d (mm) 407.0 407.0  K/K' 0.09 0.09  x (mm) 50.88 50.88  Asm (mm2) 131.46 131.46  Asv (mm2) 203.88 203.88  As (mm2) 131.46 131.46  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 37.0 72.5 37.0  d (mm) 390.0 407.0 390.0  K/K' 0.03 0.06 0.03

  x (mm) 48.75 50.88 48.75  Asm (mm2) 280.28 525.82 280.28  Asv (mm2) 203.88 126.60 203.88  As (mm2) 484.16 525.82 484.16  As' (mm2) 0.00 0.00 0.00  As-min 142.73 148.95 142.73

Shear and Torsion Design ...  Vd (kN) 58.1 58.1  Vd @d(kN) 50.0 50.0  v (N/mm2) 0.63 0.63  v -Rdc (N/mm2) 0.52 0.00 0.52  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 10.23 < 225.34 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19

Bottom Edge 603.19 603.19 603.19Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBar 

Bottom Bar 3Y16Bottom Bar Bot SupBar 

Side Bars

Katampe ProjectBEAM DESIGN RESULTS

Yaddah Engineering Services (*1YG-XW6G-KVUS-Y5BQ)Orion Building Design System 18.0 (04.2012) / Page: BD-18

Project: Katampe_Project

8/19/2019 Katampe Project Report.pdf

30/64

Axis: 4a Storey: 1 (/ 2) Material: C20/25 / Grade 410 (Type 2) (Links: Grade 410 (Type 2))

B39 L=4279.3mmHxBw (mm) 450 x 225Flange BfxHf 600 x 150 - 600 x 150

Loads 0.11 1.69

G=15.59

2.14

17.83

2.59

15.59

4.170.11 1.69

Q=4.73

2.14

5.4

2.59

4.73

4.17

  UDL G=10.03 Q=0 kN/m

Shear Force(Env.)

-60.64

60.64

Moment(Env.)

-77.747

Bending (Top Edge) ...  M (kN.m) 19.4 19.4  d (mm) 407.0 407.0  K/K' 0.10 0.10  x (mm) 50.88 50.88  Asm (mm2) 141.00 141.00  Asv (mm2) 212.62 212.63  As (mm2) 141.00 141.00  As' (mm2) 0.00 0.00  As-min 148.95 148.95 148.95

Bending (Bottom Edge) ...  M (kN.m) 39.6 77.7 39.6  d (mm) 390.0 407.0 390.0  K/K' 0.04 0.06 0.04

  x (mm) 48.75 50.88 48.75  Asm (mm2) 299.86 564.00 299.86  Asv (mm2) 212.62 132.30 212.63  As (mm2) 512.49 564.00 512.49  As' (mm2) 0.00 0.00 0.00  As-min 142.73 148.95 142.73

Shear and Torsion Design ...  Vd (kN) 60.6 60.6  Vd @d(kN) 52.4 52.4  v (N/mm2) 0.66 0.66  v -Rdc (N/mm2) 0.52 0.00 0.52  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 10.51 < 192.42 OK

Provided Steel Areas (mm2)Top Edge 603.19 603.19 603.19

Bottom Edge 603.19 603.19 603.19Steel Bars ...Hanger Bars 3Y16Top Bar Top SupBa