【《XX学院研究生公寓楼建筑结构与设计》18000字（论文）】

第第页第2页弯矩调幅计算表层数4321梁端弯矩AB梁左（kN.m）-2.51-9.37-9.66-9.01AB梁右（kN.m）-2.59-10.12-10.24-10.01BC梁左（kN.m）-0.66-3.2-2.95-3.52BC梁右（kN.m）-0.66-3.2-2.95-3.52CD梁左（kN.m）-2.59-10.12-10.24-10.01CD梁右（kN.m）2.519.379.669.01跨中弯矩（kN.m）AB梁跨中（kN.m）1.295.95.76.14BC梁跨中（kN.m）-0.11-0.49-0.24-0.81CD梁跨中（kN.m）1.295.95.76.14简支跨中弯矩AB梁跨中（kN.m）3.8415.64515.6515.65BC梁跨中（kN.m）0.552.712.712.71CD梁跨中（kN.m）3.8415.64515.6515.65梁左右端调幅后弯矩标准值AB梁左（kN.m）-2.008-7.496-7.728-7.208AB梁右（kN.m）-2.072-8.096-8.192-8.008BC梁左（kN.m）-0.528-2.56-2.36-2.816BC梁右（kN.m）-0.528-2.56-2.36-2.816CD梁左（kN.m）-2.072-8.096-8.192-8.008CD梁右（kN.m）2.0087.4967.7287.208跨中调幅后弯矩标准值AB梁跨中（kN.m）1.295.95.76.14BC梁跨中（kN.m）-0.11-0.49-0.24-0.81CD梁跨中（kN.m）1.295.95.76.14活荷载弯矩调幅表7.2框架梁内力组合本设计考虑到若干种内力组合，同时有要考虑到钢筋混凝土结构具有一定的塑性内力重分布，因此在设计是时竖向荷载下可以略微降低梁弯矩，进行调幅，以减少负弯矩钢筋的拥挤现象。ηvb梁端剪力增大系数，二级取1.2。框架柱内力组合层数梁位置位置内力类别工况非抗震组合抗震组合恒载活载左风右风左震右震重力荷载1.2恒+1.4活1.35恒+1.4×0.7×活1.2重+1.3震（不利）左震右震4层梁AB梁AB梁左端M(kN.m)-19.9-2.011.9-1.913.63-13.63-22.13-26.69-28.83-8.837-44.27V(kN)29.652.43-0.520.52-3.713.7131.2438.9842.4032.6742.31AB梁跨中M(kN.m)21.261.29-0.270.27-1.931.9321.3727.3129.9623.1428.1580AB梁右端M(kN.m)-23.66-2.071.37-1.379.70-9.70-25.92-31.29-33.96-18.49-43.71V(kN)32.332.45-0.520.52-3.713.7132.7542.2246.0434.4844.12BC梁BC梁左端M(kN.m)-9.31-0.532.62-2.6218.56-18.56-9.75-11.91-13.0812.43-35.82V(kN)10.580.9-2.182.18-15.4715.4711.4913.9515.16-6.3233.89BC梁跨中M(kN.m)-5.02-0.110.000.000.000.00-5.15-6.17-6.88-6.18-6.18BC梁右端M(kN.m)-9.31-0.532.62-2.6218.56-18.56-9.75-11.91-13.0812.43-35.82V(kN)10.580.9-2.182.18-15.4715.4711.4913.9515.16-6.3233.89CD梁CD梁左端M(kN.m)-23.66-2.071.37-1.379.70-9.70-25.92-31.29-33.96-18.49-43.71V(kN)32.332.45-0.520.52-3.713.7132.7542.2246.0434.4844.12CD梁跨中M(kN.m)21.261.290.27-0.271.93-1.9321.3727.3129.9628.1523.13CD梁右端M(kN.m)-19.9-2.011.90-1.9013.63-13.63-22.13-26.69-28.83-8.84-44.27V(kN)29.652.43-0.520.52-3.713.7131.2438.9842.4032.6742.313层梁AB梁AB梁左端M(kN.m)-34.42-7.56.65-6.6539.04-39.04-39.79-51.80-53.813.00-98.50V(kN)44.689.63-1.811.81-10.6310.6350.6067.0969.7546.9074.53AB梁跨中M(kN.m)28.655.9-0.950.95-5.555.5531.0542.6444.4530.0544.47AB梁右端M(kN.m)-35.81-8.14.74-4.7427.94-27.94-41.46-54.31-56.28-13.43-86.07V(kN)47.2310.01-1.811.81-10.6310.6351.7967.7270.2348.3378.88BC梁BC梁左端M(kN.m)-8.02-2.569.11-9.1153.47-53.47-9.34-13.20-13.3358.30-80.72V(kN)9.714.5-7.597.59-44.5644.5612.0317.9517.51-43.4972.36BC梁跨中M(kN.m)-4.11-0.490.000.000.000.00-4.32-5.61-6.02-5.18-5.18BC梁右端M(kN.m)-8.02-2.569.11-9.1153.47-53.47-9.34-13.20-13.3358.30-80.71V(kN)9.714.5-7.597.59-44.5644.5612.0317.9517.51-43.4972.36CD梁CD梁左端M(kN.m)-35.81-8.14.74-4.7427.94-27.94-41.46-54.31-56.28-13.43-86.07V(kN)45