【教学楼建筑结构设计与计算21000字】

第6章截面设计6.1内力调整6.1.1梁端内力调整为了满足建筑物的延性设计，使结构在地震中吸收更多的能量，设计结构应使梁最终的破坏形态为弯矩破坏而非剪切破坏，故对其剪力设计值进行放大调整，简称强剪弱弯；抗规对应的公式如下所示。—梁净跨；—重力荷载代表值作用下简支梁梁端剪力设计值；—有震组合下，梁端左右弯矩设计值；—框架梁端剪力放大系数，其数值由抗震等级确定，三级、二级、一级分别对应为1.1、1.2、1.3；表8-1梁端剪力强剪弱弯调整楼层净跨ln(m)ƞvbMbl+Mbrg+q/2VGbV5F5.801.20265.5822.3277.67132.622.201.20546.5713.6818.06316.184F5.801.20545.3728.4398.94211.772.201.201279.7313.6217.98716.013F5.801.20820.8828.4398.94268.772.201.202043.0213.6217.981132.352F5.801.201016.8928.4398.94309.332.201.202566.5913.6217.981417.941F5.801.201168.9028.4398.94340.782.201.202589.2913.6217.981430.326.1.2柱端内力调整（1）柱端弯矩的调整由于柱子为框架的承重构件，基于延性设计理念，要确保柱子破坏晚于梁的破坏，简称强柱弱梁；抗规对应的公式如下所示。、分别为节点处柱端、梁端弯矩设计值之和；—柱端弯矩放大系数；其数值由抗震等级确定，四级、三级、二级、一级分别对应为1.2、1.3、1.5、1.7；表8-2柱端弯矩调整楼层柱编号5F边柱228.741.50-343.11-315.62中柱410.021.50-615.03-696.024F边柱420.831.50-315.62-425.27中柱928.021.50-696.02-1077.313F边柱567.021.50-425.27-507.27中柱1436.421.50-1077.31-1339.382F边柱676.361.50-507.27-693.42中柱1785.841.50-1339.38-1521.501F边柱817.241.50-532.44-1761.80中柱1793.191.50-1168.29-2320.12（2）柱端剪力的调整使结构在地震中吸收更多的能量且柱子破坏前产生更大的变形，设计结构应使柱最终的破坏形态为弯矩破坏而非剪切破坏，故对其剪力设计值进行放大调整，简称强剪弱弯；抗规对应的公式如下所示。—柱子净高；—柱上下端弯矩设计值；—柱端剪力增大系数，其数值由抗震等级确定，四级、三级、二级、一级分别对应为1.1、1.2、1.3、1.5；表8-3柱端剪力调整楼层柱编号V5F边柱1.30658.733.55241.23中柱1.301311.043.55480.104F边柱1.30740.893.55271.31中柱1.301773.333.55649.393F边柱1.30932.533.55341.49中柱1.302416.693.55884.992F边柱1.301200.683.55439.69中柱1.302860.883.551047.651F边柱1.302294.244.85614.95中柱1.303488.424.85935.046.2梁截面设计6.2.1梁正截面受弯计算各楼层梁配筋计算方法一样，取一层边跨梁配筋计算，进行过程展示，并用表格的形式列出其余楼层梁配筋计算。框架梁混凝土为C30，框架梁纵筋选用HRB400，箍筋选用HRB400；相应的参数：fc=14.3kN/m²、ft=1.43kN/m²、fy=360kN/m²、fyv=360kN/m²。表8-4梁构件控制截面内力楼层边跨中跨MlM1MrVmaxMlM2Vmax5F-228.74102.44-162.71132.62-299.26-24.84316.184F-420.83141.95-305.70211.77-657.40-15.04716.013F-567.02151.43-432.79268.77-1039.39-14.831132.352F-676.36162.30-520.15309.33-1300.89-14.361417.941F-817.24233.09-522.30340.78-1318.39-24.731430.32（1）框架梁正截面受弯计算对于框架梁支座截面，由于弯矩为负弯矩，根据弯矩的方向可知，梁顶部受拉，底部受压，故设计时按矩形截面；对于跨中截面，如跨中截面弯矩为正弯矩，其梁底受拉，梁顶受压，设计时按T型截面设计，反之，按矩形截面设计。由规范可知T型截面受压翼缘宽度计算公式如下所示。由于，不考虑。边跨min(7200/3，300+6600-300)=2400mm中跨min(2400/3，300+6600-300)=800mm（1）边跨跨中正截面设计弯矩M1=233.09kN.m，板厚h=120mm，取as=35mm，受压翼缘宽度为2400mm；0.000001×14.3×2400×120×(750-35-0.5×120)=2697.55kN.m，大于跨中截面弯矩设计值，该截面为第一类T形截面。截面类型为第一类T型截面。