教学楼基础结构设计 毕业设计计算书

'第一章结构选型与布置结构布置楼板的均布活载和恒载间接或直接传至框架梁，再由框架梁传至框架柱，最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径，本教学楼框架的承重方案为横向框架承重方案，这可使横向框架梁的截面高度大，增加框架的横向侧移刚度。结构布置完全对称，对结构设计有利，尤其对抗震有利第二章确定计算简图梁、柱截面尺寸的初步确定梁截面尺寸的初步确定1 南京工业大学毕业设计横向框架梁：边跨：取h=（l/8~l/12）l=750~1125mm，取为750mm，宽b为350mm。中跨：取h＝400mm，b＝250mm。纵向框架梁：取h=（l/8~l/12）l=350~525mm，取为500mm，宽b为250mm。柱截面尺寸的初步确定在初步计算柱截面面积时应满足下式：式中：Nc——考虑地震荷载组合时柱的轴力设计值，可进行初步估算，Nc=CN；C——弯矩对框架柱轴力的影响，中柱扩大系数取1.1，边柱取1.2；u——轴压比，柱轴压比不宜超过《建筑抗震设计规范》的规定；，S为该柱承担的楼面荷载面积，近似按0.5柱划分，n为所计算柱以上的楼层数。所以取柱500500楼板选择板的厚度取l/40=4200/40=105mm，故本设计中所有楼板均采用现浇板，板厚边跨取为120mm，中间跨取为100mm。材料强度等级柱：采用C30混凝土，主筋采用HRB400钢筋，箍筋采用HPB300钢筋；梁：采用C30混凝土，主筋采用HRB400钢筋，箍筋采用HPB300钢筋；板：采用C30混凝土，钢筋采用HRB335；基础：采用C30混凝土，主筋采用HRB335钢筋，构造钢筋采用HPB300钢筋。横向框架计算简图确定框架的计算简图假定底层柱下端固定于基础，按工程地质资料提供的数据，初步确定本工程采用柱下独立基础。建筑场地天然地面绝对标高1292 南京工业大学毕业设计m。天然地面下厚0.50m左右为人工杂填土，其下为1.40m粉质粘土，然后为粉砂，厚7～10m，地下水位位于地表下0.65m，无侵蚀性。横向框架的计算简图见下图所示，取顶层柱的形心线作为轴线，2～5层柱的高度取为3.0m，底层柱的高度从基础顶面至楼板，h1=3+1.9-0.5=4.4m。计算简图如下荷载计算本设计以⑥轴线横向框架为计算分析对象。屋面横梁竖向线荷载标准值（1）恒载屋面恒载标准值35厚架空隔热板防水层0.492 南京工业大学毕业设计20厚1：3水泥砂浆找平120厚钢筋混凝土现浇板（100厚钢筋混凝土现浇板）（AB，CD跨板厚120mm，BC跨厚100mm）12厚纸筋石灰粉平顶合计（）梁自重边跨梁侧粉刷合计中跨梁侧粉刷合计作用在顶层框架梁上的线恒载标准值为：梁自重，板传来的荷载（1）活载作用在顶层框架梁上的线活载标准值为楼面横梁竖向线荷载标准值92 南京工业大学毕业设计（1）恒载如下图25厚水泥砂浆面层120厚钢筋混凝土现浇板（100厚钢筋混凝土现浇板）12厚板底粉刷合计边跨框架梁AB,CD自重中跨框架梁BC自重92 南京工业大学毕业设计作用在楼面层框架梁上的线恒载标准值为：梁自重，板传来的荷载（1）活载作用在楼面层框架梁上的线活载标准值屋面框架节点集中荷载标准值（1）恒载边柱纵向框架梁自重粉刷0.6m高女儿墙粉刷纵向连系梁传来屋面自重顶层边节点集中荷载中柱纵向连系梁自重粉刷纵向连系梁传来屋面自重顶层中节点集中荷载（2）活载92 南京工业大学毕业设计楼面框架节点集中荷载标准值（1）恒载边柱纵向连系梁自重粉刷钢窗自重窗下墙体自重粉刷窗边墙自重纵向连系梁传来楼面自重合计中间层边节点集中荷载框架柱自重：中柱纵向框架梁自重粉刷内墙自重粉刷纵向连系梁传来楼面自重合计中间层中节点集中荷载框架柱自重：92 南京工业大学毕业设计（1）活载风荷载已知基本风压，二级工程丙类建筑，按荷载规范风荷载体型系数：迎风面为0.8，背风面为-0.5因结构高度（从室外地坪算起），取风振系数计算过程如表所示风荷载见下图风荷载计算层次51.01.315.451.130.48.825.1841.01.312.451.060.412.66.9592 南京工业大学毕业设计31.01.39.451.00.412.66.5521.01.36.451.00.412.66.5511.01.33.451.00.413.5457.04地震作用1.建筑物总重力荷载代表值的计算（1）集中于屋盖处的质点重力荷载代表值50%雪载屋面恒载横梁纵梁女儿墙柱重横墙纵墙钢窗（2）集中于三~五层处的质点重力荷载代表值50%楼面活载楼面恒载横梁92 南京工业大学毕业设计纵梁柱重横墙纵墙钢窗（1）集中于二层处的质点重力荷载标准值50%楼面活载楼面恒载横梁纵梁柱重横墙纵墙钢窗1.地震作用计算（1）框架柱的抗侧移刚度在计算梁和柱线刚度时应该考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取，边框架梁取，为框架梁按矩形截面计算的截面惯性矩横梁、柱刚度92 南京工业大学毕业设计杆件截面尺寸(kN/mm2)(mm4)(mm4)(mm)(N·mm)相对刚度B(mm)H(mm)边框架梁3507500301.23ⅹ10101.85ⅹ101090006.ⅹ1071边框架梁250400301.33ⅹ1092.0ⅹ10920003ⅹ1070.5中框架梁350750301.23ⅹ10102.46ⅹ101090008.2ⅹ1071.37中框架梁250400301.33ⅹ1092.66ⅹ10920003.99ⅹ1070.665底层框架柱500500305.2ⅹ1095.2ⅹ10944003.55ⅹ1070.59中层框架柱500500305.2ⅹ1095.2ⅹ10930005.2ⅹ1070.87项目（kN/mm）根数层类型二至五层边框架边柱1.150.36525.34边框架中柱1.720.462324中框架边柱1.570.4430.518中框架中柱2.340.5437.518底层边框架边柱1.690.56194边框架中柱2.540.6621.64中框架边柱2.320.622118中框架中柱3.450.7123.218注：（一般层）（底层）（一般层）（底层）：梁的线刚度：柱的线刚度底层：二~五层：（1）框架自振周期的计算92 南京工业大学毕业设计层（kN）（kN）（kN/mm）（层间相对位移）总位移（mm）58746.68746.61451.46.02116.38410031.3618777.961451.412.94110.36310031.3628809.321451.419.8597.42210031.3638840.681451.426.7677.5711078949629.6895850.8150.81则自振周期为：其中：为考虑结构非承重砖墙影响的折减系数，对于框架取0.6；为框架顶点假象水平位移。（1）地震作用计算根据本工程设防烈度7度、Ⅱ类场地土，设计地震分组为第一组，查《抗震规范》特征周期，结构等效总重力荷载：，故不需考虑框架顶部附加集中力作用框架横向水平地震作用标准值为：结构底部：各楼层的地震作用和地震剪力标准值如下表计算列出层（m）（kN）（顶层）（其他层）楼层剪力（kN）516.48746.6143444.24972.72972.7292 南京工业大学毕业设计413.410031.36134420.22911.531884.25310.410031.36104326.14707.452591.727.410031.3674232.06503.383095.0814.41078947471.6321.913416.99横向框架上的地震作用如下图本工程计算多遇地震作用下横向框架的层间弹性侧移，见表对于钢筋混凝土框架取1/550层（m）（kN）（mm）53972.721451.40.675.45431884.251451.41.35.45332591.71451.41.795.45233095.081451.42.135.4514.43416.999583.578通过以上计算结果看出，各层层间弹性侧移均满足规范要求，即·92 南京工业大学毕业设计第三章框架内力计算恒载作用下的内力计算弯矩分配系数计算弯矩分配系数本设计框架为对称结构，去框架的一半进行简化计算，如图节点A1：节点B1：92 南京工业大学毕业设计节点A2：节点B2：节点A5：节点B5：A3、B3，A4、B4与相应的A2、B2相同。杆件固端弯矩杆端弯矩一律以顺时针方向为正1.横梁固端弯矩92 南京工业大学毕业设计（1）顶层横梁自重作用：板传来的恒载作用：（2）二至五层横梁自重作用：板传来的恒载作用：1.纵梁引起柱端附加弯矩：（边框架纵梁偏向外侧，中框架纵梁偏向内侧）顶层外纵梁（逆时针为正）顶层中纵梁楼层外纵梁92 南京工业大学毕业设计楼层中纵梁节点不平衡弯矩节点弯矩以逆时针为正，如下图节点A5:节点B5：节点A1:节点B1:内力计算恒载分配过程如图A5传递B5传递D5-166.80163.27A5A4A5B5B5A5B5B4B5D5D5B50.3380.6120.5330.3380.129-170.05170.05-2.93-1.6756.38102.08→51.04-15.6016.16-52.96←-105.91-67.16-25.63→25.6312.4422.52→11.262.88-7.54-4.78-1.82→1.8284.98-98.41118.90-84.66-30.3925.7992 南京工业大学毕业设计A4传递B4传递D4-136.31132.77A4A5A4A3A4B4B4A4B4B5B4B3B4D4D4B40.2800.2800.4400.3980.2350.2530.096-140.38140.38-2.44-1.3728.1919.08-26.42←-52.84-31.20-33.59-12.75→12.7532.3332.3350.80→25.40-33.58-16.346.22-1.104.88←9.765.766.202.35→-2.35-2.80-2.80-4.4063.9447.51-115.52122.70-59.02-43.73-12.839.02A3传递B3传递D3-136.31132.77A3A4A3A2A3B3B3A3B3B4B3B2B3D3D3B30.2800.2800.4400.3980.2530.2530.096-140.38140.38-2.44-1.3738.1738.1759.98→29.99-16.80-16.8016.1617.41-25.70←-51.41-32.68-32.68-12.40→12.40-2.20-2.20-3.46→-1.733.101.06-0.97-0.61-0.61-0.23→0.2352.1353.37-109.57116.26-46.99-49.03-15.0711.26A2传递B2传递D2-136.31132.77A2A3A2A1A2B2B2A2B2B3B2B1B2D2D2B20.2800.2800.4400.3980.2530.2530.09692 南京工业大学毕业设计-140.38140.38-2.44-1.3719.0819.29-26.42←-52.84-33.59-33.59-12.75→12.7534.8234.8254.72→27.36-16.34-19.39-1.102.121.66←3.332.122.120.80→-0.80-0.75-0.75-1.1852.0555.48-111.60118.23-47.81-50.86-14.3810.57A1传递B1传递D1-136.31132.77A1A2A1A0A1B1B1A1B1B2B1B0B1D1D1B10.2830.1920.4450.4430.2650.1870.105-140.38140.38-2.44-1.3738.5826.1760.66→30.33-16.8017.41-32.41←-64.81-38.77-27.36-15.36→15.364.242.886.67→3.341.06-1.95-1.16-0.82-0.46→0.4660.2329.05-105.46107.29-55.67-28.18-18.2614.45A0A1B0B113.09-13.681.44-0.4114.53-14.0992 南京工业大学毕业设计AB跨跨中弯矩层板传来作用自重作用520.456.9932.1931.4770.55-52.884.7297.31-240.11415.516.9932.1931.4753.51-66.121.9483.04-180.58315.516.9932.1931.4753.51-60.32.4882.5-181.95215.516.9932.1931.4753.51-64.072.2082.77-181.42115.516.9932.1931.4753.51-58.653.0481.94-183.192 南京工业大学毕业设计AB跨梁端剪力层板传来作用自重作用520.456.9932.1931.4770.55-52.8895.324.7297.31-106.74415.516.9932.1931.4753.51-66.1283.561.9483.04-86.92315.516.9932.1931.4753.51-60.384.612.4882.5-87.46215.516.9932.1931.4753.51-64.0783.922.282.77-87.18115.516.9932.1931.4753.51-58.6585.973.0481.94-88.01BC跨梁端剪力层板传来作用自重作用59.742.6922.699.7412.4312.4347.3842.6922.697.3810.07-10.0737.3842.6922.697.3810.07-10.0727.3842.6922.697.3810.07-10.0717.3842.6922.697.3810.07-10.0792 南京工业大学毕业设计柱轴力层边柱A、D轴中柱B、C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力5柱顶93.7172.7722.5170.08119.1792.527.23211.675柱底192.58238.894柱顶83.0494.6622.5370.2896.99121.0827.23456.964柱底392.78484.193柱顶82.594.6622.5569.9397.53121.0827.23702.83柱底592.43730.022柱顶82.7794.6622.5769.8797.26121.0827.23948.362柱底792.37975.581柱顶81.9494.6630.94768.9798.09121.0837.431194.751柱底999.911232.18活载作用下的内力计算各不利荷载布置时计算简图不一定是对称形式，为方便，近似采用对称结构对称荷载形式简化计算。梁固端弯矩1.顶层：2.