无梁楼盖手算计算表格

项目名称概况40(kN/m2)板厚300(mm)混凝土强度板跨(X向)4.000(m)保护层厚度40(mm)钢筋强度板带宽(Y向)5.000(m)初选钢筋直径12(mm)荷载方式板厚300(mm)柱帽宽度(bce)1200(mm)活荷不利布置活载p40(kN/m2)恒载分项系数1.2组合系数0.7裂缝控制限值0.2mm板面恒荷0(kN/m2)活载分项系数1.3准永久值系数0.6支座弯矩调幅系数:1柱帽高度600柱帽重量10.8kN桩造价132.5625元/m2假定桩长20m结构模型总信息X方向跨数10跨Y方向跨数10跨桩综合单价125元/mX方向长度40mY方向长度50m钢筋造价4.6元/kg混凝土造价385元/m3边跨含桩造价内跨含桩造价平均综合造价含桩造价钢筋综合价(元/kg)4.64.60.1砼综合价3853850.2相当每平米钢筋量(kg)53.7639.7644.800.3每平方米混凝土体积(m3)0.300.30每立方米钢筋量(kg/m3)179.19132.54149.33每平方米造价(元)362.78495.34298.41430.97321.58454.14100按分离式配筋钢筋总重(kg)647.51平均每平米钢筋重量(kg/m2)32.38-7.39每立方米钢筋量(kg/m3)107.92(分离式)每平方米造价(元)264.43396.99每根桩荷载标准值(kN)982.40X方向Y方向X方向Y方向55031436181471柱上板带跨中挠度(mm)7.26815.914跨中板带跨中挠度1.1053.397fd/L1/5501/3141/36181/1471板中心挠度(mm)17.0201/235235X向板跨4m净跨度ln3600.00(mm)板带宽5.00(m)004.000支座负筋跨中正筋支座负筋跨中正筋支座负筋跨中正筋支座负筋跨中正筋05.00(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)4.005.00裂缝控制限值每延米弯矩设计值M(kNm/m)124.3986.9641.4671.1574.1158.4024.7047.78每延米弯矩标准值Mk(kNm/m)96.8667.7232.2955.4057.7145.4819.2437.21需配钢筋(mm2/m)(抗弯)1760.471200.77556.97972.811015.18792.38328.67644.24需配钢筋(mm2/m)(抗裂缝)1997.481396.39665.831142.501190.09937.83396.70767.31配筋率0.67%0.47%0.22%0.38%0.40%0.31%0.13%0.26%最小配筋率0.21%0.21%0.21%0.21%0.21%0.21%0.21%0.21%规范钢筋(mm2/m)1997.481396.39665.831142.501190.09937.83643.50767.31钢筋重量(kg/m2)15.6810.965.238.979.347.365.056.02板块钢筋总重量(kg)408.37277.79相当每平米钢筋量(kg)20.4213.89选配钢筋直径(mm)1614121414121212钢筋间距(mm)100110160130120120170140φ16@100φ14@110φ12@160φ14@130φ14@120φ12@120φ12@170φ12@140实有钢筋(mm2/m)2011139970711841283942665808配筋增大比例1.011.001.061.041.081.001.031.05实有配筋率ρ0.67%0.47%0.24%0.39%0.43%0.31%0.22%0.27%计算裂缝(mm)0.1840.1980.0470.178柱上板带配筋直径,间距长度(mm)As(mm2/m)重量支座负筋(50%)通长筋d14@2404000595.0418.68支座负筋(50%)截断筋d14@2401660595.047.75支座正筋(100%)通长筋φ12@1204000937.8329.45跨中板带直径,间距长度(mm)As(mm2/m)重量跨中负筋(100%)通长筋φ12@1704000643.5020.21跨中正筋(100%)通长筋φ12@1404000767.3124.09合计重量(kg/m)100.19板跨方向总重量(kg)250.46Y向板跨5.00mln4600.00(mm)板带宽4.00(m)支座负筋跨中正筋支座负筋跨中正筋支座负筋跨中正筋支座负筋跨中正筋(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)(mm2)裂缝控制限值每延米弯矩设计值M(kNm/m)203.10141.9867.70116.17127.67100.6142.5682.32每延米弯矩标准值Mk(kNm/m)158.15110.5652.7290.4699.4278.3433.1464.10需配钢筋(mm2/m)(抗弯)3049.382034.19923.691634.901810.921401.45572.011133.32需配钢筋(mm2/m)(抗裂缝)3261.322279.921087.111865.392050.111615.55683.371321.81配筋率1.09%0.76%0.36%0.62%0.68%0.54%0.23%0.44%最小配筋率0.21%0.21%0.21%0.21%0.21%0.21%0.21%0.21%规范钢筋(mm2/m)3261.322279.921087.111865.392050.111615.55683.371321.81钢筋重量(kg/m2)25.6017.908.5314.6416.0912.685.3610.38板块钢筋总重量(kg)666.76445.16相当每平米钢筋量(kg)33.3422.26选配钢筋直径(mm)直径=2018121618161214钢筋间距(mm)#VALUE!110100100120120160110#VALUE!