1×14.3×2400×715×715.mm1000000×233.090.01331－(1－2×0.0133)^0.5=0.0134<0.5181×14.3×2400×715×0.0134=328819.92N328819.92/360=913.39mm²跨中最小配筋率为max（0.25，55×1.43/360）=0.25%0.01×0.25×300×750=562.5mm²边跨跨中梁底选配6C16(1206mm²)。（2）边跨左支座正截面设计弯矩M左=-817.24kN.m，取as=60mm，ho=750-60=690mm；1×14.3×300×690×690=2042469000N.mm1000000×817.24/2042469000=0.40011－(1－2×0.4001)^0.5=0.518<0.5181×14.3×300×690×0.518=1533331.8N1533331.8/360=4259.26mm²支座截面最小配筋率为max（0.3，65×1.43/360）=0.3%0.01×0.3×300×750=675mm²边跨左支座梁顶选配8C25(3927mm²)（3）边跨右支座正截面设计弯矩M左=-522.3kN.m，取as=60mm，ho=750-60=690mm；1×14.3×300×690×690=2042469000N.mm1000000×522.3/2042469000=0.25571－(1－2×0.2557)^0.5=0.301<0.5181×14.3×300×690×0.301=890990.1N890990.1/360=2474.97mm²支座截面最小配筋率为max（0.3，65×1.43/360）=0.3%0.01×0.3×300×750=675mm²边跨左支座梁顶选配8C25(3927mm²)。表8-5框架梁正截面计算楼层截面配筋配筋面积1F边跨左-817.240.40.5183407.46758C2539271.75%边跨中233.090.0130.013886.1562.56C1612060.54%边跨右-522.300.2560.3012475.06758C2539271.75%中跨左-1318.390.4850.5183407.46758C2539271.75%中跨中-24.730.0110.01193.7562.56C1612060.54%2F边跨左-676.360.3310.4193445.26758C2539271.75%边跨中162.300.0090.009613.5562.56C1612060.54%边跨右-520.150.2550.32466.86758C2539271.75%中跨左-1300.890.4750.5183407.46758C2539271.75%中跨中-14.360.0070.00759.6562.56C1612060.54%3F边跨左-567.020.2780.3342746.36758C2539271.75%边跨中151.430.0090.009613.5562.56C1612060.54%边跨右-432.790.2120.2411981.66758C2539271.75%中跨左-1039.390.4650.5183407.46758C2539271.75%中跨中-14.830.0070.00759.6562.56C1612060.54%4F边跨左-420.830.2060.2331915.86758C2539271.75%边跨中141.950.0080.008545.3562.56C1612060.54%边跨右-305.700.150.1631340.36758C2539271.75%中跨左-657.400.3220.4033313.76758C2539271.75%中跨中-15.040.0070.00759.6562.56C1612060.54%5F边跨左-228.740.1120.119978.56758C2539271.75%边跨中102.440.0060.006409.0562.56C1612060.54%边跨右-162.710.080.083682.56758C2539271.75%中跨左-299.260.1470.161315.66758C2539271.75%中跨中-24.840.0110.01193.7562.56C1612060.54%6.2.2梁斜截面受剪计算（1）受剪截面的验算边跨梁：5800/750=7.73>2.50.001×0.2×14.3×300×715=613.47kN340.78<613.47，故满足截面要求。中跨梁：2200/750=2.93>2.50.001×0.2×14.3×300×715=613.47kN1430.32<613.47，故满足截面要求。（2）斜截面受剪计算由规范可知，斜截面受剪承载力应满足如下要求;其中，；梁混凝土等级为C30，箍筋为HPB300，ft=1.43kN/m²，fyv=270kN/m²。0.001×0.6×0.7×1.43×300×715/0.85=151.56kN时，按构造配筋，反之，按计算配筋。框架抗震等级为二级，框架梁最小配箍率ρsv≥0.28ft/fyv=0.148%。加密区的长度，是由抗震等级决定，一级抗震时，其长度为max（2h，500），二三四级抗震时，长度为max（1.5h，500）。加密区长度为l。