二~五层：92 南京工业大学毕业设计纵梁偏心引起柱端附加弯矩本设计中边框架纵梁偏向外侧，中框架纵梁偏向内侧顶层外纵梁（逆时针为正）顶层中纵梁楼层外纵梁楼层中纵梁本工程考虑活载满跨布置为最不利组合各节点不平衡弯矩当AB跨布置活载时：节点A5:节点B5:节点A1:节点B1:当BC跨布置活载时：节点B5:节点B1:当AB跨和BC跨均布置活载时：节点A5:节点B5:节点A1:节点B192 南京工业大学毕业设计内力计算A5传递B5传递D5-17.6317.17A5A4A5B5B5A5B5B4B5D5D5B50.3880.6120.5330.3880.129-17.8617.86-0.29-0.186.8410.79→5.39-8.439.68-3.77←-7.53-5.48-1.82→1.82-2.29-3.62→-1.81-0.541.250.910.30→-0.3014.23-14.4615.16-13.54-1.811.35A4传递B4传递D4-68.9666.66A4A5A4A3A4B4B4A4B4B5B4B3B4D4D4B40.2800.2800.4400.3980.2530.2530.096-63.7963.79-1.46-0.883.429.65-13.27←-26.53-16.86-16.86-6.40→6.4019.3619.3630.43→15.21-2.74-8.22-1.15-0.78-0.85←-1.69-1.08-1.08-0.41→0.410.780.781.2222.4129.02-46.2650.78-20.68-26.16-8.275.93A3传递B3传递D3-68.9666.66A3A4A3A2A3B3B3A3B3B4B3B2B3D3D3B30.2800.2800.4400.3980.2530.2530.096-63.7963.79-1.46-0.8819.3119.3130.34→15.17-8.43-8.439.688.79-12.93←-25.86-16.44-16.44-6.24→6.24-1.55-1.55-2.44→-1.22-0.540.520.490.310.310.12→-0.1292 南京工业大学毕业设计27.4426.55-48.8252.38-25.09-24.03-7.585.24A2传递B2传递D2-68.9666.66A2A3A2A1A2B2B2A2B2B3B2B1B2D2D2B20.2800.2800.4400.3980.2530.2530.096-63.9763.97-1.46-0.889.659.76-13.27←-26.53-16.86-16.86-6.40→6.4017.5917.5927.64→13.82-8.22-9.75-0.781.060.83←1.651.051.050.40→-0.40-0.31-0.31-0.4926.1528.10-49.2652.91-24.03-25.56-7.465.12A1传递B1传递D1-68.9666.66A1A2A1A0A1B1B1A1B1B2B1B0B1D1D1B10.2830.1920.4450.4430.2650.1870.105-63.9763.97-1.46-0.8819.5213.2430.69→15.34-8.438.79-16.30←-32.59-19.50-13.76-7.72→7.722.121.443.34→1.670.52-0.97-0.58-0.41-0.23→0.2330.4314.68-46.2447.42-27.99-14.17-9.427.08A0B0A0A1B0B16.62-6.880.72-0.217.34-7.0892 南京工业大学毕业设计满跨活载作用下梁剪力AB跨梁端剪力（KN)层q（KN/m)a(m)u=(9-a)*q/2MAB(KN.m)MBA(KN.m)∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)52.942.110.143-8.709.090.0510.09-10.20410.52.136.225-46.1366.932.9733.25-39.20310.52.136.225-48.3666.632.6133.61-38.84210.52.136.225-48.9566.142.4633.77-38.68110.52.136.225-44.4267.903.3532.87-39.5892 南京工业大学毕业设计满跨活载作用下梁剪力BC跨梁端剪力（KN)层q（KN/m)a(m)u=a*q/4MBC(KN.m)MCB(KN.m)∑Mik/lVB=u+∑Mik/lVC=-(u+∑Mik/l)51.420.7-8.608.600.000.70-0.704723.5-61.5161.510.003.50-3.503723.5-61.5861.580.003.50-3.502723.5-61.2361.230.003.50-3.501723.5-61.9761.970.003.50-3.50满跨作用下AB跨跨中弯矩(KN.m)层q（KN/m)a(m)l(m)u=(l-a)*q/2MAB∑Mik/lVA=u-∑Mik/lM=1.2(u*1.05-MAB-VA*l/2)板传来作用KN.m52.942.1910.143-8.700.0510.09-31.25410.52.1936.225-46.132.9733.25-78.57310.52.1936.225-48.362.6133.61-77.85210.52.1936.225-48.952.4633.77-77.97110.52.1936.225-44.423.3532.87-78.55满跨活载作用下柱轴力（KN)层边柱（A轴）中柱（B轴）横梁纵梁柱轴力横梁纵梁柱轴力端部剪力端部剪力端部剪力端部剪力510.094.5014.5910.909.0019.90433.2531.5079.3442.7063.00125.59333.6131.50144.4642.3463.00230.93233.7731.50209.7342.1863.00336.11132.8731.50274.1043.0863.00442.1992 南京工业大学毕业设计风荷载作用下的内力计算水平风载作用下框架层间剪力92 南京工业大学毕业设计各层柱反弯点位置层次柱别Kα2y2α3y3y0y5边柱1.57-0100.340.34中柱2.34-0100.360.364边柱1.5710100.400.40中柱2.3410100.410.413边柱1.5710100.450.45中柱2.3410100.460.462边柱1.57101.2500.500.50中柱2.34101.2500.500.501边柱3.320.80-00.650.65中柱3.450.80-00.630.63风荷载作用下框架柱剪力及柱端弯矩层次h(m)Vik(KN)∑D柱别DiViyM下M上535.18135.8边柱30.5-1.160.34-1.19-2.30中柱37.4-1.430.36-1.54-2.744312.13135.8边柱30.5-2.720.40-3.27-4.90中柱37.4-3.340.41-4.11-5.913318.86135.8边柱30.5-4.240.45-5.72-6.99中柱37.4-5.190.46-7.17-8.412325.23135.8边柱30.5-5.670.50-8.50-8.50中柱37.4-6.950.50-10.42-10.4213.4532.2766.4边柱15.9-7.730.65-17.33-9.33中柱17.3-8.410.63-18.27-10.7392 南京工业大学毕业设计风载作用下梁端、跨中弯矩和剪力层次柱别M下(KN.m)M上(KN.m)节点左右梁线刚度比边跨梁端弯矩M(KN.m)中跨梁端弯矩M风载下梁端剪力边跨梁跨中弯矩(KN.m)左梁右梁VAVB左VB右5边柱-1.19-2.3002.30-0.52-0.47中柱-1.54-2.7411.371.37-0.52-0.394边柱-3.27-4.9006.09-1.40-1.18中柱-4.11-5.9113.733.73-1.40-1.063边柱-5.72-6.99010.26-2.36-2.00中柱-7.17-8.4116.266.26-2.36-1.792边柱-8.50-8.50014.22-3.29-2.71中柱-10.42-10.4218.808.80-3.29-2.511边柱-17.33-9.33017.83-4.06-3.63中柱-18.27-10.73110.5810.58-4.06-3.02风载作用下柱轴力层次柱别M下(KN.m)M上(KN.m)风载作用下梁端剪力柱轴力VAVB左VB右NANB5边柱-1.19-2.30-0.52-0.52中柱-1.54-2.74-0.52-0.390.134边柱-3.27-4.90-1.40-1.93中柱-4.11-5.91-1.40-1.060.4792 南京工业大学毕业设计3边柱-5.72-6.99-2.36-4.29中柱-7.17-8.41-2.36-1.791.042边柱-8.50-8.50-3.29-7.57中柱-10.42-10.42-3.29-2.511.821边柱-17.33-9.33-4.06-11.63中柱-18.27-10.73-4.06-3.022.85地震作用下横向框架的内力计算1.0.5（雪+活）重力荷载作用下横向框架的内力计算按《抗震规范》计算重力荷载代表值时，顶层取用雪荷载，其它层取用活荷载，当雪荷载和活荷载相差不大时，可近似按满跨活载布置。（1）横梁线荷载计算顶层横梁：雪荷载边跨中间跨二~~五层横梁：活载边跨中间跨（2）纵梁引起柱端附加弯矩顶层外纵梁楼层外纵梁顶层中纵梁楼层中纵梁（逆时针为正）（3）计算简图92 南京工业大学毕业设计（1）固端弯矩顶层横梁：二~~五层横梁：92 南京工业大学毕业设计（1）不平衡弯矩（2）弯矩分配计算A5传递B5传递D5-8.097.88A5A4A5B5B5A5B5B4B5D5D5B50.3880.6120.5330.3880.129-8.208.20-0.14-0.083.144.95→2.48-3.794.36-1.75←-3.50-2.55-0.85→0.85-1.01-1.60→-0.80-0.240.550.400.13→-0.136.49-6.606.93-6.17-0.850.63A4传递B4传递D4-31.1329.98A4A5A4A3A4B4B4A4B4B5B4B3B4D4D4B40.2800.2800.4400.3980.2530.2530.096-31.5431.54-0.73-0.441.574.36-5.97←-11.93-7.58-7.58-2.88→2.888.738.7313.71→6.86-1.27-3.70-0.51-0.35-0.38←-0.75-0.48-0.48-0.18→0.180.350.350.5410.1313.08-23.6225.71-9.33-11.76-3.792.62A3传递B3传递D3-31.1329.98A3A4A3A2A3B3B3A3B3B4B3B2B3D3D3B392 南京工业大学毕业设计0.2800.2800.4400.3980.2530.2530.096-31.5431.54-0.73-0.448.728.7213.70→6.85-3.79-3.794.363.97-5.82←-11.64-7.40-7.40-2.81→2.81-0.70-0.70-1.10→-0.55-0.240.230.220.140.140.05→-0.0512.3811.98-24.7726.42-11.29-10.82-3.482.31A2传递B2传递D2-31.1329.98A2A3A2A1A2B2B2A2B2B3B2B1B2D2D2B20.2800.2800.4400.3980.2530.2530.096-31.5431.54-0.73-0.444.364.40-5.97←-11.93-7.58-7.58-2.88→2.887.937.9312.47→6.23-3.70-4.39-0.350.480.37←0.740.470.470.18→-0.18-0.14-0.14-0.2211.8012.68-24.8926.58-10.82-11.50-3.432.26A1传递B1传递D1-31.1329.98A1A2A1A0A1B1B1A1B1B2B1B0B1D1D1B10.2830.1920.4450.4430.2650.1870.105-31.5431.54-0.73-0.448.815.9813.85→6.93-3.793.97-7.33←-14.67-8.78-6.19-3.48→3.480.950.651.50→0.750.23-0.44-0.26-0.18-0.10→0.1013.736.62-23.5224.11-12.59-6.38-4.313.14A0B0A0A1B0B192 南京工业大学毕业设计2.99-3.100.32-0.093.31-3.190.5（雪+活）作用下AB跨梁端剪力（KN）层q（KN/m)a(m)l(m)u=(l-a)*q/2MABMBA∑Mik/lVA=u-∑Mik/lVB=-(u+∑Mik/l)板传来作用KN.mKN.m51.3652.194.70925-98.41118.902.282.43-6.9945.252.1918.1125-115.52122.700.8017.31-18.9135.252.1918.1125-109.57116.260.7417.37-18.8625.252.1918.1125-111.60118.230.7417.38-18.8515.252.1918.1125-105.46107.290.2017.91-18.320.5（雪+活）作用下BC跨梁端剪力（KN）层q（KN/m)a(m)l(m)u=(l-a)*q/2MBCMCB∑Mik/lVB=u+∑Mik/lVC=-(u+∑Mik/l)板传来作用KN.mKN.m50.65292.275-30.3930.390.002.28-2.2843.52912.25-12.8312.830.0012.25-12.2533.52912.25-15.0715.070.0012.25-12.2523.52912.25-14.3814.380.0012.25-12.2592 南京工业大学毕业设计13.52912.25-18.2618.260.0012.25-12.250.5（雪+活）作用下AB跨跨中弯矩(KN.m)层q（KN/m)a(m)l(m)u=(l-a)*q/2MAB∑Mik/lVA=u-∑Mik/lM=u*1.05-MAB-VA*l/2板传来作用KN.m51.3652.194.70925-98.412.282.4392.4145.252.1918.1125-115.520.8017.3156.6235.252.1918.1125-109.570.7417.3750.4325.252.1918.1125-111.600.7417.3852.4215.252.1918.1125-105.460.2017.9143.880.5（雪+活）作用下柱轴力(KN)层边柱A轴、D轴中柱B轴、C轴横梁端部压力纵梁端部压力柱轴力横梁端部压力纵梁端部压力柱轴力52.432.254.689.264.5013.76417.3115.7537.7531.1631.5076.42317.3715.7570.8731.1131.50139.03217.3815.75103.9931.1031.50201.63117.9115.75137.6530.5731.50263.692.地震作用下横向框架的内力计算地震作用下框架柱剪力及柱端弯矩层次层间剪力(KN)总剪力(KN)柱别Di(KN/mm)∑D(KN/mm)Vi(KN)yh(m)M下M上5972.72972.72边柱30.51451.420.040.343.00-20.44-39.6792 南京工业大学毕业设计中柱37.424.570.36-26.53-47.174911.531884.28边柱30.51451.436.610.403.00-43.93-65.89中柱37.444.890.41-55.21-79.453707.452591.7边柱30.51451.449.470.453.00-66.78-81.62中柱37.460.660.46-83.71-98.272503.383095.08边柱30.51451.458.620.503.00-87.93-87.93中柱37.471.880.50-107.82-107.821321.913416.99边柱15.995866.490.653.45-149.10-80.28中柱17.372.340.63-157.24-92.34地震作用下梁端、跨中弯矩和剪力层次柱别M下(KN.m)M上(KN.m)节点左右梁线刚度比边跨梁端弯矩M(KN.m)中跨梁端弯矩M地震作用下梁端剪力边跨梁跨中弯矩(KN.m)左梁右梁VAVB左VB右5边柱-20.44-39.67039.67-9.04-8.04中柱-26.53-47.17123.5823.58-9.04-6.744边柱-43.93-65.89086.33-19.90-16.67中柱-55.21-79.45152.9952.99-19.90-15.143边柱-66.78-81.620125.55-28.90-24.41中柱192 南京工业大学毕业设计-83.71-98.2776.7476.74-28.90-21.932边柱-87.93-87.930154.71-35.78-29.47中柱-107.82-107.82195.7795.77-35.78-27.361边柱-149.10-80.280168.21-38.33-34.07中柱-157.24-92.341100.08100.08-38.33-28.60地震作用下柱轴力层次柱别M下(KN.m)M上(KN.m)风载作用下梁端剪力柱轴力VAVB左VB右NANB5边柱-20.44-39.67-9.04-9.04中柱-26.53-47.17-9.04-6.742.304边柱-43.93-65.89-19.90-28.94中柱-55.21-79.45-19.90-15.147.063边柱-66.78-81.62-28.90-57.84中柱-83.71-98.27-28.90-21.9314.032边柱-87.93-87.93-35.78-93.62中柱-107.82-107.82-35.78-27.3622.451边柱-149.10-80.28-38.33-131.95中柱-157.24-92.34-38.33-28.6032.1992 南京工业大学毕业设计第四章框架内力组合1.