φ18@110φ12@100φ16@100φ18@120φ16@120φ12@160φ14@110实有钢筋(mm2/m)#VALUE!231311312011212116767071399配筋增大比例#VALUE!1.011.041.081.031.041.031.06实有配筋率ρ#VALUE!0.77%0.38%0.67%0.71%0.56%0.24%0.47%计算裂缝(mm)0.2630.2320.1860.192柱上板带配筋直径,间距长度(mm)As(mm2/m)重量支座负筋(50%)通长筋d18@24050001025.0540.23支座负筋(50%)截断筋d18@24020101025.0516.17支座正筋(100%)通长筋φ16@12050001615.5563.41跨中板带直径,间距长度(mm)As(mm2/m)重量跨中负筋(100%)通长筋φ12@1605000683.3726.82跨中正筋(100%)通长筋φ14@11050001321.8151.88合计重量(kg/m)198.52板跨方向总重量(kg)397.040.2mm跨中板带柱上板带跨中板带柱上板带边跨中间跨跨中板带0.2mm柱上板带跨中板带xxx使用荷载边跨Y向配筋(分离式配筋信息)造价指标(元/m2)X向配筋信息X向配筋(分离式配筋信息)Y向配筋信息中间跨柱上板带012345012345Y向X向0.2支座负筋跨中正筋支座负筋跨中正筋Mc钢筋直径14121212ρte0.01000间距120120170140deq14实配钢筋φ14@120φ12@120φ12@170φ12@140σsk203.58实有As1283942665808ψ0.46配筋增大比例1.081.001.031.05wmax0.184实有配筋率0.43%0.31%0.22%0.27%支座负筋跨中正筋支座负筋跨中正筋Mc钢筋直径12121212ρte0.01000间距200200200200deq12实配钢筋φ12@200φ12@200φ12@200φ12@200σsk461.83实有As565565565565ψ0.82配筋增大比例1.100.600.880.74wmax0.682实有配筋率0.19%0.19%0.19%0.19%抗弯配筋验算不足不足不足裂缝配筋验算裂缝超限裂缝超限裂缝超限最小配筋率验算配筋率不足配筋率不足配筋率不足配筋率不足自动选筋(内跨)自动计算裂缝手动选筋计算裂缝柱上柱上手动选筋(内跨)柱上跨中跨中柱上M3McM30.010000.010000.01000121212218.36130.85208.440.500.200.470.1980.0470.178M3McM30.010000.010000.01000121212363.94153.94297.770.740.250.660.4870.0700.356自动计算裂缝手动选筋计算裂缝柱上跨中柱上跨中0.2支座负筋跨中正筋支座负筋跨中正筋Mc钢筋直径18161214ρte0.01414间距120120160110deq18实配钢筋φ18@120φ16@120φ12@160φ14@110σsk212.16实有As212116767071399ψ0.66配筋增大比例1.031.041.031.06wmax0.263实有配筋率0.71%0.56%0.24%0.47%裂缝超限裂缝超限支座负筋跨中正筋支座负筋跨中正筋Mc钢筋直径12121212ρte0.010000间距200200200200deq12实配钢筋φ12@200φ12@200φ12@200φ12@200σsk795.58实有As565565565565ψ0.94配筋增大比例0.280.350.830.43wmax1.345实有配筋率0.19%0.19%0.19%0.19%抗弯配筋验算不足不足不足不足裂缝配筋验算裂缝超限裂缝超限裂缝超限裂缝超限最小配筋率验算配筋率不足配筋率不足配筋率不足配筋率不足手动选筋计算裂缝柱上自动计算裂缝柱上自动选筋(内跨)手动选筋(内跨)柱上跨中柱上跨中M3McM30.011170.010000.01000161214211.59212.16207.280.550.480.470.2320.1860.192M3McM30.0100000.0100000.010000121212626.94265.19512.950.890.610.851.0100.2910.783手动选筋计算裂缝柱上跨中自动计算裂缝柱上跨中冲切形状矩形板柱类型中柱轴力设计值N=1220kN板厚300mm保护层厚度40mm冲切面尺寸：长边A＝1200mm短边B＝1200mm砼强度折减系数1βh＝1.00ft＝1.43N/mm2配弯起钢筋计算：η＝0.94配置：4φh0＝255mmAs＝804μm＝5820mmα＝45Fu'＝0.35ft*η*μm*h0+Fu＝0.7βh*ft*η*μm*h0＝696.85+＝1393.69kN＝1242.62kNN＝1220kN满足Fu'1.05ft*η*μm*h01.05ft*η*μm*h0条件一满足＝2090.54kNfcftfyEcEs形状14.31.43300300002000002强度βhβsσsη1η2类型1.002.0040.001.000.94C15C20C25C30C40C60C65C70C75C80160.8fyAbusinα545.77强度1.05ft*η*μm*h0HPB235HRB335HRB400冷轧带肋钢筋冷拔光面钢筋混凝土强度和模量fckftkfcftEcEcfN/mm2N/mm2N/mm2N/mm2N/mm2N/mm2101.277.20.912200015413.41.549.61.125500110002016.71.7811.91.2728000120