表8-6框架梁斜截面计梁Vbb×hoftfyvASV/sl加密区非加密实配ASV/s%1F边跨340.78300×7151.432700.8331070A8@100A8@1500.670.223中跨1430.32300×7151.432705.631070A12@100A12@1002.2610.7542F边跨309.33300×7151.432700.6951070A8@100A8@1500.670.223中跨1417.94300×7151.432705.5761070A12@100A12@1002.2610.7543F边跨268.77300×7151.432700.5161070A8@100A8@1500.670.223中跨1132.35300×7151.432704.3181070A12@100A12@1002.2610.7544F边跨211.77300×7151.432700.2651070A8@100A8@1500.670.223中跨716.01300×7151.432702.4851070A12@100A12@1002.2610.7545F边跨132.62300×7151.43270构造1070A8@100A8@1500.670.223中跨316.18300×7151.432700.7251070A12@100A12@1002.2610.7546.3柱截面设计框架柱轴压比：表8-7柱轴压比验算层号柱N（KN）fcb×hμμN5F边柱393.3814.3800×8000.0430.75中柱491.8114.3800×8000.0540.754F边柱896.1714.3800×8000.0980.75中柱1344.6214.3800×8000.1470.753F边柱1400.0914.3800×8000.1530.75中柱2463.3914.3800×8000.2690.752F边柱1905.3514.3800×8000.2080.75中柱3785.7314.3800×8000.4140.751F边柱2439.7714.3800×8000.2670.75中柱5117.5514.3800×8000.5590.756.3.1框架柱正截面计算柱混凝土等级、纵筋、箍筋分别为C30、HRB400、HPB300。相应参数为fc=14.3kN/m²，ft=1.43kN/m²，fy=360kN/m²，fyv=270kN/m²。根据柱M-N包络图可知，对于柱截面设计要取轴力最大、轴力最小以及弯矩绝对值最大三组控制内力对其进行计算。根据受压区高度x的不同，柱截面的受力类型可以分为大偏心受压和小偏心受压。大偏心受压时：，此时受压区钢筋屈服；小偏心受压时：以三层边柱为例，对其过程进行展示，并以表格形式列出其余楼层各柱的配筋计算。表8-8三层边柱柱内力设计值内力轴力最大轴力最小弯矩绝对值最大Nt(kN)1306.06632.751112.31Mt（kN.m）98.88-425.27425.27Nb(kN)1400.09702.181181.75Mb（kN.m）95.31-507.27507.27（1）轴力最大组合95.31/98.88=0.9640.7+0.3×-1×0.964=0.7（小于0.7时，取0.7）0.001×0.5×14.3×800×800=4576kN4576/1306.06=1（大于1时，取1）max(800/30,20)=26.7mm1300×(98.88×1000/1306.06+26.7)/765=174.031+1/174.03×5.38²×1=1.170.7×1.17×98.88=80.98kN.m1000×80.98/1306.06=62mm62+26.7+800/2-35=453.7mm0.518×765=396.3mm10³×1306.06/14.3/800=114.2mm≤396.3mm，故框架柱为大偏心受压。1306.06×1000×453.7-14.3×800×114.2×(765-0.5×114.2)=-332275117N.mm360×(765-35)=262800N/mm-332275117/262800=-1264mm²（2）轴力最小组合425.27/507.27=0.8380.7+0.3×-1×0.838=0.7（小于0.7时，取0.7）0.001×0.5×14.3×800×800=4576kN4576/702.18=1（大于1时，取1）max(800/30,20)=26.7mm1300×(507.27×1000/702.18+26.7)/765=1273.021+1/1273.02×5.38²×1=1.020.7×1.02×-507.27=-362.19kN.m1000×362.19/702.18=516mm516+26.7+800/2-35=907.7mm0.518×765=396.3mm10³×702.18/14.3/800=61.4mm≤396.3mm，故框架柱为大偏心受压。702.18×1000×907.7-14.3×800×61.4×(765-0.5×61.4)=121584717N.mm360×(765-35)=262800N/mm121584717/262800=463mm²（3）弯矩绝对值最大组合425.27/507.27=0.8380.7+0.3×0.838×-1=0.7（小于0.7时，取0.7）0.001×0.5×14.3×800×800=4576kN4576/1181.75=1（大于1时，取1）max(800/30,20)=26.7mm1300×(507.27×1000/1181.75+26.7)/765=774.821+1/774.82×5.38²×1=1.040.7×1.04×507.27=369.29kN.m1000×369.29/1181.75=312mm312+26.7+800/2-35=703.7mm0.518×765=396.3mm1181.75×1000/14.3/800=103.3mm≤396.3mm，故框架柱为大偏心受压。