青岛市民乐居住宅设计-土木工程毕业论文

ΣMA=0MA-MB-1/2qL2-QB×L=0QB=(MA-MB)/L-0.5qL公式（2-9）ΣMB=0MA-MB-1/2qL2-QB×L=0QA=(MA-MB)/L+0.5qL公式（2-10）(2)柱剪力的计算，计算简图如图2-10:ΣMC=0-MC-MD-QD×h=0QD=-(MC+MD)/h公式（2-11）ΣM=0-MC-MD-Q×h=0Q=-(MC+MD)/h公式（2-12）图2-10柱剪力计算简图恒载作用下的剪力图如图2-11所示：图2-11恒载作用下剪力图(3)柱轴力的计算:图示如图2-12：N=Nu-VL+Vr公式(2-13)Nu－上柱传来的轴力；VL－柱左侧梁剪力Vr－柱右侧梁剪力图2-12柱轴力计算简图柱自重设计值：底层柱：4.27×4.1=17.507kN其余柱：4.27×3=12.81kN恒载作用下的轴力图如图2-13所示：图2-13恒载下的轴力图2.5.2活载作用下的内力计算采用分层法计算，除底层柱以外，其他各层柱的线刚度×0.9，并取传递系数，底层仍用。各层梁的活荷载值：顶层：AC跨：5.18kN/mCE跨：7.86kN/m标准层：AC跨：5.18kN/mCE跨：7.86kN/m活荷载作用下的简图如图2-14所示：图2-14活载作用简图(1)楼顶屋面为上人屋面，活荷载值为0.5kN/m，荷载较小，不考虑最不利组合，将活荷载满跨布置计算，同时为减小误差，跨中弯矩扩大1.2倍，支座处弯矩不变。其它层均按满布考虑。均布活载作用于顶层时，计算过程如表2-13所示：表2-13均布活载作用于顶层计算过程ACE下柱左梁右梁下柱左梁右梁下柱0.4170.5830.3680.2640.3680.5830.417-3.2563.256-581.8980.7340.5260.734-3.061-2.1890.3670.949-1.530.367-0.153-0.2140.2140.1540.214-0.214-0.1531.205-1.2055.153-0.68-5.8332.342-2.342均布活荷载作用于标准层时，计算过程如表2-14所示：表2-14均布活载作用于标准层计算过程ACE上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.2940.2940.4120.2920.2080.2080.2920.4120.2940.294-1313-19.119.13.8223.8225.3562.678-3.935-7.869-5.615-5.6151.0742.1481.5301.5302.1481.074-0.316-0.316-0.442-0.442-0.316-0.3163.5063.506-7.01217.8261.5301.530-20.887.11.862-5.931-5.931均布活荷载作用于底层时，计算过程如表2-15所示：表2-15均布荷载作用于底层时计算过程ACE上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱0.3270.2160.4570.3140.2240.1480.3140.3140.3270.216-15.32215.322-30.07430.0745.015.017.0024.6323.3042.1834.632-13.744-9.834-6.4962.3163.501-6.8722.316-0.757-0.50-1.0581.0580.7550.4991.058-1.058-0.757-0.50.529-0.529-0.5290.529-0.173-0.1140.2420.3320.2370.1570.332-0.242-0.173-0.1144.084.396-8.47624.3164.2962.789-31.40117.874-10.764-7.11活荷载作用下的弯矩图如下：图2-15活载做用下弯矩图活载作用下的剪力图如下图：图2-16活载作用下剪力图活载作用下轴力图：图2-17活荷载作用下轴力图2.5.3风荷载作用下的内力计算框架在风荷载的作用下，其内力计算方法和步骤如下：①求各柱反弯点处的剪力值；②计算各柱的反弯点高度；③计算各柱的杆端弯矩及梁端弯矩；④计算各柱的轴力与梁端剪力。第i层m柱分配的剪力Vim=Dim/ΣD×Vi，Vi=ΣWi，公式(2-14)Wi—第i层楼面处集中风荷载标准值；Dim－第i层m柱的抗侧移刚度。框架柱反弯点高度比[8]：y=y0＋y1＋y2＋y3公式(2-15)y0—框架柱标准反弯点高度比；y1—上、下层梁线刚度变化反弯点高度比修正值；y2、y3—上、下层高度变化反弯点高度比修正值；A轴柱反弯点位置如表2-16所示，C轴柱反弯点位置如表2-17所示：E轴柱反弯点位置如表2-18所示：表2-16Ａ轴反弯点位置计算层号h(m)Ky0y1y2y3yy×h70000.371.03620000.421.17650000.451.2670000.471.3160000.51.414.652.120.610000.612.836表2-17C轴柱反弯点位置计算层号h(m)Ky0y1y2y3yy×h50000.451.2650000.451.2690000.491.370000.51.40000.51.414.654.240.550000.552.557表2-18E轴柱反弯点位