61.6-110.3225.4(3)截面强度计算主梁正截面强度计算见表145、斜截面强度计算:主梁斜截面强度计算见表15表中0V=G+P=78.58+120.1=198.68KN主梁正截面强度计算表14截面边跨中B支座中间跨中M(kN·m)357.6-386.1193.2-7120bV(kN)___198.68×24.0=39.74______20bVM?(kN·m)357.6-346.36193.2-71201)(hbbfMfcs????0.0410.3230.0220.010)211(5.0ss?????0.9790.7970.9890.9950hfMAsys??(mm2)1902.52298.11017.4371.6选用钢筋2φ25(弯)3φ20(直)1φ18+3φ25(弯)2φ16+1φ20(直)2φ16(直)1φ18+1φ25(弯)2φ16(直)实际配筋面积(mm2)19242443.61147.3402主梁斜截面强度计算表15截面A支座B支座左B支座右V(kN)161.6257.1225.4025.?(kN)0.25×1.0×9.6×300×610=439.2kN>V截面满足要求07.0bhft(kN)0.7×1.1×300×610=140.91kN<V按计算配箍箍筋直径和肢数φ6@200双肢0025.17.0hsAfbhfVsvyvtcs??140.91×1000+1.25×210×2×28.3×610÷200=186.23kNsycssbfVVA?sin8.0??(mm2)<0(257.1-186.23)×1000÷0.8÷300÷0.707=417.7(225.4-186.23)×1000÷0.8÷300÷0.707=230.8弯起钢筋1φ251φ251φ18实配弯起钢筋面积(mm)490.9490.9254.56、主梁吊筋计算由次梁传给主梁的集中荷载为:
全文预览