.6210.01-1.811.81-10.6310.6351.2768.7571.3947.7175.34CD梁跨中M(kN.m)28.655.90.95-0.955.55-5.5531.0542.6444.4544.4830.04CD梁右端M(kN.m)-34.42-7.56.65-6.6539.04-39.04-39.79-51.80-53.813.00-98.50V(kN)44.689.63-1.811.81-10.6310.6350.6067.0969.7546.9074.532层梁AB梁AB梁左端M(kN.m)-34.45-7.7312.31-12.3159.36-59.36-39.92-52.16-54.0829.26-131.78V(kN)44.649.66-3.353.35-16.1616.1650.5967.0969.7339.7081.71AB梁跨中M(kN.m)29.495.7-1.761.76-8.448.4430.8343.3645.3926.0247.96AB梁右端M(kN.m)-34.46-8.28.79-8.7942.48-42.48-41.67-52.83-54.555.22-105.22V(kN)45.669.85-3.353.35-16.1616.1651.2868.5871.2940.5382.54BC梁BC梁左端M(kN.m)-7.73-2.3616.87-16.8781.30-81.30-8.95-12.58-12.7494.95-121.11V(kN)9.714.5-14.0614.06-67.7567.7512.0317.9517.51-73.64102.51BC梁跨中M(kN.m)-3.74-0.240.000.000.000.00-3.83-4.82-5.28-4.60-4.59BC梁右端M(kN.m)-7.73-2.3616.87-16.8781.30-81.30-8.95-12.58-12.7494.95-121.11V(kN)9.714.5-14.0614.06-67.7567.7512.0317.9517.51-73.64102.51CD梁CD梁左端M(kN.m)-34.46-8.28.79-8.7942.48-42.48-41.67-52.83-54.505.22-105.22V(kN)45.669.85-3.353.35-16.1616.1651.2868.5871.2040.5382.54CD梁跨中M(kN.m)29.495.71.76-1.768.44-8.4430.8343.3645.3947.9726.02CD梁右端M(kN.m)-34.45-7.7312.31-12.3159.36-59.36-39.92-52.16-54.0829.26-131.78V(kN)44.649.66-3.353.35-16.1616.1650.5967.0969.7339.7081.711层梁AB梁AB梁左端M(kN.m)-32.01-7.2121.10-21.1077.99-77.99-37.23-48.50-50.2760.61-158.94V(kN)44.359.59-5.745.74-19.6319.6350.2666.6469.2734.7985.83AB梁跨中M(kN.m)30.676.14-4.274.27-16.1716.1733.1745.4047.4218.7860.82AB梁右端M(kN.m)-36.68-8.0115.07-15.0745.65-45.65-40.62-55.23-57.3610.60-108.08V(kN)44.939.88-5.745.74-19.6319.6351.6167.7470.3336.4187.45BC梁BC梁左端M(kN.m)-10.06-2.8228.91-28.9187.36-87.36-11.51-16.02-16.3499.76-127.38V(kN)9.714.5-24.0924.09-72.8072.8012.0317.9517.51-80.20109.07BC梁跨中M(kN.m)-6.65-0.810.000.000.000.00-7.02-9.11-9.31-8.42-8.42BC梁右端M(kN.m)-10.06-2.8228.91-28.9187.36-87.36-11.51-16.02-16.3499.76-127.38V(kN)9.714.5-24.0924.09-72.8072.8012.0317.9517.51-80.20109.07CD梁CD梁左端M(kN.m)-36.68-8.0115.07-15.0745.65-45.65-40.62-55.23-57.3610.60-108.08V(kN)44.939.88-5.745.74-19.6319.6351.6167.7570.3336.4187.45CD梁跨中M(kN.m)30.676.144.27-4.2716.17-16.1733.1745.4047.4260.8318.78CD梁右端M(kN.m)-32.01-7.2121.10-21.1077.99-77.99-37.23-48.51-50.2760.61-158.947.3框架柱内力组合柱内力组合表层号柱类别内力类别恒载活载左风右风左震右震重力(恒+0.5活)非抗震组合抗震组合1.2恒+1.4活1.35恒+1.4×0.7×活1.2重+1.3震（不利）左震右震4层A柱Mu(KN.M)24.872.51-1.91.9-13.6313.6327.4133.3636.0315.1750.61Mb(KN.M)23.074.01-1.91.9-13.6313.6324.6833.335.0711.947.34V(KN)-14.09-1.981.16-1.168.52-8.52-15.78-19.68-20.96-7.86-30.01N(KN)81.713.71-0.520.52-3.713.7183.18103.25113.9494.99104.64B柱Mu(KN.M)-18.51-1.94-3.993.99-28.4328.43-20.02-24.93-26.89-60.9812.94Mb(KN.M)-17.99-3.01-