置计算层号h(m)Ky0y1y2y3yy×h70000.371.03620000.421.17650000.451.2670000.471.3160000.51.414.652.120.610000.612.836框架柱杆端弯矩、梁端弯矩的计算，简图如图2-18所示：图2-18计算简图图2-18计算简图MC上=Vim(1-y)×h公式(2-16)MC下=Vimy×h公式(2-17)中柱：公式(2-18)公式(2-19)边柱：Mb总j=MC下j+1+M下j公式(2-20)Vb=1/L（M1b+M）公式(2-21)Nb=Σ(Vlb-Vrb)公式(2-22)风载作用下A轴框架柱剪力和梁弯矩的计算如表2-19所示：表2-19风载作用下A轴框架柱剪力和梁弯矩的计算层数ViΣDDimDim/ΣDVimy×hMc上Mc下M总68.6744142129270.2932.541.0364.482.6314.48519.0144142129270.2935.571.1769.0466.5511.667428.2244142129270.2938.2681.2612.73310.4819.283336.6744142129270.29310.7441.31615.94414.13926.412244.5744142129270.29313.0591.418.28318.28332.422145.351551048660.31414.422.83625.82440.38544.107风载作用下C轴框架柱剪力和梁弯矩的计算如表2-20所示:表2-20风载作用下B轴框架柱剪力和梁弯矩的计算层数ViΣDDimDim/ΣDVimy×hMc上Mc下Mb左Mb右68.6744142182880.4134.4311.265.5274.5222.7642.764519.0144142182880.4138.7271.2612.129.91610.19110.191428.2244142182880.41312.5391.37216.68316.02913.313.3336.6744142182880.41315.9421.421.25321.25318.64118.641244.5744142182880.41319.111.425.83325.83323.54323.543145.351551057880.37717.7272.55735.239743.25430.61530.615风载作用下E轴框架柱剪力和梁弯矩的计算如表2-21所示:表2-21风载作用下C轴框架柱剪力和梁弯矩的计算层数ViΣDDimDim/ΣDVimy×hMc上Mc下M总68.6744142129270.2932.541.0364.482.6314.48519.0144142129270.2935.571.1769.0466.5511.667428.2244142129270.2938.2681.2612.73310.4819.283336.6744142129270.29310.7441.31615.94414.13926.412244.5744142129270.29313.0591.418.28318.28332.422145.351551048660.31414.422.83625.82440.38544.107风载作用下框架柱和梁的剪力弯矩图如图2-19所示：图2-19风载作用下框架柱和梁的剪力弯矩图风载作用下框架柱轴力图如图2-20：图2-20风载作用下框架柱轴力图2.5.4地震作用下内力计算水平地震作用下的内力计算如表2-22~2-24所示：表2-22水平地震作用下A柱的内力计算柱层号h(m)ViΣDDD/ΣDVikKy0M上M下柱A62.8337.23667491129270.01946.551.40.3711.5546.78652.8568.81667491129270.019411.0351.40.4217.92112.97742.8759.15667491129270.019414.7281.40.4526.68118.55732.8908.65667491129270.019417.6281.40.4726.1623.19822.8994667491129270.019419.2841.40.526.99826.99814.651028.1323356248660.020819.9462.120.6136.17256.577表2-23水平地震作用下B柱的内力计算柱层号h(m)ViΣDDD/ΣDVikKy0M上M下柱C62.8337.23667491182880.02749.2512.80.4514.24711.65652.8568.81667491182880.027415.5852.80.4524.00119.63742.8759.15667491182880.027420.8012.80.4929.70428.53932.8908.65667491182880.027424.8972.80.534.85634.85622.8994667491182880.027427.2362.80.538.1338.1314.651028.1323356257880.024728.1714.240.5558.94872.047表2-24水平地震作用下C柱的内力计算柱层号h(m)ViΣDDD/ΣDVikKy0M上M下柱E62.8337.23667491