1181.75×1000×703.7-14.3×800×103.3×(765-0.5×103.3)=-11405314N.mm360×(765-35)=262800N/mm-11405314/262800=-43mm²表8-9轴力最大组合框架柱配筋计算层号柱截面内力M1/M2eaMe0e判断单边配筋ρ1F边柱顶M70.85-0.6430.7126.71.574.3932423.7396.3202.6大偏压-211512808C252.150.85N2317.33边柱底M110.230.7126.71.4108.0344435.7396.3213.3大偏压-20651280N2439.77中柱顶M795.32-0.3490.70.9126.71.14634.67126517.7396.3439.4小偏压-63512808C252.150.85N5027.13中柱底M2275.760.70.89426.71.051672.68327718.7396.3447.3小偏压36851280N5117.552F边柱顶M102.45-0.8090.7126.71.286.0648439.7396.3158.3大偏压-170012808C252.150.85N1811.32边柱底M126.660.7126.71.18104.6255446.7396.3166.6大偏压-17031280N1905.35中柱顶M968.83-0.9930.7126.71.06718.87193584.7396.3324.9大偏压-24912808C252.150.85N3716.3中柱底M961.860.7126.71.06713.7189580.7396.3330.9大偏压-2811280N3785.733F边柱顶M98.88-0.9640.7126.71.1780.9862453.7396.3114.2大偏压-126312808C252.150.85N1306.06边柱底M95.310.7126.71.1878.7356447.7396.3122.4大偏压-13631280N1400.09中柱顶M849.22-0.8980.7126.71.04618.23258649.7396.3209.3大偏压-9512808C252.150.85N2393.95中柱底M762.330.7126.71.05560.31227618.7396.3215.3大偏压-3591280N2463.394F边柱顶M93-0.9990.7126.71.1272.9191482.7396.370.1大偏压-75312808C252.150.85N802.14边柱底M93.10.7126.71.1373.6482473.7396.378.3大偏压-8581280N896.17中柱顶M631.03-0.8080.7126.71.03454.97357748.7396.3111.5大偏压18712808C252.150.85N1275.18中柱底M510.090.7126.71.04371.35276667.7396.3117.5大偏压-1951280N1344.625F边柱顶M116.63-0.8150.7126.71.0484.91284675.7396.326.2大偏压-8912808C252.150.85N299.35边柱底M95.050.7126.71.0670.53179570.7396.334.4大偏压-2651280N393.38中柱顶M310.68-0.5580.7126.71.02221.83520911.7396.337.3大偏压26912808C252.150.85N426.71中柱底M173.360.7126.71.04126.21257648.7396.343大偏压-1791280N491.81表8-10轴力最小组合框架柱配筋计算层号柱截面内力M1/M2eaMe0e判断单边配筋ρ1F边柱顶M-532.44-0.3020.7126.71.05-391.34404795.7396.384.8大偏压26612808C252.150.85N969.58边柱底M-1761.80.7126.71.02-1257.9311871578.7396.392.7大偏压34651280N1060.01中柱顶M-1168.29-0.5040.7-2.44726.71.12-915.94-490-98.3396.3-163.5大偏压372412808C252.150.85N-1870.4中柱底M-2320.120.7-2.57126.71.06-1721.53-967-575.3396.3-155.6大偏压38031280N-1779.982F边柱顶M-507.27-0.7320.7126.71.03-365.74450841.7396.371大偏压34812808C252.150.85N812.47边柱底M-693.420.7126.71.02-495.1561952