3.993.99-28.4328.43-19.19-25.8-27.24-59.9913.93V(KN)9.981.52.42-2.4217.77-17.7711.8814.0814.9437.36-8.85N(KN)99.116.61.65-1.6511.84-11.84101.75128.17140.27137.49106.71C柱Mu(KN.M)18.511.94-3.993.99-28.4328.4320.0224.9326.89-12.9460.98Mb(KN.M)17.993.01-3.993.99-28.4328.4319.1925.827.24-13.9359.99V(KN)-9.98-1.52.42-2.4217.77-17.77-11.88-14.08-14.948.85-37.36N(KN)99.116.6-1.651.65-11.8411.84101.75128.17140.27106.71137.49D柱Mu(KN.M)-24.87-2.51-1.91.9-13.6313.63-27.41-33.36-36.03-50.61-15.17Mb(KN.M)-23.07-4.01-1.91.9-13.6313.63-24.68-33.3-35.07-47.34-11.9V(KN)14.091.981.16-1.168.52-8.5215.7819.6820.9630.017.86N(KN)81.713.710.52-0.523.71-3.7183.18103.25113.94104.6494.993层A柱Mu(KN.M)22.055.2-4.744.74-24.2524.2524.1333.7434.86-2.5760.48Mb(KN.M)22.014.63-4.744.74-24.2524.2523.8632.8934.25-2.8960.16V(KN)-12.85-2.982.87-2.8715.36-15.36-14.54-19.59-20.272.52-37.42N(KN)196.6218.39-2.332.33-14.0614.06203.98261.69283.46226.5263.05B柱Mu(KN.M)-18.77-3.77-9.889.88-51.2551.25-20.28-27.8-29.03-90.9642.31Mb(KN.M)-18.4-3.53-9.889.88-51.2551.25-19.81-27.02-28.3-90.442.85V(KN)9.962.215.99-5.9932.03-32.0312.1515.0515.6156.22-27.06N(KN)235.3135.937.43-7.4345.03-45.03249.68332.67352.88358.16241.08C柱Mu(KN.M)18.773.77-9.889.88-51.2551.2520.2827.829.03-42.3190.96Mb(KN.M)18.43.53-9.889.88-51.2551.2519.8127.0228.3-42.8590.4V(KN)-9.96-2.215.99-5.9932.03-32.03-12.15-15.05-15.6127.06-56.22N(KN)235.3135.93-7.437.43-45.0345.03249.68332.67352.88241.08358.16D柱Mu(KN.M)-22.05-5.2-4.744.74-24.2524.25-24.13-33.74-34.86-60.482.57Mb(KN.M)-22.01-4.63-4.744.74-24.2524.25-23.86-32.89-34.25-60.162.89V(KN)12.852.982.87-2.8715.36-15.3614.5419.5920.2737.42-2.52N(KN)196.6218.392.33-2.3314.06-14.06203.98261.69283.46263.05226.52层A柱Mu(KN.M)22.014.87-7.577.57-32.5432.5425.0933.2334.49-12.1972.41Mb(KN.M)28.355.97-7.577.57-32.5432.5430.7342.3844.12-5.4379.18V(KN)-14.7-3.284.59-4.5920.34-20.34-16.92-22.23-23.066.14-46.75N(KN)311.5133.11-5.685.68-29.6729.67324.75420.17452.99351.13428.27B柱Mu(KN.M)-18.92-3.62-15.7715.77-67.8967.89-20.37-27.77-29.09-112.763.81Mb(KN.M)-21.83-4.18-15.7715.77-67.8967.89-23.5-32.05-33.57-116.4660.06V(KN)11.952.379.56-9.5642.43-42.4313.2917.6618.4671.11-39.21N(KN)371.5365.2418.15-18.1594.65-94.65397.63537.17565.5600.2354.11C柱Mu(KN.M)18.923.62-15.7715.77-67.8967.8920.3727.7729.09-63.81112.7Mb(KN.M)21.834.18-15.7715.77-67.8967.8923.532.0533.57-60.06116.46V(KN)-11.95-2.379.56-9.5642.43-42.43-13.29-17.66-18.4639.21-71.11N(KN)371.5365.24-18.1518.15-94.6594.65397.63537.17565.5354.11600.2D柱Mu(KN.M)-22.01-4.87-7.577.57-32.5432.54-25.09-33.23-34.49-72.4112.19Mb(KN.M)-28.35-5.97-7.577.57-32.5432.54-30.73-42.38-44.12-79.185.43V(KN)14.73