72Р(kN)Р组合项次Р①+②Р①+⑤Р①+④Р组合值Р161.6Р-110.3Р225.4Р截面强度计算Р主梁正截面强度计算见表14Р5、斜截面强度计算:Р主梁斜截面强度计算见表15Р表中=G+P=78.58+120.1=198.68 KNР 主梁正截面强度计算表14Р截面Р边跨中РB支座Р中间跨中РM(kN·m)Р357.6Р-386.1Р193.2Р-71Р(kN)Р___Р198.68×=39.74Р___Р___Р(kN·m)Р357.6Р-346.36Р193.2Р-71Р0.041Р0.323Р0.022Р0.010Р0.979Р0.797Р0.989Р0.995Р(mm2)Р1902.5Р2298.1Р1017.4Р371.6Р选用钢筋Р2φ25(弯)Р3φ20(直)Р1φ18+3φ25 (弯)Р2φ16+1φ20 (直)Р2φ16(直)Р1φ18+1φ25 (弯)Р2φ16(直)Р实际配筋面积(mm2)Р1924Р2443.6Р1147.3Р402Р主梁斜截面强度计算表15Р截面РA支座РB支座左РB支座右Р(kN)Р161.6Р257.1Р225.4Р(kN)Р0.25×1.0×9.6×300×610=439.2kN>VР截面满足要求Р(kN)Р0.7×1.1×300×610=140.91kN<VР按计算配箍Р箍筋直径和肢数Рφ6@200 双肢Р140.91×1000+1.25×210×2×28.3×610÷200=186.23kNР(mm2)Р<0Р(257.1-186.23)×1000÷0.8÷300÷0.707=417.7Р(225.4-186.23)×1000÷0.8÷300÷0.707=230.8Р弯起钢筋Р1φ25Р1φ25Р1φ18Р实配弯起钢筋面积(mm)Р490.9Р490.9Р254.5Р主梁吊筋计算Р 由次梁传给主梁的集中荷载为:
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