.7396.377.1大偏压7601280N881.9中柱顶M-1339.38-0.880.7-3.73726.71.06-993.82-812-420.3396.3-107大偏压276912808C252.150.85N-1224.39中柱底M-1521.50.7-3.96226.71.05-1118.3-968-576.3396.3-101大偏压31211280N-1154.953F边柱顶M-425.27-0.8380.7126.71.02-303.64480871.7396.355.3大偏压32512808C252.150.85N632.75边柱底M-507.270.7126.71.02-362.19516907.7396.361.4大偏压4631280N702.18中柱顶M-1077.31-0.8040.7-8.08726.71.07-806.91-1426-1034.3396.3-49.5大偏压292812808C252.150.85N-565.87中柱底M-1339.380.7-9.21826.71.06-993.82-2002-1610.3396.3-43.4大偏压35281280N-496.434F边柱顶M-315.62-0.7420.7126.71.02-225.35567958.7396.334.7大偏压32112808C252.150.85N397.5边柱底M-425.270.7126.71.02-303.646561047.7396.340.4大偏压5351280N462.59中柱顶M-723.75-0.6720.7-41.21826.71.11-562.35-5065-4673.3396.3-9.7大偏压230012808C252.150.85N-111.02中柱底M-1077.310.7-110.05326.71.07-806.91-19406-19014.3396.3-3.6大偏压31291280N-41.585F边柱顶M-343.110.920.976126.71.01-338.2220692460.7396.314.3大偏压105912808C252.150.85N163.5边柱底M315.620.976126.71.01311.1313611752.7396.320大偏压8681280N228.6中柱顶M-615.03-0.8840.7126.71-430.521010610497.7396.33.7大偏压157912808C252.150.85N42.6中柱底M-696.020.7126.71-487.2145244915.7396.39.4大偏压17031280N107.7表8-11弯矩绝对值最大组合框架柱配筋计算层号柱截面内力M1/M2eaMe0e判断单边配筋ρ1F边柱顶M532.44-0.3020.7126.71.1409.98196587.7396.3183.1大偏压-69012808C252.150.85N2094.43边柱底M1761.80.7126.71.031270.26581972.7396.3191大偏压25231280N2184.85中柱顶M-1168.29-0.5040.7-2.44726.71.12-915.94-490-98.3396.3-163.5大偏压372412808C252.150.85N-1870.4中柱底M-2320.120.7-2.57126.71.06-1721.53-967-575.3396.3-155.6大偏压39031280N-1779.982F边柱顶M507.27-0.7320.7126.71.05372.84234625.7396.3139.2大偏压-42012808C252.150.85N1592.57边柱底M693.420.7126.71.04504.81304695.7396.3145.3大偏压161280N1662.01中柱顶M-1339.38-0.880.7-3.73726.71.06-993.82-812-420.3396.3-107大偏压276912808C252.150.85N-1224.39中柱底M-1521.50.7-3.96226.71.05-1118.3-968-576.3396.3-101大偏压31211280N-1154.953F边柱顶M425.27-0.8380.7126.71.04309.6278669.7396.397.2大偏压-19512808C252.150.85N1112.31边柱底M507.270.7126.71.04369.29312703.7396.3103.3大偏压-421280N1181.75中柱顶M-1077.31-0.8040.7-8.08726.71.07-806.91-1426-1034.3396.3-49.5大偏压292812808C252.150.85N-565.87中柱底M-1339.380.7-9.21826.71.06-993.82-2002-1610.3396.3-43.4大偏压35281280N-496.434F边柱顶M328.44-0.7720.7126.71.03236.81382773.7396.354.2大偏压8512808C252.150.85N619.86边柱底M425.270.7126.71.03306.62448839.7396.359.9大偏压2701280N684.95中柱顶M-723.75-0.6720.7-41.21