.284.59-4.5920.34-20.3416.9222.2323.0646.75-6.14N(KN)311.5133.115.68-5.6829.67-29.67324.75420.17452.99428.27351.131层A柱Mu(KN.M)13.762.89-13.5313.53-58.5858.5814.9220.5621.41-58.2594.06Mb(KN.M)7.861.66-27.0627.06-117.15117.158.5211.7612.24-142.07162.52V(KN)-4.4-1.018.2-8.236.61-36.61-5.21-6.69-6.9341.34-53.85N(KN)426.147.77-11.4211.42-54.4854.48445.21578.2622.05463.43605.08B柱Mu(KN.M)-11.38-2.19-19.1219.12-65.4665.46-12.26-16.72-17.51-99.8170.39Mb(KN.M)-5-0.95-38.2538.25-130.91130.91-5.38-7.33-7.68-176.64163.73V(KN)3.440.711.59-11.5940.91-40.913.925.115.3357.89-48.48N(KN)508.0594.6135.2-35.2142.79-142.79545.9742.11778.59840.71469.45C柱Mu(KN.M)11.382.19-19.1219.12-65.4665.4612.2616.7217.51-70.3999.81Mb(KN.M)50.95-38.2538.25-130.91130.915.387.337.68-163.73176.64V(KN)-3.44-0.711.59-11.5940.91-40.91-3.92-5.11-5.3348.48-57.89N(KN)508.0594.61-35.235.2-142.79142.79545.9742.11778.59469.45840.71D柱Mu(KN.M)-13.76-2.89-13.5313.53-58.5858.58-14.92-20.56-21.41-94.0658.25Mb(KN.M)-7.86-1.66-27.0627.06-117.15117.15-8.52-11.76-12.24-162.52142.07V(KN)4.41.018.2-8.236.61-36.615.216.696.9353.85-41.34框架梁、柱、配筋设计8.1框架梁设计在框架梁设计中，我以一层半跨梁为例，通过公式计算完成梁的配筋，配筋结果见施工图。8.1.1抗震组合梁的正截面受弯承载力计算根据横粱控制截面内力设计值，通过受弯构件的正截面承载力以及斜截面承载力的计算公式，来算出所需要的钢筋并对梁进行合适的配筋。混凝土C30fc=14.3N/mm2钢筋HRB400fy=360N/mm2梁截面：b×h=250mm×600mm另外在计算跨中的正截面受弯计算时，考虑到截面为T形截面，因此翼缘的宽度=于1层AB跨中截面，从内力组合表中选择，跨中，按照T 型截面计算=该截面以第一类T型截面计算得：因此该截面满足要求，实际配筋3C14(461mm2)将3C14申入该支座中，同时该支座下部的受压钢筋=461mm2因此可以得出支座商务纵向受拉的钢筋数。其中支座A最大弯矩为，跨中实际配筋4C16()有震组合下其余层梁的计算如下抗震组合梁配筋表层数位置弯矩（kN.m）h（mm）h0（mm）b/bf（mm）（mm）判断T型截面实际配筋AS(mm2)4层AB梁左端44.28600704302501201513.46一类T型截面0.750.0230.023是233.983C14461AB梁跨中28.156004046021001200.750.00330.0033131.5131.52C20628AB梁右端43.71600704302501200.750.0220.023是245.213C14461BC梁左端33.8945070380250120480.48一类T型截面0.750.0350.035是222.323C14461BC梁跨中14.39450404108001200.750.00560.005675.8475.842C20628BC梁右端33.89450703802501200.750.0350.035是222.323C14461CD梁左端43.71600704302501201513.46一类T型截面0.750.0270.027是245.213C14461CD梁跨中23.876004046021001200.750.00280.0028113.5113.52C20628CD梁右端44.28600704302501200.750.0270.028是233.983C144613层AB梁左端103.23600704302501201513.46一类T型截面0.750.0690.071是534.773C16603AB梁跨中44.476004046021001200.750.00520.0053201.94201.942C18509AB梁右端90.77600704302501200.750.0550.056是459.834C16804BC梁左端82.5645070430250120549.12一类T型截面0.750.0330.034是431.224C16804BC梁跨中60.17450404608001200.750.01860.0188281.08281.082C16402BC梁右端82.56450704302501200.750.0330.034是431.224C16804CD梁左端90.77600704302501201513.46一类T型截面0.750.0610.063是459.834C16804CD梁跨中38.266004046021001200.750.00450.0045175.6175.682C18509CD梁右端103.23600704302501200.750.0750.078是534.773C166032层AB梁左端131.78600704302501201