带折板楼梯梁、梯段板、平台板计算

第1页荷载踏步高(m)踏步宽(m)h/b角度0.150.30.527混凝土容重板厚(m)踏步高/2板重(kN)260.10.0750.894板面粉刷(kN)1.70.150.30.3板底粉刷(kN)粉刷容重厚度(m)B0.4200.021栏杆(kN)总静载(kN)恒载控制×1.35=活载(kN)3.5×0.7×1.4=跨度L1(m)2.4活载控制×1.2=×1.4×B=荷载设计值平直段L3（左）平直段L2（右）LTL左宽LTL右宽000.20.2荷载混凝土容重板厚(m)板重(kN)260.1板面重(kN)1.7板底重(KN)容重厚度B200.021总恒荷载活荷载恒载控制×1.35=×0.7×1.4=活载控制×1.2=×1.4×B=荷载设计值左支座反力弯矩最大值距左支座的距离梯段板跨中弯矩弯矩M(kN)1/8ql^2=fcb(mm)h0(mm)fy9.6100080210h0^22M/fcb(h0^2-2M/fcb)^0.5h0-(h0^2-2M/fcb)^0.564002560.12651761.966712718.0332873带折板梯段板计算梯段板计算第1页，共6页第2页最小配筋0.2%*b*h=2000.45ft/fy*b*h=As配筋12.00113.10数量10.0078.54构造配筋113.10传至楼梯梁上荷载(kN)荷载混凝土容重板厚(m)板重(kN)260.08板面重(kN)1.7板底重(KN)容重厚度B200.021恒载总重恒载控制×1.35=×1.4×0.7×B=活载控制×1.2=活载(kN)3.5×1.4×B=设计荷载(kN)跨度L(m)2.4弯矩M(kN)1/8ql^2=fcb(mm)h0(mm)fy9.6100060210h0^22M/fcb(h0^2-2M/fcb)^0.5h0-(h0^2-2M/fcb)^0.536001487.445.9630286214.03697138最小配筋0.2%*b*h=1600.45ft/fy*b*h=As配筋12.00113.10数量10.0078.548.0050.27构造配筋113.10荷载梁宽b(m)梁高h(m)梁自重260.20.35×1.2=TB传来荷载平台板传来荷载9.916×2.4÷2=平台板计算楼梯梁计算第2页，共6页第3页总恒载(kN)跨度L(m)3.5弯矩M(kN-m)1/8ql^2=fcb(mm)h0(mm)fy9.6200315300h0^22M/fcb(h0^2-2M/fcb)^0.5h0-(h0^2-2M/fcb)^0.59922552066.58217.1697.84最小配筋0.2%*b*h=1360.45ft/fy*b*h=配筋18.00254.47第3页，共6页第4页COSα0.8944.8572.5500.4470.28.05410.8733.4314.3039.6649223594.914.5649223614.5652.6001.7000.4004.7003.5007.3853.4305.6404.90010.81518.5591.30012.28912.289fcb/fy45.714As=824.379带折板梯段板计算梯段板计算第4页，共6页第5页235.71824.387.2910.502.0818.5592.0801.7000.4004.1805.6433.4305.0164.9009.9167.140fcb/fy45.714As=641.690188.57641.695.678.1712.771.672.18418.55911.899平台板计算楼梯梁计算第5页，共6页第6页32.64349.98fcb/fy6.40As=626.18112.202.46第6页，共6页