826.71.11-562.35-5065-4673.3396.3-9.7大偏压230012808C252.150.85N-111.02中柱底M-1077.310.7-110.05326.71.07-806.91-19406-19014.3396.3-3.6大偏压31291280N-41.585F边柱顶M343.11-0.920.7126.71.01242.5810331424.7396.320.5大偏压60012808C252.150.85N234.87边柱底M315.620.7126.71.02225.357511142.7396.326.2大偏压4471280N299.97中柱顶M-615.03-0.8840.7126.71-430.521010610497.7396.33.7大偏压157912808C252.150.85N42.6中柱底M-696.020.7126.71-487.2145244915.7396.39.4大偏压17031280N107.76.3.2框架柱斜截面计算（1）柱截面验算以首层边柱为例，柱截面b×h为800×800mm，剪力设计值为614.95kN。ho=800-35=765mm首层结构高度为5.6m，故首层净高Hn=5.6-0.75=4.85m剪跨比4.85/2/0.765=3当时，取。剪力应满足0.20×14.3×800×765/1000=1750.32kN614.95<1750.32kN，满足要求。（2）柱截面验算柱截面剪力设计值应满足如下公式：N为有震组合下（与剪力设计值V同一组合）柱轴力设计值，且该值≤。表8-12框架柱斜截面计算层号柱NVmaxh0fyvftλAsv/s实配箍筋类型5F边柱234.87241.237652701.432.32<0A10@200/1000.86复合0.6中柱42.6480.17652701.432.320.62A10@200/1000.86复合0.64F边柱619.86271.317652701.432.32<0A10@200/1000.86复合0.6中柱-111.02649.397652701.432.321.36A10@200/1000.86复合0.63F边柱1112.31341.497652701.432.32<0A10@200/1000.86复合0.6中柱-565.87884.997652701.432.322.46A10@200/1000.86复合0.62F边柱1592.57439.697652701.432.320.04A10@200/1000.86复合0.6中柱-1224.391047.657652701.432.323.3A10@200/1000.86复合0.61F边柱2094.43614.957652701.433.000.85A10@200/1000.86复合0.6中柱-1870.4935.047652701.433.003.24A10@200/1000.86复合0.6第7章板截面设计图9-1板的平面布置图7.1荷载计算表9-1楼板面荷载板区隔编号gk（kN/m²）qk（kN/m²）g（kN/m²）q（kN/m²）g+pg+p/2p/2A3.962.55.153.758.97.0251.875B3.963.55.155.2510.47.7752.625恒载分项系数为1.3，活载分项系数1.5。7.2板的弯矩计算根据板的宽长比查表可以求出双向板的弯矩系数。对于编号A板，宽长比为0.458，板的跨中系数为0.0409、0.0089，支座系数为-0.0836、-0.0569，周边简支时的跨中系数为0.0965、0.0174。对于编号B板，宽长比为0.364，板的跨中系数为0.04、0.0038，支座系数为-0.0829、-0.057，周边简支时的跨中系数为0.0965、0.0174。双向板跨中弯矩双向板支座弯矩其中、、分别为跨中弯矩系数、支座弯矩系数、简支时跨中弯矩系数。表9-2弯矩计算区格截面弯矩(kN.m)弯矩调整(kN.m)A跨中（短板）0.0409×7.025×3.3²+0.0965×1.875×3.3²=5.15.1+1.04×0.2=5.31跨中（长板）0.0089×7.025×3.3²+0.0174×1.875×3.3²=1.041.04+5.1×0.2=2.06支座（短板）-0.0836×8.9×3.3²=-8.1-8.1支座（长板）-0.0569×8.9×3.3²=-5.51-5.51B跨中（短板）0.04×7.775×2.4²+0.0965×2.625×2.4²=3.253.25+0.43×0.2=3.34跨中（长板）0.0038×7.775×2.4²+0.0174×2.625×2.4²=0.430.43+3.25×0.2=1.08支座（短板）-0.0829×10.4×2.4²=-4.97-4.97支座（长板）-0.057×10.4×2.4²=-3.41-3.417.3板的配筋计算板的厚度h=120mm，根据环境类别取板的保护层厚度为15mm，假定板底钢筋直径d为10mm，短边方向跨中配筋计算时，板的有效高度ho=h-15-d/2=100mm；由于板底为双向受力钢筋，短边钢筋在下，故长边方向跨中配筋计算时，板的有效高度ho=h-15-d-d/2=90mm。。板配筋不仅要满足计算的要求还得满足最小配筋率的要求。由规范可知板的最小配筋率。