513.46一类T型截面0.750.0960.101是659.112C16+2C18911AB梁跨中47.976004046021001200.750.00570.0057217.86217.862C22760AB梁右端109.89600704302501200.750.0730.076是562.124C181017BC梁左端121.1145070430250120549.12一类T型截面0.750.0380.038是621.944C181017BC梁跨中96.73450404608001200.750.03000.0304450.03450.032C18509BC梁右端121.11450704302501200.750.0380.038是621.944C181017CD梁左端109.89600704302501201513.46一类T型截面0.750.0790.082是562.124C181017CD梁跨中41.806004046021001200.750.00490.0049190.31190.312C22760CD梁右端131.78600704302501200.750.1020.107是659.112C16+2C189111层AB梁左端158.94600704302501201513.46一类T型截面0.750.1040.11是740.232C16+2C18911AB梁跨中64.166004046021001200.750.00760.0076291.68291.682C20628AB梁右端111.56600704302501200.750.0610.063是577.44C181017BC梁左端1233.4845070430250120549.12一类T型截面0.750.0450.046是680.394C181017BC梁跨中102.05450404608001200.750.03160.0321469.75469.752C22760BC梁右端1233.48450704302501200.750.0450.046是680.394C181017CD梁左端111.56600704302501201513.46一类T型截面0.750.0610.063是577.44C181017CD梁跨中64.166004046021001200.750.00760.0076291.68291.682C22760CD梁右端158.94600704302501200.750.1040.11是740.234C1810178.1..2抗震组合作用下梁的斜截面配筋其中该建筑一层的A端斜截面选最大剪力选择组合10的剪力，抗震作用下需要强剪弱弯调整，下表为调整的计算强剪弱弯调整层数位置弯矩剪力梁长度（m）梁恒荷载（kN/m）梁活荷载（kN/m）最终剪力VMAX（kN）4层AB梁左端44.2842.315.89.310.7636.9855.8155.81AB梁右端43.7141.25BC梁左端33.8935.241.99.200.7512.8654.6654.66BC梁右端33.8935.24CD梁左端43.7141.255.89.310.7636.9855.8155.81CD梁右端44.2842.313层AB梁左端103.2374.555.814.623.1059.6293.4693.46AB梁右端90.7775.97BC梁左端82.5672.361.98.153.7514.22108.98108.98BC梁右端82.5672.36CD梁左端90.7775.345.814.623.1059.6293.4693.46CD梁右端103.2374.552层AB梁左端131.7881.725.814.623.1059.62104.72104.72AB梁右端109.8982.55BC梁左端121.11102.511.98.153.7514.22150.04150.04BC梁右端121.11102.51CD梁左端109.8982.555.814.623.1059.62104.72104.72CD梁右端131.7881.721层AB梁左端158.9485.835.814.623.1059.62108.88108.88AB梁右端111.5687.44BC梁左端1233.48109.071.98.153.7514.22158.91158.91BC梁右端1233.48109.07CD梁左端111.5687.445.814.623.1059.62108.88108.88CD梁右端158.9485.83由于本设计的结构抗震等级为三级，因此对于斜截面的抗震承载力调整系数取;以一层AB梁为参考，考虑在同一组合下该梁的A端和B端的弯矩，Ln=6.3-0.6=5.7m；选择咋12组合下两端弯矩为例进行计算。按简支梁为准进行分析根据强剪弱弯的调整截面的设计值在通过在抗震组合下梁两端的剪力组合来对比183.48（kN）<238.52（kN）则弯矩设计值取176（kN）.验算截面尺寸所以截面尺寸符合要求所以需要计算配筋选择加密区Φ8@100非加密区Φ8@200，选择2Φ8@100，满足最小配筋率。其他有震组合的其他有震组合的配筋计算如下表抗震组合下梁斜截面配筋计算表层数梁类别Vmax梁宽b（mm）梁长度（mm）判断是否大于2.5h0（mm）b（mm）截面尺寸验算是否计算箍筋计算剪力（kN）实际配筋4层AB跨55.81600630012.60是430250361.71满足78.88不需要构造配筋构造配筋\o"mailto:A8@100/200"A8@100/200BC跨54.6645024005.33是410250344.88满足77.10不需要构造配筋构造配筋A8@100/200CD跨55.81600630012.60是430250361.71满足78.88不需要构造配筋构造配筋A8@100/2003层AB跨93.46600630012.60是430250361.71满足78.88需要计算93.460.1A8@100/200BC跨108.9845024005.33是410250344.88满足77.10需要计算108.980.23A8@100/200CD跨93.46600630012.60是430250361.71满足78.88