129270.01946.551.40.3711.5546.78652.8568.81667491129270.019411.0351.40.4217.92112.97742.8759.15667491129270.019414.7281.40.4526.68118.55732.8908.65667491129270.019417.6281.40.4726.1623.19822.8994667491129270.019419.2841.40.526.99826.99814.651028.1323356248660.020819.9462.120.6136.17256.577梁端剪力和柱轴力计算公式如下，计算结果如表2-25所示：；公式(2-23)VE=(ME左+ME右)/L；公式(2-24)M下=Viky0h，M上=Vik(1-y0)h；公式(2-25)VE=(ME左+ME右)/L。公式(2-26)表2-25梁端剪力和柱轴力标准值层AC跨梁端剪力CE跨梁端剪力柱轴力L(m)ME左ME右VEL(m)ME左ME右VEA轴柱B轴柱C轴柱65.411.5547.1243.4595.47.12411.5543.459-3.4597.098-3.45955.424.70717.8297.8775.417.82924.7077.877-11.33622.672-11.33645.439.65824.67111.9135.424.67139.65811.913-23.24946.498-23.24935.444.71731.69814.1515.431.69844.71714.151-37.474.8-37.425.450.19636.53916.0545.436.53950.19616.054-53.454106.908-53.45415.463.1748.53920.6875.448.53963.1720.687-74.141148.282-74.141水平地震作用下的框架结构弯矩、剪力图如图2-21所示：图2-21水平地震作用下的框架结构弯矩、剪力图2.6横向框架内力组合2.6.1框架梁内力组合在竖向荷载作用下，考虑框架梁端的塑性内力重分布，梁端弯矩需考虑弯矩调幅，因而表中恒载、活载两列中的弯矩值为乘以弯矩调幅系数0.8后的值，而剪力值仍采用调幅前的剪力值[9]。横梁的内力组合如表2-26~表2-31所示：表2-26顶层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2×恒+1.4×活1.35×恒+活1.2×恒+0.9×(1.4×活+1.4×风)1.2×(恒+0.5×活)+1.3×地震最后内力值A6C6A6右M-20.663-1.52-4.484.48-11.55411.554-26.92-29.42-32.36-21.07-45.73-5.68-20.663-1.52V66.44.1951.341-1.3413.459-3.45985.5593.8486.6683.2888.1976.2066.44.195跨中M33.951.805-0.8580.858-2.2152.21543.2747.6441.9344.1037.9845.6633.951.805C6左M67.444.6382.764-2.7647.124-7.12487.4295.6890.2583.2996.0671.3667.444.638V-55.9-3.04-3.5893.589-3.4593.459-71.34-78.51-75.43-66.39-74.90-62.91-55.9-3.04C6E6C6右M-79.27-5.072-2.7642.764-7.1247.124-102.22-112.09-105.00-98.03-110.52-85.82-79.27-5.072V95.625.591.341-1.3413.459-3.459122.57134.68123.48120.10124.09112.1095.625.59跨中M49.123.9260.858-0.8582.215-2.21564.4470.2464.9762.8165.1457.4649.123.926E6左M41.112.754.48-4.4811.554-11.55453.1858.2558.4447.1571.0130.9641.112.75V-81.48-6.02-1.3411.341-3.4593.459-106.20-116.02-107.05-103.67-107.38-95.39-81.48-6.02表2-27五层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震最后内力值A5C5A5右M-27.27-7.94-11.67711.677-24.70724.707-43.84-44.75-57.44-28.02-80.315.34-80.31-44.75V41.616.8024.05-4.057.877-7.87773.4472.9676.1965.9973.6546.3576.1972.96跨中M16.885.19-0.7430.743-3.4393.43927.5227.9825.8627.7317.4129.3327.5229.33C5左M42.420.66910.191-10.19117.829-17.82979.8277.9