最小配筋面积为0.2×0.01×1000×120=240mm²板配筋计算按如下公式计算：；；表9-3板配筋计算A区格跨中B区格跨中支座短边方向长边方向短边方向长边方向A/AA/BB/BM5.312.063.341.08-8.1-5.51-3.410.0370.0180.0230.0090.0570.0390.0240.9810.9910.9880.9950.9710.9800.988150.3664.1693.933.5231.72156.1895.87实际配筋C8@200C8@200C8@200C8@200C8@200C8@200C8@200配筋面积(mm2)251251251251251251251(mm2)240240240240240240240满足要求第8章楼梯结构设计由楼梯平面和剖面可知，标准层踏步尺寸为163.6×270mm，标准层层高为3300mm。楼梯梁板混凝土等级为C30，梯柱混凝土等级为C30，梯板钢筋为HRB400，梯梁梯柱纵向受力钢筋与箍筋级别同框架梁柱钢筋。楼梯面层为30mm厚现制水磨石面层，底部为20mm厚水泥石灰砂浆，楼梯活载为3.5kN/m²。8.1梯段板设计计算（1）梯板厚度的估算b=(159²+300²)^0.5=339.5mm，故cosα=300/339.5=0.884梯板的水平投影长度ln=3900mm，梯板的斜向净长为ln/cosα=3900/0.884=4412mm；梯板厚度h=（1/30~1/25）×4412=147.1~176.5mm，取h=150mm（2）荷载统计表10-1梯板荷载计算荷载种类荷载标准值（kN/m2）分项系数荷载设计值（kN/m2）永久荷载30mm水磨石面层0.65×（0.159+0.3）/0.3=0.995————踏步自重0.159×0.5×25=1.988————梯板自重0.15×25/0.884=4.242————板底粉刷0.02×17/0.884=0.385————小计7.611.3g=7.61×1.3=9.893可变荷载3.51.5q=3.5×1.5=5.25合计————15.143（3）跨度计算梯段板单跨两端与支撑构件整浇，lo=ln=3900mm。。（4）内力计算跨中弯矩15.143×3.9²/10=23.03kN.m150-25=125mm，b=1000mm1000000×23.03/14.3/125²=0.1031-(1-2×0.103)^0.5=0.1090.5×(1+(1-2×0.08)^0.5)=0.9581000000×23.03/0.946/360/125=541mm²0.2%0.2×150×1000×0.01=300mm²板底受力钢筋选用C12@200（AS=565mm²），梯板支座筋选用C8@150(335mm²)，分布钢筋C8@300，每踏步下一根。。8.2平台板设计计算（1）平台板厚度的估算平台板ln=1900mm；平台板厚度h≥1/30ln=63.33mm，取h=100mm（2）荷载统计表10-2平台板荷载计算荷载种类荷载标准值（kN/m2）分项系数荷载设计值（kN/m2）永久荷载30mm水磨石面层0.65————平台板自重0.1×25=2.5————板底粉刷0.02×17=0.34————小计3.491.3g=3.49×1.3=4.537可变荷载3.51.5q=3.5×1.5=5.25合计————9.787（3）跨度计算平台板lo=ln=1900mm。。（4）内力计算跨中弯矩9.787×1.9²/8=4.42kN.m100-15-5=80mm，b=1000mm1000000×4.42/14.3/1000/80²=0.0481-(1-2×0.048)^0.5=0.0490.5×(1+(1-2×0.048)^0.5)=0.9751000000×4.42/0.975/360/80=157mm²0.2×100×1000×0.01=200mm²板底受力钢筋C8@200（AS=251mm²），分布钢筋C8@200（AS=251mm²），布置时双层双向拉通钢筋。8.3平台梁设计计算（1）平台梁截面估算平台梁跨度lc=2700mm；梁高h≥1/12lc=225mm，取h=200mm，b=400mm。（2）荷载统计表10-3梯梁荷载计算荷载种类荷载标准值（kN/m）分项系数荷载设计值（kN/m）永久荷载平台板传递荷载3.49×1.9/2=3.32————梯板传递荷载7.61×3.9/2=14.84————平台梁自重0.2×（0.4-0.1）×25=1.5————梁底抹灰自重0.02×（0.4-0.1）×2×17=0.2————小计19.861.3g=19.86×1.3=25.82可变荷载3.5×（1.9/2+3.9/2+0.2）=10.851.5q=10.85×1.5=16.28合计————42.1（3）跨度计算平台板lo=lc=2700mm，净跨为ln=2700-200=2500mm（4）内力计算跨中弯矩42.1×3.9²/8=80.04kN.m42.1×0.5×2.5=52.63kN400-45=355mmb=200mm80.04×1000000/14.3/200/365²=0.211－(1－2×0.21)^0.5=0.2380.5×(1+(1-2×0.21)^0.5)=0.8811000000×80.04/0.881/360/365=691mm²0.2×200×400×0.01=160mm²梁底受力钢筋选用3C18（As=763mm²），梁顶配筋与梁底一致。。