需要计算93.460.1A8@100/2002层AB跨104.72600630012.60是430250361.71满足78.88需要计算104.720.16A8@100/200BC跨150.0445024005.33是410250344.88满足77.10需要计算150.040.54A8@100/200CD跨104.72600630012.60是430250361.71满足78.88需要计算104.720.16A8@100/2001层AB跨108.88600630012.60是430250361.71满足78.88需要计算108.880.22A8@100/200BC跨158.9145024005.33是410250344.88满足77.10需要计算158.910.63A8@100/200CD跨108.88600630012.60是430250361.71满足78.88需要计算108.880.22A8@100/2008.2框架柱截面设计以第1层的A柱为例，对截面进行设计。非抗震组合各项内力比较小。所以直接抗震组合进行计算8.2.1计算抗震组合下柱子正截面配筋见选择一组最大轴力组合进行计算.（1）轴压比验算轴压比=0.37<0.8对柱子下端进行调整柱子上端对处上下柱进行分配，二层底部弯矩则一层柱子上端弯矩为由于柱子弯矩均为为顺时针方向，柱为双曲率弯曲，杆端弯矩比：截面回转半径：长细比：根据以上条件，不考虑杆件自身挠曲变形的影响，所以取取；；为大偏心受压构件钢筋面积构件截面并未达到承载力极限状态，配筋率由最小配筋率控制，纵向受力钢筋选择，满足要求其他计算见表强柱弱梁调整抗震作用下柱子配筋计算强柱弱梁调整层数柱子类别内力类别9组合10组合弯矩增加系数9组合下对应柱下端弯矩1.3×M（kN.m）10组合下对应柱下端弯矩1.3×M（kN.m）9组合梁端弯矩（kN.m）10组合梁端弯矩（kN.m）9组合下对应梁端弯矩1.3×M（kN.m）10组合下对应梁端弯矩1.3×M（kN.m）9组合柱上端弯矩（kN.m）10组合柱上端（kN.m）9组合下计算组（kN.m）10组合计算组（kN.m）4层A柱M上（kN.m）16.3155.321.319.8565.669.1244.2811.6158.6111.6568.9616.3158.61M下（kN.m）13.5749.361.315.5963.9815.5963.98N（kN）98.36107.881.398.36107.8898.36107.88B柱M上（kN.m）65.1012.331.37916.5433.385.6240.2106.343.63113.465.10106.31M下（kN.m）62.4517.131.380.5419.5180.5419.51N（kN）141.53110.881.3141.53110.88141.53110.88C柱M上（kN.m）12.3365.101.316.547933.385.6240.2106.343.63113.440.2106.31M下（kN.m）17.1362.451.319.5180.5419.5180.54N（kN）110.88141.531.3110.88141.53110.88141.53D柱M上（kN.m）55.3216.311.365.6619.859.1244.2811.6158.6111.6568.9655.3258.61M下（kN.m）49.3613.571.363.9815.5963.9815.59N（kN）107.8898.361.3107.8898.36107.8898.363层A柱M上（kN.m）4.1762.091.35.8783.223.22115.94.01130.331.0175.574.1775.57M下（kN.m）5.1368.201.36.0385.116.0385.11N（kN）230.56270.331.3230.56270.33230.56270.33B柱M上（kN.m）93.4347.231.3121.4558.1875.98178.6399.97217.6356.86170.5693.43170.56M下（kN.m）99.1345.321.3120.7358.91120.7358.91N（kN）366.42243.321.3366.42243.32366.42243.32C柱M上（kN.m）47.2393.431.358.18121.4575.98178.6399.97217.6371.38148.6371.38148.63M下（kN.m）45.3299.131.358.91120.7358.91120.73N（kN）243.32366.421.3243.32366.42243.32366.42D柱M上（kN.m）62.094.171.383.225.873.22115.874.01130.332.2233.0362.0933.03M下（kN.m）68.205.131.385.116.0385.116.03N（kN）270.33230.561.3270.33230.56270.33230.562层A柱M上（kN.m）13.9274.141.318.196.3831.11131.7838.23162.5928.7588.728.7588.7M下（kN.m）7.1580.911.39.9112.239.9112.23N（kN）350.07433.581.3350.07433.58350.07433.58B柱M上（kN.m）116.2667.381.3151.1487.59105.85234.55130.54295.6372.39172.28116.26172.28M下（kN.m）120.0263.621.3169.9789.63169.9789.63N（kN）613.32355.781.3613.32355.78613.32355.78C柱M上（kN.m）67.38116.261.387.59151.14105.85234.55130.54295.6377.86171.8877.86171.88M下（kN.m）63.62120.021.389.63169.9789.63169.97N（kN）355.78613.321.3355.78613