shear connector50Design of Shear Connector Nos of Girder6Spacing between Girder (l)2Thickness of Slab (t)0.25Top Flange of Girder2Depth of girder excluding slab1.25

SectionUltimate Shear " P "Compoasite Moment of Interia "I" in m^4CGfrom BotY from top "Y"AreaLongi Shear S1 =A= l x t(P x A X (Y-0.5*t) / I x b) in Ton/mtsupport122.0000.24020.9580.5420.552.900460l/860.1000.24020.9580.5420.526.06092ERROR:#REF!

Composite Section2.000.25

1.25

0.50

Sr. no.Dim. Of elementArea A (m2)CGfrom Bot 'y' in mA x y (m3)A(y-y1) (m3)A(y-y1)^2 (m4)Igg (m4)11.25x0.50.6250.6250.39060.20830.06940.081420.25x20.51.3750.68750.20830.08680.0026Total1.1251.07810.41670.15630.0840

Extreme Fibre from bottom Y1 =0.958mTherefore M.I. (Composite) =0.2402m4

SectionTotal Maximum Longi Shear Forces (S1+F1) in ton/mtReinforce-ment Required Vu * 1000/0.87*5000 in cm^2Minimum Area of Steel in cm^2 = 0.15*b/100Required Area of Steel in cm^2Area of steel provided as a Strriups in cm^2Additional Area of steel required in cm^2Area of steel provided as a Shear connector in cm^2DiaSpacingLegArea of steel per meter in cm^2DiaSpacingLegArea of steel per meter in cm^2

support52.9012.1630.0030.0010150420.9339.0710150210.47l/826.065.9930.0030.0010150420.9339.0710150210.47Provide 2 Legs Y10 @ 150

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