弯矩调幅取=0.9对梁进行调幅，调幅计算过程如下弯矩调幅计算荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值Ml0Mr0M0βMlMrM恒载顶层AB-84.47-105.48240.110.90-76.02-94.93249.61BC-26.54-26.5422.150.90-23.89-23.8924.80五层AB-108.42-114.32180.580.90-97.58-102.89191.72BC-12.51-12.517.150.90-11.26-11.268.40四层AB-100.56-108.49181.950.90-90.50-97.64192.40BC-14.05-14.0510.430.90-12.65-12.6511.84三层AB-102.31-109.92181.420.90-92.08-98.93192.03BC-13.68-13.689.720.90-12.31-12.3111.09二层AB-94.29-104.55183.100.90-84.86-94.10193.04BC-15.54-15.5413.100.90-13.99-13.9914.65满布活载顶层AB-13.23-14.1731.250.90-11.91-12.7532.62BC-1.73-1.735.270.90-1.56-1.565.44五层AB-41.42-46.3078.570.90-37.28-41.6782.96BC-7.74-7.7435.610.90-6.97-6.9736.38四层AB-44.22-48.4677.850.90-39.80-43.6182.48BC-7.14-7.1435.540.90-6.43-6.4336.26三层AB-44.57-48.7577.970.90-40.11-43.8882.64BC-7.11-7.1135.890.90-6.40-6.4036.60二层AB78.550.9082.8892 南京工业大学毕业设计-40.59-46.05-36.53-41.45BC-8.05-8.0535.150.90-7.25-7.2535.950.5(雪载+活载)顶层AB-6.03-6.4710.000.90-5.43-5.8210.63BC-0.81-0.8139.920.90-0.73-0.7340.00五层AB-21.44-23.7039.920.90-19.30-21.3342.18BC-3.55-3.5517.790.90-3.20-3.2018.15四层AB-22.69-24.6638.810.90-20.42-22.1941.18BC-3.29-3.2917.770.90-2.96-2.9618.10三层AB-22.77-24.7138.750.90-20.49-22.2441.12BC-3.27-3.2717.940.90-2.94-2.9418.27二层AB-20.97-23.5040.250.90-18.87-21.1542.47BC-3.70-3.7017.570.90-3.33-3.3317.94一般组合采用三种组合形式即可，如下横向框架梁内力组合（一般组合）（单位M：KN.mV：KN)杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活+1.4*0.6风1.2恒+1.4*0.7活+1.4风1.35恒+1.4*0.7活左风右风左风右风左风右风顶层横梁AB跨梁左端M-76.02-11.91-2.302.30-109.83-105.97-106.12-99.68-114.30V97.3110.09-0.520.52130.46131.33125.93127.39141.26跨中M249.6132.62-0.470.47344.81345.59330.84332.16368.94梁右端M-94.93-12.75-1.191.19-132.77-130.77-128.08-124.75-140.65V106.74-10.20-0.520.52113.37114.24117.36118.82134.10BC跨梁左端M23.89-1.56-2.742.7424.1828.7923.3030.9830.72V46.204.90-0.390.3961.9762.6359.7060.7967.17跨中M24.805.440.000.0037.3837.3835.0935.0938.81M1.5492 南京工业大学毕业设计梁右端-23.89-1.56-1.54-32.15-29.56-32.35-28.04-33.78V-46.20-4.90-0.390.39-62.63-61.97-60.79-59.70-67.17五层横梁AB跨梁左端M-97.58-37.28-4.904.90-173.40-165.17-160.49-146.77-168.27V83.0433.25-1.401.40145.02147.37130.27134.19144.69跨中M191.7282.96-1.181.18345.22347.20309.71313.02340.12梁右端M102.89-41.67-3.273.2762.3867.8878.0587.2198.06V-86.92-39.20-1.401.40-160.36-158.01-144.68-140.76-155.76BC跨梁左端M-11.26-6.97-5.915.91-28.23-18.31-28.62-12.07-22.03V37.9524.50-1.061.0678.9580.7368.0771.0375.24跨中M8.4036.380.000.0061.0161.0145.7345.7346.99梁右端M-11.26-6.97-4.114.11-26.72-19.82-26.10-14.59-22.03V-37.95-24.50-1.061.06-80.73-78.95-71.03-68.07-75.24四层横梁AB跨梁左端M-90.50-43.52-6.996.99-175.40-163.66-161.04-141.46-164.82V83.5033.61-2.362.36145.27149.24129.83136.44145.66跨中M192.4060.24-2.002.00313.54316.90287.12292.72318.78梁右端M-97.46-59.96-16.4816.48-214.74-187.05-198.78-152.64-190.33V-87.46-38.84-2.362.36-161.31-157.35-146.32-139.71-156.13BC跨梁左端M-12.65-55.42-8.418.41-99.83-85.70-81.27-57.72-71.39V37.9524.50-1.791.7978.3481.3467.0472.0675.24跨中M11.8441.700.000.0072.5972.5955.0755.0756.85梁右端M-70.90-55.42-7.177.17-168.69-156.65-149.43-129.35-150.03V-37.95-24.50-1.791.79-81.34-78.34-72.06-67.04-75.24AB跨M-92.08-40.11-8.508.50-173.79-159.51-161.70-137.90-163.6292 南京工业大学毕业设计三层横梁梁左端V82.7733.77-3.293.29143.84149.37127.81137.02144.83跨中M192.0382.641.19-2.71347.13343.86313.09307.63340.23梁右端M-98.93-43.88-8.508.50-187.29-173.01-173.62-149.82-176.56V-87.18-36.68-3.293.29-158.73-153.20-145.17-135.96-153.64BC跨梁左端M-12.31-6.40-10.4210.42-32.48-14.98-35.63-6.46-22.89V37.9524.50-2.512.5177.7381.9566.0473.0675.24跨中M11.0936.600.000.0064.5564.5549.1849.1850.84梁右端M-12.31-6.40-10.4210.42-32.48-14.98-35.63-6.46-22.89V-37.95-24.50-2.512.51-81.95-77.73-73.06-66.04-75.24二层横梁AB跨梁左端M-84.86-36.53-9.339.33-160.81-145.14-150.69-124.57-150.36V81.9432.87-4.064.06140.94147.76124.86136.22142.83跨中M193.0482.882.01-3.63349.37344.63315.68307.79341.83梁右端M-94.10-41.45-17.3317.33-185.51-156.39-177.80-129.28-167.66V-88.01-32.98-4.064.06-155.19-148.37-143.62-132.25-151.13BC跨梁左端M-13.99-7.25-10.7310.73-35.95-17.92-38.92-8.87-25.99V37.9524.50-3.023.0277.3082.3865.3273.7875.24跨中M55.9635.950.000.00117.48117.48102.38102.38110.78梁右端M-13.99-7.25-18.2718.27-42.28-11.59-49.471.69-25.99V-37.95-24.50-3.023.02-82.38-77.30-73.78-65.32-75.24横向框架柱内力组合（一般组合）杆件跨向截面内力荷载类型内力组合92 南京工业大学毕业设计|Mmax|及相应的NNmin及相应的MNmax及相应的M风载恒载活载1.2恒+1.4活+1.4*0.6风1.2恒+1.4*0.7活+1.4风1.35恒+1.4*0.7活左风右风左风右风左风右风顶层柱A柱柱顶M81.2213.00-2.302.30113.73117.60106.98113.42122.39117.60106.98122.39N170.0814.59-0.520.52224.09224.96217.67219.12243.91224.96217.67243.91柱底M60.5620.29-1.191.19100.08102.0890.8994.22101.64102.0890.89101.64N192.5814.59-0.520.52251.09251.96244.67246.12274.28251.96244.67274.28B柱柱顶M-75.10-12.04-2.742.74-109.28-104.67-105.76-98.08-113.18-105.76-98.08-113.18N245.4324.100.13-0.13328.37328.15318.32317.95354.95318.32317.95354.95柱底M-54.96-18.74-1.541.54-93.48-90.89-86.47-82.16-92.56-86.47-82.16-92.56N272.6624.100.13-0.13361.04360.82350.99350.63391.71350.99350.63391.71四层柱A柱柱顶M43.7926.30-4.904.9085.2593.4871.4685.1884.8993.4871.4684.89N370.2879.34-1.931.93553.79557.03519.39524.79577.63557.03519.39577.63柱底M47.6825.01-3.273.2789.4894.9877.1586.3088.8894.9877.1588.88N392.7879.34-1.931.93580.79584.03546.39551.79608.01584.03546.39608.01B柱柱顶M-41.68-24.15-5.915.91-88.79-78.86-81.96-65.41-79.94-81.96-65.41-79.9492 南京工业大学毕业设计N518.60150.790.47-0.47833.82833.03770.75769.44847.88770.75769.44847.88柱底M-43.86-23.24-4.114.11-88.62-81.72-81.16-69.65-81.99-81.16-69.65-81.99N545.83150.790.47-0.47866.50865.71803.43802.11884.64803.43802.11884.64三层柱A柱柱顶M48.8124.38-6.996.9986.8398.5872.6892.2589.7998.5872.6898.58N569.93144.46-4.294.29882.56889.76819.48831.49910.98889.76819.48889.76柱底M48.0424.17-5.725.7286.6896.2973.3389.3488.5496.2973.3388.54N592.43144.46-4.294.29909.56916.76846.48858.49941.35916.76846.48941.35B柱柱顶M-41.68-22.41-8.418.41-88.45-74.33-83.75-60.20-78.23-83.75-60.20-88.45N792.31277.131.04-1.041339.631337.881223.821220.901341.211223.821220.901339.63柱底M-43.86-22.50-7.177.17-90.15-78.11-84.72-64.64-81.26-84.72-64.64-90.15N819.54277.131.04-1.041372.301370.561256.491253.581377.971256.491253.581372.30二层柱A柱柱顶M50.2025.40-8.508.5088.66102.9473.2397.0392.66102.9473.23102.94N769.87209.73-7.577.571211.111223.821118.781139.981244.861223.821118.781223.82柱底M53.1326.84-8.508.5094.19108.4778.16101.9698.03108.4778.16108.4792 