.32355.78613.32D柱M上（kN.m）74.1413.921.396.3818.131.11131.7838.23162.5920.74136.9174.14136.91M下（kN.m）80.917.151.3112.239.9112.239.9N（kN）433.58350.071.3433.58350.07433.58350.071层A柱M上（kN.m）39.4678.551.355.56103.4563.36158.9473.73189.8862.4195.4562.4195.45M下（kN.m）104.48125.391.3133.89168.31133.89168.31N（kN）478.91613.201.3478.91613.20478.91613.20B柱M上（kN.m）95.7966.371.3124.5386.29119.99258.87143.46315.8963.68160.2395.79160.23M下（kN.m）168.63155.711.3223.31212.36223.31212.36N（kN）866.66466.231.3866.66466.23866.66466.23C柱M上（kN.m）66.3795.791.386.29124.53119.99258.87143.46315.8973.25136.8773.25136.87M下（kN.m）155.71168.631.3212.36223.31212.36223.31N（kN）466.23866.661.3466.23866.66466.23866.66D柱M上（kN.m）78.5539.461.3103.4555.5663.36158.9473.73189.8839.93166.2578.55166.25M下（kN.m）125.39104.481.3168.31133.89168.31133.89N（kN）613.20478.911.3613.20478.91613.20478.91抗震组合下柱子正截面配筋计算层数柱字类别内力类别内力b(mm)h（mm）h0（mm）Hn（mm）是否小于0.9长细比判断实际配筋（mm2）4层A柱M上（kN.m）58.614004004503000-0.98是0.02116.4725.98满足576.99596.99796.9912.1大偏心0.03257.464C25M下（kN.m）63.98N（kN）107.88B柱M上（kN.m）106.314004004503000-5.53是0.02116.4725.98满足979.11999.111199.1112.36大偏心0.03443.364C25M下（kN.m）19.51N（kN）110.88C柱M上（kN.m）106.314004004503000-1.13是0.03116.4725.98满足763.51783.51983.5115.84大偏心0.04404.764C25M下（kN.m）80.54N（kN）141.53D柱M上（kN.m）58.614004004503000-3.22是0.02116.4725.98满足611.23631.23831.2311.94大偏心0.03200.444C25M下（kN.m）15.59N（kN）98.363层A柱M上（kN.m）75.574004004503000-0.9是0.06116.4725.98满足309.44329.44529.4430.47大偏心0.08131.114C25M下（kN.m）85.11N（kN）270.33B柱M上（kN.m）170.564004004503000-2.91是0.05116.4725.98满足703.23723.23923.2327.11大偏心0.07693.224C22M下（kN.m）58.91N（kN）243.32C柱M上（kN.m）148.634004004503000-1.32是0.08116.4725.98满足371.81391.81591.8140.53大偏心0.11315.954C22M下（kN.m）120.73N（kN）366.42D柱M上（kN.m）33.034004004503000-5.78是0.05116.4725.98满足150.19170.19370.1926.71大偏心0.07-108.944C25M下（kN.m）6.03N（kN）230.562层A柱M上（kN.m）88.74004004503000-1.23是0.1116.4725.98满足249.61269.61469.6148.04大偏心0.13121.124C25M下（kN.m）112.23N（kN）433.58B柱M上（kN.m）172.284004004503000-2.08是0.08116.4725.98满足496.32516.32716.3239.21大偏心0.11588.14C22M下（kN.m）89.63N（kN）355.78C柱M上（kN.m）171.884004004503000-1.03是0.14116.4725.98满足270.14290.14490.1468.91大偏心0.19253.644C25M下（kN.m）169.97N（kN）613.32D柱M上（kN.m）136.914004004503000-13.08是0.08116.4725.98满足351.1371.1571.140.56大偏心0.11354.134C25M下（kN.m）9.9N（kN）350.071层A柱M上（kN.m）95.454004004504200-0.61是0.13116.4736.06满足269.81289.81489.8168.93大偏心0.19287.364C25M下（kN.m）168.31N（kN）613.2B柱M上（kN.m）160.234004004504200-0.69是0.1116.4736.06满足445.51465.51665.5151.41大偏心0.14678.964C25M下（kN.m）212.36N（kN）466.23C柱M上（kN.m）136.874004004504200-0.63是0.19116.4736.06满足257.69277.69477.6995.18大偏心0.26402.354C25M下（kN.m）223.31N（kN）866.66D柱M上（kN.m）166.254004004504200-1.2是0.1116.4736.06满足351.65371.65571.6555.14大偏心0.15412.334C25M下（kN.m）133.89N（kN）478.918.2.2抗震组合下柱子的斜截面配筋计算选取A柱做计算，选择最大组合剪力与之对应的轴力进行计算，第10个组合取则计算需要进行强剪弱弯的调整验算截面尺寸则满足要求如果组合N大于上述计算值的话选择较小值进行计算则N=1392.6（kN）.