PSC Girder 23.75
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Pr oje ct DE SI GN CONSULTANC Y SE RV IC ES FOR 4-LANING OF KASHIP UR-SIT ARGANJ SE C. OF NH-74 De signed by: Client GALFAR ENGINEERING & CONTRACTING ( INDIA) PVT. LTD. / NHAI Chec ked by: Job Name Design of PSC P re c a st Post-t ensioned G irder & CIP Deck Slab Su perst ruct ure for (23.75m eff. Span) Date & Rev. DESIGN OF INNER LONG. GIRDER (LG2) DESIGN OF I NNER LONG. GIRDER (LG2 ) Section Properties Section under consideration Left Anchor. 0. 00 0 L Sec 0. 06 9 L Sec 0. 13 3 L Sec 0. 14 5 L Sec 0. 25 0 L Sec 0. 37 5 L Sec 0. 50 0 L Sec Dist. of Section ' X' from Left Side J acking End (Ancho rage) 0. 000 m 0.20 1.85 3.35 3 .64 6.1 4 9. 11 12. 08 Dist. of Section 'X' from cL of Lef t Su pp ort -0.200 m 0.000 m 1.650 m 3.150 m 3.444 m 5.938 m 8.906 m 11.875 m Item. No. Description Units Col.- 1 Col.- 2 Col .- 3 Col.- 4 Col.- 5 Col.- 6 Col.- 7 Col .- 8 1. Properties of non-composite section: Precast Girder Only 1a Area of Precast Girder A m 2 1.171 1.171 1.171 0.723 0.723 0.723 0 .723 0.723 1b c.g. of girder from Top of girder Yt m 0.76 9 0.76 9 0.769 0.7 81 0.781 0. 781 0.781 0.781 1c c.g. of girder from soffit of girder Yb m 0.8 31 0.83 1 0.831 0.8 19 0.819 0. 819 0.819 0.819 1d Overall Depth of Girder D m 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1e Moment of Inertia of Section Iz m 4 0.2640 0.2640 0. 2640 0.2218 0. 2218 0.2218 0.2 218 0 .2218 1f Section Modulus of Top Zt m 3 0.3435 0.3435 0.3435 0.2838 0.2838 0.2838 0.2838 0.2838 1g Section Modulus of Bottom Zb m 3 0.3177 0.3177 0. 3177 0.2709 0. 2709 0.2709 0. 2709 0 .2709 1h First moment of area above and about m 3 0.0903 0.0903 0. 0903 0.0542 0. 0542 0.0542 0. 0542 0 .0542 N.A of Composite Section 1i Weight of Girder per metre wg kN/ m 29.28 29.28 29.28 18. 08 18.08 18.08 18.08 18.08 1j . Notional size (mm) of the Cross Section h 0 mm 457 457 457 255 255 255 255 255 1k . Coeff. depending on notional size for Shrinkage k h 0.711 0.711 0.711 0.795 0.795 0 .795 0.795 0.795 2. Properties of Composite Section: Precast Girder + Deck Slab 2a Area of Com posite Section A m 2 1.83 1 1.83 1 1.831 1.38 3 1.383 1. 383 1 .383 1.383 2b c.g. of Section from Top of Deck Slab Yt m 0.672 0.672 0.672 0.576 0.576 0.576 0.576 0.576 2c c.g. of Section from soffit Yb m 1.14 8 1.14 8 1.148 1.2 44 1.244 1. 244 1.244 1.244 2d Overall Depth of the Section D m 1.82 1.82 1.82 1.82 1.82 1.82 1. 82 1.82 2e Moment of Inertia of Section Iz m 4 0.5927 0.5927 0. 5927 0.4985 0. 4985 0.4985 0.4 985 0. 4985 2f Section Modulus at Top of Slab Zts m 3 0.8819 0.8819 0.8819 0.8655 0.8655 0.8655 0.8655 0.8655 2g Sec. Modulus at Bottom of Slab Zbs m 3 1.3111 1.3111 1.3111 1.4004 1.4004 1.4004 1.4004 1.4004 2h Sec.Modulus of Bottom of Section Zb m 3 0.5163 0.5163 0. 5163 0.4007 0. 4007 0.400 7 0. 4007 0 .4007 2i First moment of area of Composite Sec. m 3 0.4612 0.4612 0. 4612 0.3618 0. 3618 0.361 8 0. 3618 0.3618 S. Rastogi -------- 25/05/2013 (R0) . 2j . Notional size (mm) of the Cross Section h 0 mm 582 582 582 405 405 405 40 5 405 1k . Coeff. depending on notional size for Shrinkage k h 0.70 0 0.70 0 0.700 0.7 24 0.724 0.724 0.724 0.724 Bending Moments & Shear Forces at Various Sections of Long.-Girder due to Self Weight Due t o Dead Load i n bet ween En d Bl ocks 0.723 x 25 = 18.0 78 kN/ m Due t o Dead Load at En d Bl ock s 1.171 x 25 = 29.2 80 kN/ m Extra Loadin g due t o End Block = 11.202 kN/ m 11.202 kN /m 2.000 m 1.500 m 1.500 m 2.00 0 m 18.078 kN /m 0.35 0 23.750 m 0.350 Ra Rb Span Len gt h = 23.750 m Due to symmetry of Loading Reaction on either Support Ra = Rb = 18.078 x 24.450 + 11.202 x 2 .00 + 11.202 x 1. 500 = 2 51 . 81 1 kN 2 2 Bending Moments at Various Sections of Preca st Girder du e to Self Weight a) At 0.000 L Sect i on 0.000 m from cL of Suppor t 251.811 x 0.000 - ( 18.078 x 0.350 x 0.175 ) - 11.202 x 0.350 x 0.175 = -1.793 kN-m b) At 0.069 L- Section 1.650 m from cL of Left Support 251.8 11 x 1.6 50 - ( 18 .078 x 2.000 x 1.000 ) - 1 1.202 x 2. 000 x ( 2.00 0 - 1.000 ) = 356. 927 kN-m c) At 0.133 L- Section 3.150 m from cL of Left Support 251.811 x 3.150 - ( 18.078 x 3.500 x 1.750 ) - 11.202 x 2.000 x ( 3.50 0 - 1.000 ) - 11.202 x 0.750 x ( 3.50 0 - 2.000 - 0.500 ) = 618.063 kN-m (1 )
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