南京工业大学毕业设计N792.37209.73-7.577.571238.111250.821145.781166.981275.231250.821145.781250.82B柱柱顶M-46.31-23.28-10.4210.42-96.92-79.41-92.97-63.80-85.33-92.97-63.80-96.92N1065.75403.311.82-1.821845.061842.011676.691671.601834.011676.691671.601845.06柱底M-49.32-24.80-10.4210.42-102.66-85.15-98.08-68.90-90.89-98.08-68.90-102.66N1092.97403.311.82-1.821877.731874.671709.361704.261870.751709.361704.261877.73底层柱A柱柱顶M37.0918.74-9.339.3362.9178.5849.8175.9468.4475.9449.8178.58N968.97274.10-11.6311.631536.731556.271415.101447.661576.731447.661415.101556.27柱底M18.549.37-17.3317.3320.8149.927.1755.6934.2155.697.1749.92N999.91274.10-11.6311.631573.861593.401452.231484.791618.501484.791452.231593.40V11.20-5.685.39-5.3910.010.9715.410.339.550.3315.410.97B柱柱顶M-34.51-17.36-10.7310.73-74.73-56.70-73.45-43.40-63.60-73.45-43.40-74.73N1340.02530.392.85-2.852352.962348.182131.802123.822328.812131.802123.822352.96柱底M-17.2618.27-48.21-17.52-31.8192 南京工业大学毕业设计-8.68-18.27-54.80-3.64-54.80-3.64-48.21N1377.45530.392.85-2.852397.882393.092176.712168.732379.342176.712168.732397.88V10.465.265.86-5.8624.8414.9925.919.5019.2725.919.5024.84考虑地震作用的组合如下横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合恒载0.5(雪+活)地震作用1.2(恒+0.5(雪+活))+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-76.02-6.0339.67-39.67-36.57-160.35V97.314.66-10.3510.35106.22138.51跨中M249.61-10.00-8.048.04274.99300.07梁右端M-94.93-6.74-39.6739.67-183.89-60.12V106.74-4.76-10.3510.35106.23138.52BC跨梁左端M23.89-0.8123.89-23.8964.96-9.57V46.202.28-9.639.6343.1573.20跨中M24.802.490.000.0032.7532.75梁右端M-23.89-0.81-23.8923.89-66.917.63V-46.20-2.28-9.639.63-73.20-43.15五层横梁AB跨梁左端M-97.58-21.4486.33-86.33-8.15-277.50V83.0417.86-18.9518.9591.52150.64跨中M191.72-39.92-16.6716.67156.15208.17梁右端M102.89-23.70-86.3386.33-39.65229.70V-86.92-18.36-18.9518.95-155.90-96.77BC跨梁左端M-11.26-3.5552.99-52.9964.89-100.44V37.9512.25-17.9717.9732.2188.27跨中M8.4020.870.000.0035.1235.12梁右端M-11.26-3.55-52.9952.99-100.4464.89V-37.95-12.25-17.9717.97-88.27-32.21四层横梁AB跨梁左端M-90.50-22.69125.55-125.5560.03-331.69V83.5017.89-28.5728.5777.10166.24跨中M192.40-38.81-24.4124.41146.23222.39梁右端M-97.46-24.66-94.3894.38-293.780.69V-87.46-18.33-28.5728.57-171.52-82.38BC跨梁左端M-12.65-3.2994.38-94.38128.10-166.36V37.9512.25-26.9626.9618.18102.3092 南京工业大学毕业设计跨中M11.8420.850.000.0039.2339.23梁右端M-70.90-3.29-94.3894.38-236.2658.20V-37.95-12.25-26.9626.96-102.30-18.18三层横梁AB跨梁左端M-92.08-22.77142.19-142.1984.00-359.64V82.7717.90-38.7238.7260.40181.21跨中M192.03-38.75-29.4729.47137.96229.91梁右端M-98.93-24.71-128.87128.87-349.4152.67V-87.18-18.33-38.7238.72-187.02-66.21BC跨梁左端M-12.31-3.27128.87-128.87182.34-219.73V37.9512.25-36.8236.822.80117.68跨中M11.0921.000.000.0038.5138.51梁右端M-12.31-3.27-128.87128.87-219.73182.34V-37.95-12.25-36.8236.82-117.68-2.80二层横梁AB跨梁左端M-84.86-20.90177.72-177.72150.33-404.16V81.9417.83-47.6947.6945.33194.12跨中M193.04-40.25-34.0734.07130.20236.50梁右端M-94.10-23.50-156.14156.14-384.70102.46V-88.01-18.39-47.6947.69-202.08-53.28BC跨梁左端M-13.99-3.70156.14-156.14222.35-264.81V37.9512.25-44.6144.61-9.35129.83跨中M55.9620.670.000.0091.9691.96梁右端M-13.99-3.70-156.14156.14-264.81222.35V-37.95-12.25-44.6144.61-129.839.35横向框架柱内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合±|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载0.5(雪+活)地震作用1.2(恒+0.5(雪+活))+1.3地震作用向左向右向左向右顶层柱A柱柱顶M81.225.92-39.6739.6753.00156.14156.1453.00156.14N170.086.91-9.049.04200.64224.14224.14200.64224.14柱底M60.569.18-20.4420.4457.12110.26110.2657.12110.26N192.586.91-9.049.04227.64251.14251.14227.64251.14柱顶M92 南京工业大学毕业设计B柱-75.10-5.48-47.1747.17-158.02-35.38-158.02-35.38-158.02N245.4311.532.30-2.30311.34305.36311.34305.36311.34柱底M-54.96-8.46-26.8326.83-110.98-41.23-110.98-41.23-110.98N272.6611.532.30-2.30344.02338.04344.02338.04344.02四层柱A柱柱顶M43.7911.86-65.8965.89-18.88152.44152.44-18.88152.44N370.2840.52-28.9428.94455.34530.58530.58455.34530.58柱底M47.6811.28-43.9343.9313.64127.86127.8613.64127.86N392.7840.52-28.9428.94482.34557.58557.58482.34557.58B柱柱顶M-41.68-10.86-79.4579.45-166.3340.24-166.3340.24-166.33N518.6073.657.06-7.06719.88701.52719.88701.52719.88柱底M-43.86-10.45-55.2155.21-136.956.60-136.956.60-136.95N545.8373.657.06-7.06752.55734.20752.55734.20752.55三层柱A柱柱顶M48.8111.00-81.6281.62-34.33177.88177.88-34.33177.88N569.9374.17-57.8457.84697.73848.11848.11697.73848.11柱底M48.0410.90-66.7866.78-16.09157.54157.54-16.09157.54N592.4374.17-57.8457.84724.73875.11875.11724.73875.11B柱柱顶M-41.68-10.09-98.2798.27-189.8865.63-189.8865.63-189.88N792.31135.7314.03-14.031131.891095.411131.891095.411131.89柱底M-43.86-10.13-83.7183.71-173.6144.04-173.6144.04-173.61N819.54135.7314.03-14.031164.561128.091164.561128.091164.56二层柱A柱柱顶M50.2011.46-87.9387.93-40.32188.30188.30-40.32188.30N769.87107.81-93.6293.62931.511174.921174.92931.511174.92柱底M53.1312.11-87.9387.93-36.02192.60192.60-36.02192.6092 南京工业大学毕业设计N792.37107.81-93.6293.62958.511201.921201.92958.511201.92B柱柱顶M-46.31-10.48-107.82107.82-208.3172.02-208.3172.02-208.31N1065.75197.8122.45-22.451545.461487.091545.461487.091545.46柱底M-49.32-11.16-107.82107.82-212.7467.59-212.7467.59-212.74N1092.97197.8122.45-22.451578.121519.751578.121519.751578.12底层柱A柱柱顶M37.098.46-80.2880.28-49.70159.02159.02-49.70159.02N968.97141.40-131.95131.951160.911503.981503.981160.911503.98柱底M18.544.23-149.10149.10-166.51221.15221.15-166.51221.15N999.91141.40-131.95131.951198.041541.111541.111198.041541.11V11.20-2.5646.34-46.3470.60-49.88-49.8870.60-49.88B柱柱顶M-34.51-7.81-92.3492.34-170.8369.26-170.8369.26-170.83N1340.02259.9532.19-32.191961.811878.121961.811878.121961.81柱底M-17.26-3.91-157.24157.24-229.82179.01-229.82179.01-229.82N1377.45259.9532.19-32.192006.731923.032006.731923.032006.73V10.462.3750.42-50.4280.94-50.1580.94-50.1580.94第五章框架梁柱截面设计本工程的框架抗震等级是二级，所以在计算地震作用下梁，柱的配筋时需要对梁，柱内力进行调整。为了增大“强剪弱弯”的程度，抗震设计中，一二三级的框架梁，其梁端截面组合的剪力设计值应按下式调整：92 南京工业大学毕业设计弯矩组合设计值：计算结果取梁端顺时针或逆时针方向弯矩组合的绝对值大者计算梁端剪力。具体计算结果如下横梁AB、BC跨正截面受弯承载力计算层砼强度b×h(mm²)截面位置组合内力柱边截面弯矩h0(mm)αs=M/（α1fcbh0²)ξAs=ξbh0*α1fc/fy(mm²)实际选用(mm²)备注M(KN.m)V(KN)顶层C30350×750A5支座-114.30141.26-78.997100.0310.0323142C18,As=509ξ＜0.35跨中368.94368.947100.1460.15915682C32,As=1609ξ＜0.35B5支座左-140.65134.10-103.777100.0410.0424152C18,As=509ξ＜0.35250×400B5支座右30.9860.7947.703600.1030.1093892C18,As=509ξ＜0.35跨中38.8138.813600.0840.0883132C18,As=509ξ＜0.35C5支座左-33.78-61.17-16.963600.0370.0371332C18,As=509ξ＜0.35五层C30350×750A4支座-173.40145.02-137.157100.0540.0565524C16,As=804ξ＜0.35跨中342.707100.1360.14714472C92 南京工业大学毕业设计342.7032,As=1609ξ＜0.35B4支座左98.06-155.76140.897100.0560.0575684C16,As=804ξ＜0.35250×400B4支座右-28.6268.07-9.903600.0210.022774C16,As=804ξ＜0.35跨中61.0161.013600.1320.1425074C16,As=804ξ＜0.35C4支座左-26.72-80.73-4.523600.0100.010354C16,As=804ξ＜0.35四层C30350×750A3支座-175.40145.27-139.087100.0550.0575602C25,As=980ξ＜0.35跨中318.78318.787100.1260.13613382C32,As=1609ξ＜0.35B3支座左-214.74-161.31-170.387100.0680.0706912C25,As=980ξ＜0.35250×400B3支座右-99.8378.34-78.293600.1690.1866662C25,As=980ξ＜0.35跨中72.5972.593600.1570.1716132C25,As=980ξ＜0.35C3支座左-168.6981.3472.593600.1570.1716132C32,As=1609ξ＜0.35三层C30A2支座-173.79143.84-137.837100.0550.0565552C32,As=1609ξ＜0.3592 