计算对比中取较小值所以柱子的强剪弱弯调整计算层数柱类别内力弯矩（kN.m）层高(mm)计算高(mm)计算系数对应轴力（kN）4层A柱M上（kN.m）58.6130004001.2052.38109.5M下（kN.m）63.9830004001.20B柱M上（kN.m）106.3130004001.2054.63113.66M下（kN.m）19.5130004001.20C柱M上（kN.m）106.3130004001.2080.61150.23M下（kN.m）80.5430004001.20D柱M上（kN.m）58.6130004001.2033.13100.68M下（kN.m）15.5930004001.203层A柱M上（kN.m）75.5730004001.2067.45273.36M下（kN.m）85.1130004001.20B柱M上（kN.m）170.5630004001.2099.45248.71M下（kN.m）58.9130004001.20C柱M上（kN.m）148.6330004001.20112.89361.25M下（kN.m）120.7330004001.20D柱M上（kN.m）33.0330004001.2017.33239.65M下（kN.m）6.0330004001.202层A柱M上（kN.m）88.730004001.2085.1453.65M下（kN.m）112.2330004001.20B柱M上（kN.m）172.2830004001.20113.66362.21M下（kN.m）89.6330004001.20C柱M上（kN.m）171.8830004001.20136.96637.65M下（kN.m）169.9730004001.20D柱M上（kN.m）136.9130004001.2057.88364.21M下（kN.m）9.930004001.201层A柱M上（kN.m）95.4530004001.20114.97642.21M下（kN.m）168.3130004001.20B柱M上（kN.m）160.2330004001.20163.41482.36M下（kN.m）212.3630004001.20C柱M上（kN.m）136.8730004001.20160.32868.47M下（kN.m）223.3130004001.20D柱M上（kN.m）166.2530004001.20130.9486.54M下（kN.m）133.8930004001.20柱子的斜截面配筋表层数柱子类别b(mm)h（mm）H(mm)h0（mm）V(KN)与V对应的N验算截面尺寸计算轴立选小值实际配筋4层A柱400400300045052.38109.5761.52截面满足1089.5107.883.00-0.88\o"mailto:A8@100/200"A8@100/200B柱400400300045054.63113.66761.52截面满足1089.5110.883.00-0.86A8@100/200C柱400400300045080.61150.23761.52截面满足1089.5141.533.00-0.65\o"mailto:A8@100/200"A8@100/200D柱400400300045033.13100.68761.52截面满足1089.598.363.00-0.94A8@100/2003层A柱400400300045067.45273.36761.52截面满足1089.5270.333.00-0.83\o"mailto:A8@100/200"A8@100/200B柱400400300045099.45248.71761.52截面满足1089.5243.323.00-0.57A8@100/200C柱4004003000450112.89361.25761.52截面满足1089.5359.043.00-0.56\o"mailto:A8@100/200"A8@100/200D柱400400300045017.33239.65761.52截面满足1089.5230.563.00-1.14A8@100/2002层A柱400400300045085.1453.65761.52截面满足1089.5429.343.00-0.74\o"mailto:A8@100/200"A8@100/200B柱4004003000450113.66362.21761.52截面满足1089.5350.683.00-0.53A8@100/200C柱4004003000450136.96637.65761.52截面满足1089.5603.633.00-0.45\o"mailto:A8@100/200"A8@100/200D柱400400300045057.88364.21761.52截面满足1089.5350.073.00-0.9A8@100/2001层A柱4004004200450114.97642.21761.52截面满足1089.5613.203.00-0.65\o"mailto:A8@100/200"A8@100/200B柱4004004200450163.41482.36761.52截面满足1089.5466.233.00-0.3A8@100/200C柱4004004200450160.32868.47761.52截面满足1089.5850.673.00-0.45\o"mailto:A8@100/200"A8@100/200D柱4004004200450130.9486.54761.52截面满足1089.5478.913.00-0.45A8@1