189.7664.0894.1932.3894.1977.91V-35.47-12.088-4.054.05-7.8777.877-59.49-59.97-62.90-52.69-63.47-36.16-63.47-59.97C5E5C5右M54.386-23.589-10.19110.191-17.82917.82932.2449.8322.7048.3820.2182.0132.2482.01V53.9420.0164.05-4.057.877-7.87792.7592.8495.0584.8590.3963.0895.0592.84跨中M21.0212.5330.743-0.7433.439-3.43942.7740.9141.9540.0838.7026.7842.7740.91E5左M46.42311.4911.677-11.67724.707-24.70771.7974.1684.9055.47105.4319.78105.4374.16V-49.91-22.65-4.054.05-7.8777.877-91.60-90.03-93.53-83.33-87.14-59.83-93.53-90.03表2-28四层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震最后内力值A4C4A4右M-23.384-7.94-19.28319.283-39.65839.658-39.18-39.51-62.36-13.77-101.5735.92-101.57-39.51V41.616.8026.034-6.03411.913-11.91373.4472.9678.6963.4980.6539.3580.6572.96跨中M16.885.19-2.9922.992-14.98714.98727.5227.9823.0330.57-2.6149.3527.5249.35C4左M42.4420.66913.3-13.324.671-24.67179.8677.9693.7360.21106.0920.57106.0977.96V-34.95-12.088-6.0346.034-11.91311.913-58.86-59.27-64.77-49.57-69.84-28.54-69.84-59.27C4E4C4右M-52-23.743-13.313.3-19.63719.637-95.64-93.94-109.07-75.56-110.68-42.61-110.68-93.94V53.9420.0166.034-6.03411.913-11.91392.7592.8497.5582.3597.3956.0997.5592.84跨中M22.2112.5532.992-2.99214.987-14.98744.2342.5446.2438.7060.168.2160.1642.54E4左M46.42313.13819.283-19.28339.658-39.65874.1075.8196.5647.96132.33-5.15132.3375.81V-51.87-22.374-6.0346.034-11.91311.913-93.57-92.40-98.04-82.83-96.32-55.02-96.32-92.40表2-29三层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震最后内力值A3C3A3右M-24.384-7.94-26.41226.412-44.71744.717-40.38-40.86-72.54-5.99-111.5343.48-111.5343.48V41.616.8028.343-8.34314.151-14.15173.4472.9681.6060.5884.5335.4784.5372.96跨中M16.885.19-3.8863.886-6.516.5127.5227.9821.9031.6912.0934.6527.5234.65C3左M42.420.66918.641-18.64131.698-31.69879.8277.91100.4153.44118.228.34118.2277.91V-34.95-12.088-8.3438.343-14.15114.151-58.86-59.27-67.68-46.66-73.72-24.66-73.72-59.27C3E3C3右M-52-23.743-18.64118.641-31.69831.698-95.64-93.94-115.80-68.83-131.59-21.70-131.59-93.94V53.9420.0168.343-8.34314.151-14.15192.7592.84100.4679.44101.2752.21101.2792.84跨中M22.110.1733.886-3.8866.51-6.5140.7640.0144.2334.4443.9121.3444.2340.01E3左M46.42313.13826.412-26.41244.717-44.71774.1075.81105.5438.98141.10-13.92141.1075.81V-51.87-22.374-8.3438.343-14.15114.151-93.57-92.40-100.95-79.92-100.20-51.14-100