南京工业大学毕业设计350×750跨中347.13347.137100.1380.14914672C32,As=1609ξ＜0.35B2支座左-187.29-158.73-143.647100.0570.0595792C32,As=1609ξ＜0.35250×400B2支座右-32.4877.73-11.103600.0240.024872C32,As=1609ξ＜0.35跨中64.5564.553600.1390.1515392C32,As=1609ξ＜0.35C2支座左-35.63-73.06-15.543600.0340.0341222C32,As=1609ξ＜0.35二层C30350×750A1支座-160.81140.94-125.587100.0500.0515044C16,As=804ξ＜0.35跨中349.37349.377100.1380.15014772C32,As=1609ξ＜0.35B1支座左-185.51-155.19-142.837100.0570.0585762C32,As=1609ξ＜0.35250×400B1支座右-38.9265.32-20.963600.0450.0461662C20,As=628ξ＜0.35跨中117.48117.483600.2540.29810652C32,As=1609ξ＜0.35C1支座左-49.47-73.78-29.183600.0630.0652332C20,As=628ξ＜0.3592 南京工业大学毕业设计横梁AB、BC跨正截面抗震验算层砼强度b×h(mm²)截面位置组合内力柱边截面弯矩γREh0(mm)αs=(γRE.M)/(α1fcbh0²)ξAs=ξbh0*α1fc/fy(mm²)实际选用(mm²)备注M(KN.m)V(KN)顶层C30350×750A5支座-160.35138.51-125.720.757100.0370.0383762C18,As=509安全跨中300.07300.070.757100.0890.0942C32,As=1609安全B5支座左-183.89106.23-154.680.757100.0460.0474652C18,As=509安全250×400B5支座右64.9643.1576.830.753600.1240.1334762C18,As=509安全跨中32.7532.750.753600.0530.0542C18,As=509安全C5支座左-66.91-73.20-46.780.753600.0760.0792822C18,As=509安全五层C30350×750A4支座-277.50150.64-239.840.757100.0710.0747314C16,As=804安全跨中208.17208.170.757100.0620.0642C32,As=1609安全B4支座左229.70-96.77256.310.757100.0760.0797834C16,As=804安全92 南京工业大学毕业设计250×400B4支座右-100.4488.27-76.170.753600.1230.1324724C16,As=804安全跨中35.1235.120.753600.0570.0594C16,As=804安全C4支座左-100.4488.27-76.170.753600.1230.1324724C16,As=804安全四层C30350×750A3支座-331.69166.24-290.130.757100.0860.0908922C25,As=980安全跨中222.39222.390.757100.0660.0682C32,As=1609安全B3支座左-293.78-175.52-245.510.757100.0730.0767492C25,As=980安全250×400B3支座右-166.36102.30-138.230.753600.2240.2579182C25,As=980安全跨中39.2339.230.753600.0640.0662C25,As=980安全C3支座左-236.26-102.30-208.130.753600.3370.42915332C32,As=1609安全三层C30350×750A2支座-359.64181.21-314.340.757100.0930.0989702C32,As=1609安全跨中229.91229.910.757100.0680.0712C32,As=1609安全B2支座左-349.41-187.02-297.980.757100.0890.0939172C32,As=1609安全B2支座右-219.73117.68-187.370.753600.3030.37313332C32,As=1609安全92 南京工业大学毕业设计250×400跨中38.5138.510.753600.0620.0642C32,As=1609安全C2支座左-219.73-117.68-187.370.753600.3030.37313332C32,As=1609安全二层C30350×750A1支座-404.16194.12-355.630.757100.0700.0737204C16,As=804安全跨中236.50236.500.757100.0700.0732C32,As=1609安全B1支座左-384.70-202.35-329.050.757100.0980.10310182C32,As=1609安全250×400B1支座右-264.81129.83-229.110.753600.1490.1625792C20,As=628安全跨中91.9691.960.753600.1490.1625792C20,As=628安全C1支座左-264.81-129.83-229.110.753600.1490.1625792C20,As=628安全横梁AB、BC跨斜截面受剪承载力计算层次砼强度b×h（mm²）斜截面位置内力组合V(KN)h00.25βcfcbh00.7ftbh0选用箍筋（双肢）Vcs=0.7ftbh0+1.0fyvAsv*h0/S备注顶层C30350×750A5支座141.26710888.39248.75A8@100442.37安全B5支座左134.10710888.39248.75A8@100442.37安全92 南京工业大学毕业设计250×400B5支座右60.79360321.7590.09A8@100188.26安全C5支座左-61.17360321.7590.09A8@100188.26安全五层C30350×750A4支座145.02710888.39248.75A8@100442.37安全B4支座左-155.76710888.39248.75A8@100442.37安全250×400B4支座右68.07360321.7590.09A8@100188.26安全C4支座左-80.73360321.7590.09A8@100188.26安全四层C30350×750A3支座145.27710888.39248.75A8@100442.37安全B3支座左-161.31710888.39248.75A8@100442.37安全250×400B3支座右78.34360321.7590.09A8@100188.26安全C3支座左-81.34360321.7590.09A8@100188.26安全三层C30350×750A2支座143.84710888.39248.75A8@100442.37安全B2支座左-158.73710888.39248.75A8@100442.37安全250×400B2支座右77.73360321.7590.09A8@100188.26安全C2支座左-73.06360321.7590.09A8@100188.26安全二层C30350×750A1支座140.94710888.39248.75A8@100442.37安全B1支座左-155.19710888.39248.75A8@100442.37安全250×400B1支座右65.32360321.7590.09A8@100188.26安全C1支座左-73.78360321.7590.09A8@100188.26安全横梁AB、BC跨斜截面受剪抗震验算92 南京工业大学毕业设计层次砼强度b×h(mm²)斜截面位置VGb(KN)Mbl+Mbr(KN.m)内力组合V(KN)h00.2βcfcbh0/γRE(KN)0.42ftbh0/γRE(KN)选用箍筋(双肢)Vcs=(0.42ftbh0+1.0fyvAsvh0/S)/γRE备注顶层C30350×750A5支座122.3664.69130.99710836.13175.59A8@100403.37ρSV＞ρminB5支座左133.3864.69142.01710836.13175.59A8@100403.37ρSV＞ρmin250×400B5支座右58.18-63.4320.11360302.8263.59A8@100179.09ρSV＞ρminC5支座左58.18-63.4320.11360302.8263.59A8@100179.09ρSV＞ρmin五层C30350×750A4支座121.08-47.79114.71710836.13175.59A8@100403.37ρSV＞ρminB4支座左126.34-47.79119.97710836.13175.59A8@100403.37ρSV＞ρmin250×400B4支座右60.24-35.5438.92360302.8263.59A8@100179.09ρSV＞ρminC4支座左60.24-35.5438.92360302.8263.59A8@100179.09ρSV＞ρmin四层C30350×750A3支座123.83-319.0981.28710836.13175.59A8@100403.37ρSV＞ρminB3支座左126.95-319.0984.40710836.13175.59A8@100403.37ρSV＞ρmin250×400B3支座右60.24-108.43-4.82360302.8263.59A8@100179.09ρSV＞ρminC3支座左60.24-108.43-4.82360302.8263.59A8@100179.09ρSV＞ρmin三层C30350×750A2支座120.80-303.5480.33710836.13175.59A8@100403.37ρSV＞ρmin92 南京工业大学毕业设计B2支座左126.61-303.5486.14710836.13175.59A8@100403.37ρSV＞ρmin250×400B2支座右60.24-37.4037.80360302.8263.59A8@100179.09ρSV＞ρminC2支座左60.24-37.4037.80360302.8263.59A8@100179.09ρSV＞ρmin二层C30350×750A1支座119.72-296.0980.24710836.13175.59A8@100403.37ρSV＞ρminB1支座左127.68-296.0988.20710836.13175.59A8@100403.37ρSV＞ρmin250×400B1支座右60.24-42.4634.76360302.8263.59A8@100179.09ρSV＞ρminC1支座左60.24-42.4634.76360302.8263.59A8@100179.09ρSV＞ρmin92 南京工业大学毕业设计框架柱正截面压弯承载力计算（|Mmax|）（无地震作用组合）柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As´(mm)ξx-2ɑ´As=As´(mm)(x<2ɑ´)As=As´(mm)(x>2ɑ´)A柱顶层C30500×5003.757.5025.98上端117.60224.96102.08117.60224.96-0.8744.42不考虑117.6522.7620.00542.76752.76404.76-1478.74大偏压0.07-48.53706294495.08994712C18，As=As´=509r>0.2%3.757.5025.98下端102.08251.96102.08117.60224.96-0.8744.42不考虑117.6522.7620.00542.76752.76404.76-1478.74大偏压0.07-48.53706294495.08994712C18，As=As´=509r>0.2%四层C30500×5003.757.5025.98上端93.48557.0394.9893.48557.03-1.0246.19不考虑93.48167.8220.00187.82397.8249.82-1146.67大偏压0.17-2.093706294<02C18，As=As´=509r>0.2%3.757.5025.98下端94.98584.0394.9893.48557.03-1.0246.19不考虑93.48167.8220.00187.82397.8249.82-1146.67大偏压0.17-2.093706294<02C18，As=As´=509r>0.2%三层C30500×5003.757.5025.98上端98.58889.7696.2998.58889.76-0.9845.72不考虑98.58110.7920.00130.79340.79-7.21-813.94小偏压-1.772C18，As=As´=509r>0.2%3.757.5025.98下端96.29916.7696.2998.58889.76-0.9845.72不考虑98.58110.7920.00130.79340.79-7.21-813.94小偏压-1.772C18，As=As´=509r>0.2%二层C30500×5003.757.5025.98上端102.941223.82102.94108.471250.82-0.9545.39不考虑108.4786.7220.00106.72316.72-31.28-452.88小偏压0.122C18，As=As´=509r>0.2%3.757.5025.98下端108.471250.82102.94108.471250.82-0.9545.39不考虑108.4786.7220.00106.72316.72-31.28-452.88小偏压0.122Cr>0.2%92 南京工业大学毕业设计18，As=As´=509底层C30500×5004.408.8030.48上端75.941447.6675.9455.691484.79-1.3650.36不考虑55.6937.5120.0057.51267.51-80.49-218.91小偏压0.332C18，As=As´=509r>0.2%4.408.8030.48下端55.691484.7975.9455.691484.79-1.3650.36不考虑55.6937.5120.0057.51267.51-80.49-218.91小偏压0.332C18，As=As´=509r>0.2%B柱顶层C30500×5003.756.8223.61上端-95.76318.32-86.47-95.76318.32-0.9044.84不考虑95.76300.8320.00320.83555.83167.83-1385.38小偏压5.392C18，As=As´=509r>0.2%3.756.8223.61下端-86.47350.99-86.47-95.76318.32-0.9044.84不考虑95.76300.8320.00320.83555.83167.83-1385.38小偏压5.392C18，As=As´=509r>0.2%四层C30500×5003.756.8223.61上端-81.96770.75-81.16-81.96770.75-0.9945.88不考虑81.96106.3420.00126.34361.34-26.66-932.95小偏压-1.422C18，As=As´=509r>0.2%3.756.8223.61下端-81.16803.43-81.16-81.96770.75-0.9945.88不考虑81.96106.3420.00126.34361.34-26.66-932.95小偏压-1.422C18，As=As´=509r>0.2%三层C30500×5003.756.8223.61上端-83.751223.82-84.72-83.751223.82-1.0146.14不考虑83.7568.4320.0088.43323.43-64.57-479.88小偏压0.172C18，As=As´=509r>0.2%3.756.8223.61下端-84.721256.49-84.72-83.751223.82-1.0146.14不考虑83.7568.4320.0088.43323.43-64.57-479.88小偏压0.172C18，As=As´=509r>0.2%二层C30500×5003.756.8223.61上端-92.971676.69-92.97-98.081709.36-0.9545.37不考虑98.0857.3820.0077.38312.38-75.625.66小偏压0.522C18，As=As´=509r>0.2%3.756.8223.61下端-98.081709.36-92.97-98.081709.36-0.9545.37不考虑98.0857.3820.0077.38312.38-75.625.66小偏压0.522C18，As=As´=509r>0.2%底层C304.408.0027.70上端-73.45-54.1850.2754.1824.8920.0044.89279.89473.01小偏压0.682C92 