0.7×1.43×200×365/1000=73.07kNV=52.63kN<73.07kN，故按构造要求配置箍筋；×0.28=0.28×1.43/360=0.111%故梯梁箍筋选配A8@200，实际配箍率为0.502%，故满足要求。。第9章柱下独立基础设计依据地质土层的情况，本设计基础采用独立基础；基础持力层选用黏土，未修正地基承载力特征值为250kPa；根据内力组合表，查到边柱和中柱控制内力，分别对其进行基础设计；控制内力如下表所示。混凝土采用C30，钢筋采用HRB400，相应的参数：fc=14.3kN/m²、ft=1.43kN/m²、fy=360kN/m²。表11-1一层柱底控制内力控制内力柱编号N(kN)M(kN.m)V(kN)边柱标准值1823.0331.55-11.27设计值2439.77110.23-25.78中柱标准值1932.09-26.089.31设计值5117.552275.76-438.769.1边柱独立基础设计9.1.1边柱基础底面尺寸确定基础埋深为基底至室外地面的高度，假设基础高度为800m，故基础埋深d为0.8+0.05=0.85m，由持力层土层参数查规范可知：深度修正系数为1.6。基底以上土的加权平均重度：17.4kN/m³深度修正后地基承载力特征值：250+1.6×17.4×(0.85-0.5)=259.74kpa0.85+0.75/2=1.225m边柱柱底轴力标准值为：1823.03kN边柱基底计算面积1823.03/(259.74-20×1.225)=7.75m²，由于柱底偏心距的存在，基底计算面积增大10%，即1.1×7.75=8.53m，一般l/b=（1.2~2.0），取基础长度为3.5m，宽度为2.5m，基底面积为8.75>8.53mm²,满足要求，另外基础宽度小于3m，无需进行宽度修正。9.1.2持力层承载力验算20×1.225×8.75=214.38kN基底弯矩31.55+11.27×0.8=40.6kN.m偏心距40.6/2037.41=0.02m<L/6=3.5/6=0.583m。基底平均压力值： (214.38+1823.03)/8.75=232.85<fa=259.74kpa，故满足要求。基底边缘的最大压力值:232.85×(1+6×0.02/3.5)=240.83<1.2fa=311.69kpa，故满足要求。9.1.3基础高度验算（1）计算基底净反力边柱柱底内力设计值F=2439.77kN、V=-25.78kN、M=110.23kN.m基底弯矩设计值110.23-25.78×0.8=89.61kN.m(110.23-25.78×0.8)/2439.77=0.037m 基础边缘处的最大和最小净反力为：2439.77×(1±6×0.037/3.5)/8.75=296.52kpa/261.15kpa基础冲切验算基础受冲切承载力应满足如下公式：基础有效高度ho=h-50=800-50=750mm0.8m0.8+2×0.75=2.3m0.5×(0.8+2.3)=1.55m由于h0小于800mm，故0.7×1×1.43×1550×750/1000=1163.66kN((2.5×(3.5-0.8-2×0.75)/2)-0.01=1.49m²296.52×1.49=441.81kN<1163.66kN，故满足冲切验算。由于，故满足冲切验算。9.1.4基础配筋计算（1）柱边（1-1截面）：对于此处偏心荷载可以取和的平均值。图11-1配筋验算示意图(3.5+0.8)×(296.52-261.15)/(2×3.5)=21.73kpa261.15+21.73=282.88kpa(296.52+282.88)/2=289.7kpa(3.5-0.8)²×(2×2.5+0.8)=42.28m³289.7×42.28/24=510.38kN.m0.9×750×360=243000N/mm510.38×1000000/243000=2100.3mm²每米宽配筋面积：2100.3/2.5=840.1mm²/m故每延米最小配筋面积为0.15%×1000×800=1200mm²/m。选配C18@200，面积为1272mm²/m>max(840.1mm²,1200mm²)，满足要求。（2）柱边（2-2截面）：(296.52+261.15)/2=278.84kpa(2.5-0.8)²×(2×3.5+0.8)=22.54m³278.84×22.54/24=261.9kN.m0.9×(750-18)×360=234900N/mm261.9×1000000/234900=1104.3mm²每米宽配筋面积：1104.3/3.5=315.5mm²/m，故每延米最小配筋面积为0.15%×1000×800=1200mm²/m。选配C18@180，面积为1414mm²/m>max(315.5mm²,1200mm²)，满足要求。9.2中柱独立基础设计9.2.1中柱基础底面尺寸确定11-2中柱基础计算简图中柱轴力标准值Fk=1932.09kN，合力F=2Fk=3864.18kN，l1=2400mm。对左中柱点弯矩取矩1932.09×2.4/3864.18=1.2mlo=(1/2~2/3)l1=1.2~1.6m，取lo为1.6m，故基础长度l=2(xo+lo)=5.6m，基底压力均匀分布。边柱基底计算面积：3864.18/5.6/(259.74-20×1.225)=2.93m，取b=3m。9.2.2持力层承载力验