模板支撑体系安全专项施工方案(专家论证后修改)

87 kN/m ≥20 kN/mР(8)梁900×1400mm集中线荷载:Р 活载控制时荷载组合S1=0.9b[1.2(G1k+ G2k+ G3k)+1.4Q2k]Р =0.9×0.9×[1.2×(0.9+24×1.4+1.5×1.4)+1.4×2]Р =37.843 kN/mР 恒载控制时荷载组合S2=0.9b[1.35(G1k+ G2k+ G3k)+1.4×0.7Q2k]Р =0.9×0.9×[1.35×(0.9+24×1.4+1.5×1.4)+1.4×0.7×2]Р =41.61 kN/mР 两者取大值,即集中线荷载S=max[S1,S2]=41.61 kN/m ≥20 kN/mР(9)梁900×1200mm集中线荷载:Р 活载控制时荷载组合S1=0.9b[1.2(G1k+ G2k+ G3k)+1.4Q2k]Р =0.9×0.9×[1.2×(0.9+24×1.2+1.5×1.2)+1.4×2]Р =32.886 kN/mР 恒载控制时荷载组合S2=0.9b[1.35(G1k+ G2k+ G3k)+1.4×0.7Q2k]Р =0.9×0.9×[1.35×(0.9+24×1.2+1.5×1.2)+1.4×0.7×2]Р =36.033 kN/mР 两者取大值,即集中线荷载S=max[S1,S2]=36.033 kN/m ≥20 kN/mР(10)梁800×1800mm集中线荷载:Р 活载控制时荷载组合S1=0.9b[1.2(G1k+ G2k+ G3k)+1.4Q2k]Р =0.9×0.8×[1.2×(0.9+24×1.8+1.5×1.8)+1.4×2]Р =42.451 kN/mР 恒载控制时荷载组合S2=0.9b[1.35(G1k+ G2k+ G3k)+1.4×0.7Q2k]Р =0.9×0.8×[1.35×(0.9+24×1.8+1.5×1.8)+1.4×0.7×2]