南京工业大学毕业设计500×500-73.452123.822176.71-1.36不考虑-108.1118，As=As´=509r>0.2%4.408.0027.70下端-54.182176.71-73.45-54.182176.71-1.3650.27不考虑54.1824.8920.0044.89279.89-108.11473.01小偏压0.682C18，As=As´=509r>0.2%92 南京工业大学毕业设计框架柱正截面压弯承载力计算（Nmin）（无地震作用组合）柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩CmηnsMe0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξξx-2ɑ´As=As´(mm)(x<2ɑ´)As=As´(mm)(x>2ɑ´)A柱顶层C30500×5003.757.5025.98上端106.98217.6790.89106.98217.67-0.8544.20不考虑106.98491.4820.00511.48721.48373.48-1486.03大偏压0.07-49.56434.012C18，As=As´=509r>0.2%3.757.5025.98下端90.89244.6790.89106.98217.67-0.8544.20不考虑106.98491.4820.00511.48721.48373.48-1486.03大偏压0.07-49.56434.012C18，As=As´=509r>0.2%四层C30500×5003.757.5025.98上端71.46519.3971.4677.15546.39-0.9345.11不考虑77.15141.2020.00161.20371.2023.20-1157.31小偏压2.87-80.002C18，As=As´=509r>0.2%3.757.5025.98下端77.15546.3971.4677.15546.39-0.9345.11不考虑77.15141.2020.00161.20371.2023.20-1157.31小偏压2.87-80.002C18，As=As´=509r>0.2%三层C30500×5003.757.5025.98上端72.68819.4872.6873.33846.48-0.9945.89不考虑73.3386.6320.00106.63316.63-31.37-857.22小偏压-13.98-80.002C18，As=As´=509r>0.2%3.757.5025.98下端73.33846.4872.6873.33846.48-0.9945.89不考虑73.3386.6320.00106.63316.63-31.37-857.22小偏压-13.98-80.002C18，As=As´=509r>0.2%二层C30500×5003.757.5025.98上端73.231118.7873.2378.161145.78-0.9445.24不考虑78.1668.2220.0088.22298.22-49.78-557.92小偏压-0.30-80.002C18，As=As´=509r>0.2%3.757.5025.98下端78.161145.7873.2378.161145.78-0.9445.24不考虑78.1668.2220.0088.22298.22-49.78-557.92小偏压-0.30-80.002C18，As=As´=509r>0.2%底层C304.408.8030.48上端49.8149.817.17-6.95117.361.4310.257.0620.0027.06237.06小偏压0.16-80.002C92 南京工业大学毕业设计500×5001415.101452.23不考虑-110.94-251.4718，As=As´=509r>0.2%4.408.8030.48下端7.171452.2349.817.171452.23-6.95117.36不考虑1.4310.257.0620.0027.06237.06-110.94-251.47小偏压0.16-80.002C18，As=As´=509r>0.2%B柱顶层C30550×5503.756.8223.61上端-98.08317.95-98.08-82.16350.63-1.1948.33不考虑2.17178.29508.4820.00528.48763.48375.48-1353.07小偏压-2.86-80.00738.542C18，As=As´=509r>0.2%3.756.8223.61下端-82.16350.63-98.08-82.16350.63-1.1948.33不考虑2.17178.29508.4820.00528.48763.48375.48-1353.07小偏压-2.86-80.00738.542C18，As=As´=509r>0.2%四层C30550×5503.756.8223.61上端-65.41769.44-69.65-65.41769.44-1.0646.78不考虑65.4185.0120.00105.01340.01-47.99-934.26小偏压-2.12-80.002C18，As=As´=509r>0.2%3.756.8223.61下端-69.65802.11-69.65-65.41769.44-1.0646.78不考虑65.4185.0120.00105.01340.01-47.99-934.26小偏压-2.12-80.002C18，As=As´=509r>0.2%三层C30550×5503.756.8223.61上端-60.201220.90-64.64-60.201220.90-1.0746.89不考虑60.249.3120.0069.31304.31-83.69-482.80小偏压0.11-80.002C18，As=As´=509r>0.2%3.756.8223.61下端-64.641253.58-64.64-60.201220.90-1.0746.89不考虑60.249.3120.0069.31304.31-83.69-482.80小偏压0.11-80.002C18，As=As´=509r>0.2%二层C30550×5503.756.8223.61上端-63.801671.60-68.90-63.801671.60-1.0846.96不考虑63.838.1720.0058.17293.17-94.83-32.10小偏压0.50-80.002C18，As=As´=509r>0.2%3.756.8223.61下端-68.901704.26-68.90-63.801671.60-1.0846.96不考虑63.838.1720.0058.17293.17-94.83-32.10小偏压0.50-80.002C18，As=As´=509r>0.2%底层C30550×5504.408.0027.70上端-43.402123.82-43.40-3.642168.73-11.92177.08不考虑3.641.6820.0021.68256.68-131.32465.03小偏压0.70-80.002C18，As=As´=509r>0.2%4.408.0027.70下端-3.64-43.40-3.64-11.92177.083.641.6820.0021.68256.68465.03小偏压0.70-80.002C92 南京工业大学毕业设计2168.732168.73不考虑-131.3218，As=As´=509r>0.2%框架柱正截面压弯承载力计算（Nmax）（无地震作用组合）柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力M1M2N判断是否考虑附加弯矩Me0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξAs=As´(mm)ξx-2ɑ´As=As´(mm)(x<2ɑ´)As=As´(mm)(x>2ɑ´)A柱顶层C30500×5003.757.5025.98上端122.39243.91101.64122.39243.91-0.8343.97不考虑122.39501.7820.00521.78731.78383.78-1459.79大偏压0.07-45.89502.962C18，As=As´=509r>0.2%3.757.5025.98下端101.64274.28101.64122.39243.91-0.8343.97不考虑122.39501.7820.00521.78731.78383.78-1459.79大偏压0.07-45.89502.962C18，As=As´=509r>0.2%四层C30500×5003.757.5025.98上端84.89577.6384.8988.88608.01-0.9645.46不考虑88.88146.1820.00166.18376.1828.18-1095.69小偏压4.542C18，As=As´=509r>0.2%92 南京工业大学毕业设计3.757.5025.98下端88.88608.0184.8988.88608.01-0.9645.46不考虑88.88146.1820.00166.18376.1828.18-1095.69小偏压4.542C18，As=As´=509r>0.2%三层C30500×5003.757.5025.98上端98.58889.7688.5498.58889.76-0.9044.78不考虑98.58110.7920.00130.79340.79-7.21-813.94小偏压-1.772C18，As=As´=509r>0.2%3.757.5025.98下端88.54941.3588.5498.58889.76-0.9044.78不考虑98.58110.7920.00130.79340.79-7.21-813.94小偏压-1.772C18，As=As´=509r>0.2%二层C30500×5003.757.5025.98上端102.941223.82102.94108.471250.82-0.9545.39不考虑108.4786.7220.00106.72316.72-31.28-452.88小偏压0.122C18，As=As´=509r>0.2%3.757.5025.98下端108.471250.82102.94108.471250.82-0.9545.39不考虑108.4786.7220.00106.72316.72-31.28-452.88小偏压0.122C18，As=As´=509r>0.2%底层C30500×5004.408.8030.48上端78.581556.2749.9278.581556.27-0.6441.62不考虑78.5850.4920.0070.49280.49-67.51-147.43小偏压0.422C18，As=As´=509r>0.2%4.408.8030.48下端49.921593.4049.9278.581556.27-0.6441.62不考虑78.5850.4920.0070.49280.49-67.51-147.43小偏压0.422C18，As=As´=509r>0.2%B柱顶层C30500×5003.756.8225.98上端-99.18354.95-92.56-99.18354.95-0.9345.20不考虑99.18279.4220.00299.42534.42146.42-1348.75小偏压7.682C18，As=As´=509r>0.2%3.756.8225.98下端-92.56391.71-92.56-99.18354.95-0.9345.20不考虑99.18279.4220.00299.42534.42146.42-1348.75小偏压7.682C18，As=As´=509r>0.2%四层C30500×5003.756.8225.98上端-79.94847.88-79.94-81.99884.64-0.9745.70不考虑81.9992.6820.00112.68347.68-40.32-819.06小偏压-0.652C18，As=As´=509r>0.2%3.756.8225.98下端-81.99884.64-79.94-81.99884.64-0.9745.70不考虑81.9992.6820.00112.68347.68-40.32-819.06小偏压-0.652C18，As=As´=509r>0.2%92 南京工业大学毕业设计三层C30500×5003.756.8225.98上端-88.541339.63-90.15-88.541339.63-1.0246.22不考虑88.5466.0920.0086.09321.09-66.91-364.07小偏压0.292C18，As=As´=509r>0.2%3.756.8225.98下端-90.151372.30-90.15-88.541339.63-1.0246.22不考虑88.5466.0920.0086.09321.09-66.91-364.07小偏压0.292C18，As=As´=509r>0.2%二层C30500×5003.756.8225.98上端-96.921845.06-96.92-99.661877.73-0.9745.67不考虑99.6653.0720.0073.07308.07-79.93174.03小偏压0.582C18，As=As´=509r>0.2%3.756.8225.98下端-99.661877.73-96.92-99.661877.73-0.9745.67不考虑99.6653.0720.0073.07308.07-79.93174.03小偏压0.582C18，As=As´=509r>0.2%底层C30500×5004.408.0027.70上端-74.732352.96-74.73-48.212397.88-1.5552.60不考虑48.2120.1120.0040.11275.11-112.89694.18小偏压0.722C18，As=As´=509r>0.2%4.408.0027.70下端-48.212397.88-74.73-48.212397.88-1.5552.60不考虑48.2120.1120.0040.11275.11-112.89694.18小偏压0.722C18，As=As´=509r>0.2%框架柱正截面压弯承载力计算（|Mmax|）（有地震作用组合）柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩Me0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型小偏压大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1判断ξAs=As´(mm)ξx-2ɑ´As=As92 