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Grid Floor Analysis & Design
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Datax directiony direction
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Length of beamsLx =12.00 metersLy =12.00 meters
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Number of beamsNx =8 nosNy =8 nos
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Spacing of ribsa1 =1.50 metersb1 =1.50 meters
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Depth of beamD =620 mm
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Width of beambw =200 mm
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Width of flangebf =1500 mm
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Thickness of flangeDf =110 mm
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Grade of Concretefck =20 MPa
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Grade of Steelfy =415 MPa
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Modulas of ElasticityE =2.2E+07 KN/sqm
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Loads
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Live Load3.00 KN
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Floor Finish1.00 KN
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Other0.00 KN
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Loading Calculation
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Total weight of slabws =396.00 KN
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Total weight of beams in x direction
wbx =297.60 KN
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Total weight of beams in y direction
wby =257.92 KN
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Total weight of Live load
wll =432.00 KN
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Total weight of Floor Finish
wff =144.00 KN
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Other loadwol =
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Total Loadws+wbx+wby+wll+wff+wol =1527.52 KN
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Total Load/sqmq =10.61 KN/sqm
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Total Factored Load/sqm
Q =15.91 KN/sqm
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Design Parameters
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Ratios
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Df/D =0.177
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bf/bw =7.500
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Moment of Inertia
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I = (kx*bw*D3)/12
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kx =2.15refer Chart 88 of SP 16 pg 215
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I = 8.54E-03
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Flexural Rigidity of ribs
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Dx=EI/a1 Dy=EI/b1
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Dx = 1.27E+05Dy = 1.27E+05
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Modulus of Shear
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G=E / (2(1+μ)
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G = 9.72E+6 KN/sqm
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Torsional Constants (Polar Sectional Modulus)
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C1=(1-(0.63*(bw/D))*(bw3*D/3)C2=(1-(0.63*(bw/D))*(D3*bw/3)
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C1 = 1.32E-3 cumC2 = 1.27E-2 cum
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Torsional Rigidity
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Cx=GC1/b1Cy=GC2/a1
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Cx = 8.54E+3Cy = 8.21E+4
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2H=Cx+Cy
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2H = 9.06E+4
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Dx / Lx4 =6.14
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Dy / Ly4 =6.14
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2H / (Lx2*Ly2) =4.37
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Deflection Check
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Central Deflection
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ω=(16*Q/π)/((Dx/Lx4)+(2H/(Lx2*Ly2))+(Dy/Ly4))
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ω =15.91 mm
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Long Term Deflection
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Ltdefl. = 3*ω
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Ltdefl. =47.72 mm
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span/deflection
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 (Clause 23.2 IS 456)
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s/d =48.00 mm
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Maximum deflection including long term effects is within permissible limits i.e. Ltdefl < s/d ratio
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Maximum Moment & Shear Values
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Max Bending Moments
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Mx=Dx*(π/Lx)2*ω
My=Dy*(π/Ly)2*ω
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Mx = 139 KN-mMy = 139 KN-m
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Max Torsional Moments
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Mxy=(Cx*π2*ω1)/(Lx*Ly)
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Mxy = 9 KN-m
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Shear Force
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Qx=[(Dx*(π/Lx)3)+(Cy*(π3/(a*b2)))]*ω
Qy=[(Dy*(π/Ly)3)+(Cx*(π3/(b*a2)))]*ω
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Qx = 39 KNQy = 39 KN
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Values of Moments and Shear force at different locations
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MarkLocation (meters)Moments (KNm)Shear (KN)