楼盖楼板计算书

楼盖楼板计算书一、计算简图的确定1、板的类别的确定A区格：ly=7.0m，lx=3.5m，ly/lx=7.0/3.5=2，故按单向板计算；B区格：ly=7.0m，lx=2m，ly/lx=7.0/2=3.5＞2，故按单向板计算。C区格：ly=7.0m，lx=2.5m，ly/lx=7.0/2.5=2.8>2，故按单向板计算。D区格：ly=3m，lx=7m，lx/ly=7/3=2.33>2，故按单向板计算。2、板厚δ的确定A区格：δ=3500/40=87.5mm，故取板厚为100mm。取B、C、D区格板和A区格同厚。二、荷载计算屋面板自重：g=4.18KN/m2×1.2=5.02KN/m2屋面板上活载：q=0.7KN/m2×1.4=0.98KN/m2楼面板自重：g=4.31KN/m2×1.2=5.17KN/m2楼面板上活载：q=5KN/m2×1.4=7KN/m2∴屋面：g+=5.02+=5.51KN/m2，=0.49KN/m2，g+q=6KN/m2楼面：g+=5.17+=8.67KN/m2，=3.5KN/m2，g+q=12.17KN/m2三、板的内力计算1.屋盖计算(1)、A,B,C区格计算计算简图取1m板宽作计算单元，(g+q)1=61=6KN/m，弯矩计算配筋计算有效高度h0=h-as=100-20=80mm截面A1B2C3D4E5FMmax2.775.54-8.193.15-3.990.16-1.881.69-4.222.811.41调幅弯矩（调幅0.2))2.226.65-6.553.78-3.190.19-1.502.03-3.383.371.13αS0.0210.0620.0610.0350.0300.0020.0140.0190.0320.0320.011ξ0.0210.0640.0630.0360.0300.0020.0140.0190.0320.0320.011As932862821601358638514314347选配钢8@1508@1508@1508@2008@2008@2008@2008@2008@2008@20008@200实配面积335335335251251251251251251251251(2)、次梁次梁截面为200X400mm荷载屋面板传来恒载4.183.5=14.63KN/m次梁自重0.2*0.4*25=2KN/m恒载Σ=16.63KN/m活载0.73.5=2.45KN/m总荷载P=1.2g+1.4q=1.2*16.63+1.4*2.45=23.39KN/m计算简图l=ln=7.0-0.3/2*2=6.7m次梁弯矩计算截面A1B2C3弯矩系数-0.041770.0714-0.090990.0625-0.071440.0625弯矩-43.7575.00-95.4565.62-75.0065.62次梁剪力计算截面AB左B右C左C右剪力系数0.3940-0.606000.5260-0.474000.5000剪力61.74-94.9782.43-74.2878.36⑤、配筋计算有效高度h0=400-35=365mm正截面配筋次梁支座截面ABC弯矩系数-0.04177-0.09099-0.07144弯矩-43.75-95.45-75.00αS0.0980.2150.169ξ0.1040.2440.186As4621088827As,min200200200选配钢筋316218+2200216+2188实配面积6031137911截面hf'bf'MT形截面类型αsξγSAs配筋实配面积11002233.333375第一类0.0150.0150.992690.1831876321002233.333365.62第一类0.0130.0130.993603.2831660331002233.333365.62第一类0.0130.0130.993603.28316603斜截面配筋验算截面尺寸：Hw=h0-h’f=365-100=265mm，因hw/b=265/200<4，截面尺寸按下式验算：0.25fcbh0=0.25*16.7*200*365=304.75KN>Vmax=94.97KN截面尺寸满足要求计算所需腹筋：采用8双肢箍筋，计算支座B左侧截面。由Vcs=0.7ftbh0+1.25fyvh0，可得到箍筋间距S===248.50mm调幅后受剪承载力应加强，梁局部范围内将计算的箍筋面积增加20%，现调整箍筋间距，s=0.8*248.50=198.8mm，最后取箍筋间距s=200mm。为方便施工，沿梁长不变。弯矩调幅时要求的配箍率下限为：0.3*=0.3*1.1/210=0.157%；实际配箍率〉0.157%，满足要求。2.楼盖计算(1)、区格A①、计算简图取1m板宽作计算单元，(g+q)1=61=12.17KN/m②、弯矩计算③、配筋计算有效高度h0=h-as=100-20=80mm截面A1B2C3D4E5FMmax5.6711.34-16.756.44-8.160.32-3.843.45-8.365.752.875调幅弯矩（调幅0.2))4.5413.61-13.407.73-6.530.38-3.074.14-6.696.902.3αS0.0420.1270.1250.0720.0610.0040.0290.0390.0630.0650.022ξ0.0430.1370.1340.0750.0630.0040.0290.0400.0650.0670.022As1936095993352811613017628829797选配钢筋8@20010@12010@1208@1508@1508@2008@2008@2008@1508@1508@200实配面积251654654335335251251251335335251(2)、次梁次梁截面为250*500mm①、荷载楼面板传来恒载4.313.5=15.08KN/m次梁自重0.25*0.5*25=3.13KN/m恒载Σ=18.21KN/m活载53.5=17.5KN/m总荷载P=1.2g+1.4q=1.218.21+1.417.5=45.0KN/m②、计算简图l=ln=7.0-0.3/2*2=6.7m③、次梁弯矩计算截面A1B2C3弯矩系数-0.041770.0714-0.090990.0625-0.071440.0625弯矩-84.17144.29-183.644126.25-144.299126.25次梁剪力计算截面AB左B右C左C右剪力系数0.3940-0.606000.5260-0.474000.5000剪力118.79-182.711158.59-142.911150.75⑤、配筋计算有效高度h0=500-35=465mma、正截面配筋支座截面ABC弯矩系数-0.04177-0.09099-0.07144弯矩-84.17-183.644-144.299αS0.0930.2030.160ξ0.0980.2300.175As4371024780As,min200200200选配钢筋220+1166420216+2200实配面积6031257911截面hf'bf'MT形截面类型αsξγSAsξb配筋实配面积11002233.3333144.29第一类0.0180.0180.9911043.7660.550218+2200113721002233.3333126.25第一类0.0160.0160.992912.221.550216+2200103031002233.3333126.25第一类0.0160.0160.992912.222.550216+22001030b、斜截面配筋验算截面尺寸：Hw=h0-h’f=465-100=365mm，因hw/b=365/250<4，截面尺寸按下式验算：0.25fcbh0=0.25*16.7*250*465=485.34KN>Vmax=182.71KN截面尺寸满足要求计算所需腹筋：