南京工业大学毕业设计/M2´(mm)(x<2ɑ´)As=As´(mm)(x>2ɑ´)A柱顶层C30500×5003.757.5025.98上端165.14224.140.060.75110.26165.14224.14-0.6742.01不考虑165.14736.7720.00756.77966.77618.77-1479.56大偏压0.07-48.6581112C16As=As´=2412r>0.2%3.757.5025.98下端110.26251.140.070.75110.26165.14224.14-0.6742.01不考虑165.14736.7720.00756.77966.77618.77-1479.56大偏压0.07-48.6581112C16As=As´=2412r>0.2%四层C30500×5003.757.5025.98上端152.44530.580.150.75152.44127.86557.58-1.1948.31不考虑127.86229.3120.00249.31459.31111.31-1146.12大偏压0.17-2.0114512C16As=As´=2412r>0.2%3.757.5025.98下端127.86557.580.160.75152.44127.86557.58-1.1948.31不考虑127.86229.3120.00249.31459.31111.31-1146.12大偏压0.17-2.0114512C16As=As´=2412r>0.2%三层C30500×5003.757.5025.98上端177.88848.110.240.80177.88157.54875.11-1.1347.55不考虑157.54180.0220.00200.02410.0262.02-828.59大偏压0.2742.39201912C16As=As´=2412r>0.2%3.757.5025.98下端157.54875.110.240.80177.88157.54875.11-1.1347.55不考虑157.54180.0220.00200.02410.0262.02-828.59大偏压0.2742.39201912C16As=As´=2412r>0.2%二层C30500×5003.757.5025.98上端188.301174.920.330.80188.30192.601201.92-0.9845.73不考虑192.6160.2420.00180.24390.2442.24-501.78大偏压0.3788.10230012C16As=As´=2412r>0.2%3.757.5025.98下端192.601201.920.340.80188.30192.601201.92-0.9845.73不考虑192.6160.2420.00180.24390.2442.24-501.78大偏压0.3788.10230012C16As=As´=2412r>0.2%底层C30500×5004.408.8030.48上端159.021503.980.420.80159.02221.151541.11-0.7242.63不考虑221.15143.5020.00163.50373.5025.50-162.59大偏压0.47135.53237912C16As=As´=2412r>0.2%92 南京工业大学毕业设计4.408.8030.48下端221.151541.110.430.80159.02221.151541.11-0.7242.63不考虑221.15143.5020.00163.50373.5025.50-162.59大偏压0.47135.53237912C16As=As´=2412r>0.2%B柱顶层C30500×5003.756.8223.61上端-158.02311.340.090.75-110.98-158.02311.34-0.7042.43不考虑158.02507.5520.00527.55737.55389.55-1392.36大偏压0.09-36.4565412C16As=As´=2412r>0.2%3.756.8223.61下端-110.98344.020.100.75-110.98-158.02311.34-0.7042.43不考虑158.02507.5520.00527.55737.55389.55-1392.36大偏压0.09-36.4565412C16As=As´=2412r>0.2%四层C30500×5003.756.8223.61上端-166.33719.880.200.80-166.33-136.95752.55-1.2148.57不考虑136.95181.9820.00201.98411.9863.98-951.15大偏压0.2325.25159812C16As=As´=2412r>0.2%3.756.8223.61下端-136.95752.550.210.80-166.33-136.95752.55-1.2148.57不考虑136.95181.9820.00201.98411.9863.98-951.15大偏压0.2325.25159812C16As=As´=2412r>0.2%三层C30500×5003.756.8223.61上端-189.881131.890.320.80-189.88-173.611164.56-1.0947.12不考虑173.61149.0820.00169.08379.0831.08-539.14大偏压0.3582.87204912C16As=As´=2412r>0.2%3.756.8223.61下端-173.611164.560.330.80-189.88-173.611164.56-1.0947.12不考虑173.61149.0820.00169.08379.0831.08-539.14大偏压0.3582.87204912C16As=As´=2412r>0.2%二层C30500×5003.756.8223.61上端-208.311545.460.430.80-208.31-212.741578.12-0.9845.75不考虑212.74134.8120.00154.81364.8116.81-125.58大偏压0.48140.71237312C16As=As´=2412r>0.2%3.756.8223.61下端-212.741578.120.440.80-208.31-212.741578.12-0.9845.75不考虑212.74134.8120.00154.81364.8116.81-125.58大偏压0.48140.71237312C16As=As´=2412r>0.2%底层C30500×5004.408.0027.70上端-170.831961.810.550.80-170.83-229.822006.73-0.7442.92不考虑229.82114.5220.00134.52344.52-3.48303.03大偏压0.61200.66242212C16As=As´=2412r>0.2%4.408.0027.70下端-229.822006.730.560.80-170.83-229.822006.73-0.7442.92不考虑229.82114.5220.00134.52344.52-3.48303.03大偏压0.61200.66242212C16As=As´=2412r>0.2%92 南京工业大学毕业设计框架柱正截面压弯承载力计算Nmin(有地震作用组合)柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩Me0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξx-2ɑ´As=As´(mm)(x<2ɑ´)As=As´(mm)(x>2ɑ´)A柱顶层C30500×5003.757.5025.98上端53.00200.640.060.7557.1253.00200.64-1.0846.93不考虑53264.1520.00284.15494.15146.15-1503.06大偏压0.06-51.949812C16As=As´=2412r>0.2%3.757.5025.98下端57.12227.640.060.7557.1253.00200.64-1.0846.93不考虑53264.1520.00284.15494.15146.15-1503.06大偏压0.06-51.949812C16As=As´=2412r>0.2%四层C30500×5003.757.5025.98上端-18.88455.340.130.75-18.8813.64482.341.3817.39考虑13.6428.2820.0048.28258.28-89.72-1221.36大偏压0.15-12.54-51612C16As=As´=2412r>0.2%3.757.5025.98下端13.64482.340.130.75-18.8813.64482.341.3817.39考虑13.6428.2820.0048.28258.28-89.72-1221.36大偏压0.15-12.54-51612C16As=As´=2412r>0.2%三层C30500×5003.757.5025.98上端-34.33697.730.200.80-34.33-16.09724.73-2.1359.60不考虑16.0922.2020.0042.20252.20-95.80-978.97大偏压0.2221.3677312C16As=As´=2412r>0.2%92 南京工业大学毕业设计3.757.5025.98下端-16.09724.730.200.80-34.33-16.09724.73-2.1359.60不考虑16.0922.2020.0042.20252.20-95.80-978.97大偏压0.2221.3677312C16As=As´=2412r>0.2%二层C30500×5003.757.5025.98上端-40.32931.510.260.80-40.32-36.02958.51-1.1247.43不考虑36.0237.5820.0057.58267.58-80.42-745.19大偏压0.2954.06101712C16As=As´=2412r>0.2%3.757.5025.98下端-36.02958.510.270.80-40.32-36.02958.51-1.1247.43不考虑36.0237.5820.0057.58267.58-80.42-745.19大偏压0.2954.06101712C16As=As´=2412r>0.2%底层C30500×5004.408.8030.48上端-49.701160.910.320.80-49.70-166.511198.04-0.3037.58不考虑166.51138.9920.00158.99368.9920.99-505.66大偏压0.3687.56180812C16As=As´=2412r>0.2%4.408.8030.48下端-166.511198.040.340.80-49.70-166.511198.04-0.3037.58不考虑166.51138.9920.00158.99368.9920.99-505.66大偏压0.3687.56180812C16As=As´=2412r>0.2%B柱顶层C30500×5003.756.8223.61上端-35.38305.360.090.75-41.23-35.38305.36-1.1747.98不考虑35.38115.8620.00135.86345.86-2.14-1398.34大偏压0.09-37.29-15012C16As=As´=2412r>0.2%3.756.8223.61下端-41.23338.040.090.75-41.23-35.38305.36-1.1747.98不考虑35.38115.8620.00135.86345.86-2.14-1398.34大偏压0.09-37.29-15012C16As=As´=2412r>0.2%四层C30500×5003.756.8223.61上端40.24701.520.200.8040.246.60734.20-6.10107.16不考虑6.68.9920.0028.99238.99-109.01-969.50大偏压0.2222.6973612C16As=As´=2412r>0.2%3.756.8223.61下端6.60734.200.210.8040.246.60734.20-6.10107.16不考虑6.68.9920.0028.99238.99-109.01-969.50大偏压0.2222.6973612C16As=As´=2412r>0.2%三层C30500×5003.756.8223.61上端65.631095.410.310.8065.6344.041128.69-1.4951.88不考虑44.0439.0220.0059.02269.02-78.98-575.01大偏压0.3477.8674712C16As=As´=2412r>0.2%3.756.8223.61下端44.041128.690.320.8065.6344.041128.69-1.4951.88不考虑44.0439.0220.0059.02269.02-78.98-575.01大偏压0.3477.8674712C16As=As´=2412r>0.2%92 南京工业大学毕业设计二层C30500×5003.756.8223.61上端72.021487.090.420.8072.0267.591519.75-1.0746.79不考虑67.5944.4720.0064.47274.47-73.53-183.95大偏压0.46132.5571212C16As=As´=2412r>0.2%3.756.8223.61下端67.591519.750.430.8072.0267.591519.75-1.0746.79不考虑67.5944.4720.0064.47274.47-73.53-183.95大偏压0.46132.5571212C16As=As´=2412r>0.2%底层C30500×5004.408.0027.70上端69.261878.120.530.8069.2679.011923.03-0.8844.52不考虑79.0141.0920.0061.09271.09-76.91219.33大偏压0.58188.9674212C16As=As´=2412r>0.2%4.408.0027.70下端79.011923.030.540.8069.2679.011923.03-0.8844.52不考虑79.0141.0920.0061.09271.09-76.91219.33大偏压0.58188.9674212C16As=As´=2412r>0.2%框架柱正截面压弯承载力计算（Nmax）（有地震作用组合）柱类别层次混凝土强度b×h(mm)l0(mm)l0/hl0/i柱截面组合内力轴压比γREM1M2N判断是否考虑附加弯矩Me0(mm)ea(mm)ei(mm)e(mm)ei-0.3h0N-Nb(kN)判断破坏类型大偏压选用钢筋备注M(kN·m)N(kN)M1/M234-12M1/M2判断ξx-2ɑ´As=AsAs=As´(mm)(x>2ɑ92 南京工业大学毕业设计´(mm)(x<2ɑ´)´)A柱顶层C30500×5003.757.5025.98上端156.14224.140.060.75110.26156.14224.14-0.7142.47不考虑156.14696.6220.00716.62926.62578.62-1479.56大偏压0.07-48.6556312C16As=As´=2412r>0.2%3.757.5025.98下端110.26251.140.070.75110.26156.14224.14-0.7142.47不考虑156.14696.6220.00716.62926.62578.62-1479.56大偏压0.07-48.6556312C16As=As´=2412r>0.2%四层C30500×5003.757.5025.98上端152.44530.580.150.75152.44127.86557.58-1.1948.31不考虑127.86229.3120.00249.31459.31111.31-1146.12大偏压0.17-2.0210912C16As=As´=2412r>0.2%3.757.5025.98下端127.86557.580.160.75152.44127.86557.58-1.1948.31不考虑127.86229.3120.00249.31459.31111.31-1146.12大偏压0.17-2.0210912C16As=As´=2412r>0.2%三层C30500×5003.757.5025.98上端177.88848.110.240.80177.88157.54875.11-1.1347.55不考虑157.54180.0220.00200.02410.0262.02-828.59大偏压0.2742.39161512C16As=As´=2412r>0.2%3.757.5025.98下端157.54875.110.240.80177.88157.54875.11-1.1347.55不考虑157.54180.0220.00200.02410.0262.02-828.59大偏压0.2742.39161512C16As=As´=2412r>0.2%二层C30500×5003.757.5025.98上端188.301174.920.330.80188.30192.601201.92-0.9845.73不考虑192.60160.2420.00180.24390.2442.24-501.78大偏压0.3788.10194712C16As=As´=2412r>0.2%3.757.5025.98下端192.601201.920.340.80188.30192.601201.92-0.9845.73不考虑192.60160.2420.00180.24390.2442.24-501.78大偏压0.3788.10194712C16As=As´=2412r>0.2%底层C30500×5004.408.8030.48上端159.021503.980.420.80159.02221.151541.11-0.7242.63不考虑221.15143.5020.00163.50373.5025.50-162.59大偏压0.47135.54216712C16As=As´=2412r>0.2%4.408.8030.48下端221.151541.110.430.80159.02221.151541.11-0.7242.63不考虑221.15143.5020.00163.50373.5025.50-162.59大偏压0.47135.54216712C16As=As´=2412r>0.2%B柱顶层C30500×5003.756.8223.61上端-158.02311.340.090.75-110.98-158.02311.34-0.7042.43不考虑158.02507.5520.00527.55737.55389.55-1392.36大偏压0.09-36.45110512C16As=As´=2412r>0.2%3.756.8223.61下端-110.98344.020.100.75-110.98-158.02311.34-0.7042.43不考虑158.02507.5520.00527.55737.55389.55-1392.36大偏压0.09-36.45110512C16As=As´=2412r>0.2%四层C30500×5003.756.8223.61上端-166.33719.880.200.80-166.33-136.95752.55-1.2148.57不考虑136.95181.9820.00201.98411.9863.98-951.15大偏压0.2325.25143112C16As=As´=2412r>0.2%3.756.8223.61下端-136.95752.550.210.80-166.33-136.95752.55-1.2148.57不考虑136.95181.9820.00201.98411.9863.98-951.15大偏压0.2325.25143112C16As=As´=2412r>0.2%92 南京工业大学毕业设计三层C30500×5003.756.8223.61上端-189.881131.890.320.80-189.88-173.611164.56-1.0947.12不考虑173.61149.0820.00169.08379.0831.08-539.14大偏压0.3582.87183412C16As=As´=2412r>0.2%3.756.8223.61下端-173.611164.560.330.80-189.88-173.611164.56-1.0947.12不考虑173.61149.0820.00169.08379.0831.08-539.14大偏压0.3582.87183412C16As=As´=2412r>0.2%二层C30500×5003.756.8223.61上端-208.311545.460.430.80-208.31-212.741578.12-0.9845.75不考虑212.74134.8120.00154.81364.8116.81-125.58大偏压0.48140.71212512C16As=As´=2412r>0.2%3.756.8223.61下端-212.741578.120.440.80-208.31-212.741578.12-0.9845.75不考虑212.74134.8120.00154.81364.8116.81-125.58大偏压0.48140.71212512C16As=As´=2412r>0.2%底层C30500×5004.408.0027.70上端-170.831961.810.550.80-170.83-229.822006.73-0.7442.92不考虑229.82114.5220.00134.52344.52-3.48303.03大偏压0.61200.66216812C16As=As´=2412r>0.2%4.408.0027.70下端-229.822006.730.560.80-170.83-229.822006.73-0.7442.92不考虑229.82114.5220.00134.52344.52-3.48303.03大偏压0.61200.66216812C16As=As´=2412r>0.2%为了满足和提高框架结构“强剪弱弯”的程度，在抗震设计中采用增大柱端弯矩设计值的方法，一二三级框架的梁柱节点处，除了框架顶层和轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合下式要求：抗震等级为二级的框架结构，底层柱的柱下端截面组合的弯矩设计值，应乘以增大系数1.5；92 南京工业大学毕业设计第六章楼梯结构计算设计本工程采用现浇钢筋土板式楼梯，设计混凝土强度等级为C30，梯板钢筋为HPB300，梯梁钢筋为HRB400，活荷载标准值为3.5kN/m，楼梯栏杆采用金属栏杆，平面布置和踏步装修做法如下图：楼梯平面布置92 南京工业大学毕业设计1.梯段板计算（1）荷载计算板厚取，为梯段板跨度=，板厚mm，取120mm,,。取1m宽板带为计算单元踏步板自重踏步地面重底板抹灰重栏杆重活载92 南京工业大学毕业设计（2）内力计算（3）配筋计算板的有效高度，混凝土抗压设计强度，钢筋抗拉强度设计值查表得选用梯段板抗剪，因满足抗剪要求，支座构造配1.休息平台板计算按简支板计算，计算简图如下：以板宽1m为计算单元，计算跨度,板厚取100mm92 南京工业大学毕业设计（1）荷载计算面层板自重板底粉刷活载（2）内力计算（3）配筋计算查表取得选用，3.梯段梁的计算截面高度取200高，150宽（1）荷载计算梯段板传来荷载休息平台板传来荷载梁自重（2）内力计算92 南京工业大学毕业设计（1）配筋计算钢筋采用HRB400，查表得选用满足抗剪要求第七章现浇楼面板设计由于本工程楼盖均为整体现浇，根据楼面布置情况，如下图：92 南京工业大学毕业设计楼面板按双向板计算，板厚，取h=120mm，；走廊部分h=100mm，，工程楼板按弹性理论方法计算内力，并考虑荷载不利布置的影响。1.跨中最大弯矩将总荷载式中g为均布静荷载，p为均布活载2.支座中点最大弯矩当活荷载和静荷载全部满布在各区格时可以近似求得支座中点最大弯矩。此时可先将内部区格的板按四边固定的单块板求得支座中点固端弯矩，然后与相邻的支座中点固端弯矩平均，可得该支座的中点最大弯矩。双向板在均布荷载作用下的弯矩系数查表2-1~2-6，荷载已计算。寝室部分：恒载设计值活载设计值走廊部分：恒载设计值活载设计值故寝室部分则走廊部分则钢筋混凝土泊桑比取由于本工程只有A和E两种区格板，故各取一例做计算92 南京工业大学毕业设计A区格1.求跨內最大弯矩，作用下查附表2-4得时换算成时，可利用公式作用下查附表2-5得时换算成时，可利用公式叠加后2.求支座中点固端弯矩，作用下查表2-4得92 南京工业大学毕业设计E区格1.求跨內最大弯矩，作用下查附表2-4得时换算成时，可利用公式作用下查附表2-5得时换算成时，可利用公式叠加后2.求支座中点固端弯矩，作用下查表2-4得92 南京工业大学毕业设计根据内力确定配筋，应以实配钢筋面积与计算所需面积相近最为经济，但考虑到实际施工的可行性，应使选用的钢筋直径和间距种类尽可能的少，同一块同方向支座和跨中钢筋间距最好一致。板跨中配筋计算截面位置M6.1971.6720.5921.9960.0430.0120.0040.0140.0440.0120.010.014175483256实配钢筋支座配筋计算截面位置X向Y向[A][E][A][E]M11.5961.997.9732.8950.0810.0140.0560.020.0850.0140.0630.0292 南京工业大学毕业设计3375625180实配钢筋第八章基础设计本工程采用柱下独立基础按照《地基基础设计规范》和《建筑抗震设计规范》的有关规定，上部结构传至基础顶面上的荷载只需按照荷载效应的基本组合来分析确定。混凝土设计强度等级采用C30，基础底板设计采用HRB335钢，fy=300N/mm，室内外高差为0.45m，基础埋置深度为1.9m，其下为7~10m厚的粉砂，上柱断面为500×500，基础部分柱断面保护层加大，两边各增加50，故地下部分柱颈尺寸为600×600，地基承载力标准值工程地质资料给的参数，取fak=192KPa。8.1荷载计算基础承载力计算时，应采用荷载标准组合。，取两者中大者。以轴线⑥为计算单元进行基础设计，上部结构传来柱底荷载标准值为横向框架柱内力（一般组合），取得柱基础顶面最不利两组荷载设计值如下：边柱柱底：∣Mmax∣：Mk=18.54+0.7×9.37+17.33=42.43kN.mNk=999.91+0.7×274.1+11.63=1203.41kNVk=11.2+0.7×（-5.68）+(-5.39)=1.83kNNmax：Mk=18.54+9.37+0.6×17.33=38.31kN.mNk=999.91+274.1+0.6×11.63=1280.99kNVk=11.2+（-5.68）+0.6×(-5.39)=2.29kN中柱柱底：∣Mmax∣：Mk=-17.26+0.7×（-8.68）-18.27=-41.61kN.mNk=1377.45+0.7×530.39+2.85=1751.57kNVk=10.46+0.7×5.26+5.86=20kNNmax：Mk=-17.26-8.68+0.6×(-18.27)=-36.9kN.m92 南京工业大学毕业设计Nk=1377.45+530.39+0.6×2.85=1909.55kNVk=10.46+5.26+0.6×5.86=19.24kN底层墙、基础连系梁传来荷载标准值（连系梁顶面标高同基础顶面）墙重：0.00以上：3.6×0.2×3.0=2.16（采用轻质填充砌块，=3.6）0.00以下：19×0.24×0.45=2.05（采用一般粘土砖，=19）连梁重：（500×300）（与纵向轴线距离0.1）柱A基础底面：第一组荷载：=1203.41+7.964.2=1236.84=42.43+7.964.2×0.1-1.83×0.55=44.76第二组荷载：=1280.99+7.964.2=1314.42=38.81+7.964.2×0.1-2.29×0.55=40.39柱B基础底面：第一组荷载：=1751.57+7.964.2=1785=-41.617.964.20.1-20×0.55=-49.27第二组荷载：=1909.55+7.964.2=1942.98=-36.9+7.964.20.1-19.24×0.55=-44.148.2确定基础底面积根据地质条件取粉质粘土层作为持力层，天然地面为室外地面，基础完全嵌固在持力层中，则室外埋深1.9m，室内埋深2.35m，（室内外高差0.45m），土层分布及埋深见图8-1。1.A柱：（1）初估基底尺寸由于基底尺寸未知，持力层土的承载力特征值先仅考虑深度修正，由于持力层为均小于0.85的粉质粘土，故取=1.6=（17.20.45+19.31）/1.45=18.5292 南京工业大学毕业设计（加权土容重，其中杂填土容重取17.2，粉质粘土取19.3）=192+1.618.52(1.9-0.5)=233.49==7.14设=1.2==2.44m取，图8-1土层分布及埋深（2）按持力层强度验算基底尺寸：第一组荷载：=1236.84，基底形心处竖向力：=1236.84+202.53(1.9+1.2)=1469.34基底形心处弯矩：=44.7692 南京工业大学毕业设计偏心距：==0.03<=0.5<<满足要求。第二组荷载：=1314.42，=40.39基底形心处竖向力：=1314.42+202.53(1.9+1.2)=1546.92基底形心处弯矩：=40.39偏心距：==0.026<=0.5<<满足要求。（2）按持力层强度验算基底尺寸：卧层顶面处土的自重应力：（地下水位以下土取浮重）软卧层顶面处附加应力：取92 南京工业大学毕业设计满足要求。2.B柱因B、C轴向距仅2，B、C柱分别设为独立基础场地不够，所以将两柱做成双柱联合基础。因为两柱荷载对称，所以联合基础近似按中心受压设计基础，基础埋深1.9，如图8-2。≥设，，软卧层验算：，，满足要求。注意：此处将原地面（标高-0.9m）至室内地面（标高±0.00m）范围内的填土作为外荷载加入，计算基础底面或软卧层土反力时不包括这部分填土。92 南京工业大学毕业设计图8-22.抗震验算荷载标准组合：恒载+0.5（雪+活）+地震作用[横向框架柱内力组合（考虑地震组合）]A柱：上部传来竖向力：999.91+141.4+131.95=1273.26底层墙：7.964.2=33.43A柱基（B-C)柱：上部传来竖向力：(1377.45+259.95+32.19)2=3339.18底层墙：7.964.22=66.86（B--C）柱基92 南京工业大学毕业设计满足要求。8.3基础结构设计（混凝土选用C25）1．荷载设计值基础结构设计时，需按荷载效应基本组合的设计值进行计算。A柱：（B-C)柱：2．A柱：（1）基底净反力：基础剖面尺寸示意图见图8-3.（2）冲切验算本工程基础是锥型基础，不存在变阶，只需验算柱与基础交接处的冲切承载力=92 南京工业大学毕业设计基础高度满足要求。图8-3基础剖面尺寸示意图（3）配筋==选==按构造钢筋间距要求配92 南京工业大学毕业设计注：短边钢筋放在长边钢筋内侧，所以有效计算高度差10mm。3．（B-C)柱基基础高度（等厚）（1）基底净反力：（2）冲切验算：计算简图见图8-4。要求，满足要求。图8-4冲切验算计算简图（3）纵向内力计算（4）抗剪验算柱边剪力：满足要求。（5）纵向配筋计算92 南京工业大学毕业设计板底层配筋：选B10@180板顶层配筋：按构造配筋B10@180（6）横向配筋按构造配筋B10@18092'