.95-92.40表2-30二层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震最后内力值A2C2A2右M-24.384-7.94-32.4232.42-50.19650.196-40.38-40.86-80.111.58-121.0352.98-121.0352.98V41.616.80210.36410.36416.05416.05473.4472.9684.1584.1587.8387.8387.8387.83跨中M16.885.19-4.444.44-6.856.8527.5227.9821.2032.3911.5035.2427.5235.24C2左M42.420.66923.542-23.54536.493-36.49379.8277.91106.5947.26126.540.03-126.5477.91V-34.95-12.088-10.36410.364-16.05416.054-58.86-59.27-70.23-44.11-77.02-21.37-77.02-59.27C2E2C2右M-52-23.743-23.54223.542-36.49736.497-95.64-93.94-121.98-62.65-139.91-13.38-139.91-93.94V55.8519.8610.364-10.36416.054-16.05494.8295.26105.1078.98106.7651.11106.7695.26跨中M22.19.4134.44-4.446.85-6.8539.7039.2543.9732.7944.0420.2944.0439.25E2左M46.42316.7230.615-30.61550.196-50.19679.1279.39115.3538.20152.75-21.27152.7579.39V-51.87-22.093-13.83713.837-16.05416.054-93.17-92.12-107.52-72.65-103.33-47.67-107.52-92.40表2-31一层横梁内力组合杆件号截面内力荷载类别内力组合恒载活载风载地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震最后内力值A1C1A1右M-21.898-7.693-44.10744.107-63.1763.17-37.05-37.26-91.5519.60-140.3978.60-140.3978.60V42.0817.38313.837-13.83720.687-20.68774.8374.1989.8354.9696.7825.0796.7874.19跨中M15.275.32-6.7466.746-7.3167.31625.7725.9316.5333.538.8334.2025.7734.20C1左M42.420.66930.615-30.61548.539-48.53979.8277.91115.5038.35-147.42-20.85-147.4277.91V-34.09-11.507-13.83713.837-20.68720.687-57.02-57.53-72.84-37.97-83.67-11.95-83.67-57.53C1E1C1右M-51.3-28.138-30.61530.615-48.53948.539-100.95-97.39-135.59-58.44-162.585.69-162.58-97.39V55.8519.8613.837-13.83720.687-20.68794.8295.26109.4874.61114.7943.08114.7995.26跨中M28.076.1846.746-6.7467.316-7.31642.3444.0849.9832.9850.0824.7150.0844.08E1左M35.40216.7244.107-44.10763.17-63.1765.8964.51119.127.97-162.01-56.98-162.0164.51V-41.19-22.52-13.83713.837-20.68720.687-80.96-78.13-95.24-60.37-98.80-27.08-98.80-78.13注：M以下部受拉为正，单位为kNm；V以向上为正，单位为kN。后两列的值为乘以后的数值。2.6.2框架柱内力组合框架柱取每层柱顶和柱底两个控制截面，内力组合如表2-32～表2-35所示：表2-32A柱内力组合表层次截面内力恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震M相应NN应MN相应M6柱顶M20.6631.524.48-4.4811.554-11.55429.4226.9232.3621.0743.388.0443.3843.3829.42N69.037.235-1.3141.314-3.4593.459100.4392.9790.3093.6181.8992.4781.8981.89100.43柱底M15.1083.912.631-2.63111.554-11.55424.3123.6026.3719.7438.152.8038.1538.1524.31N80.997.235-1.3141.314-3.4593.459116.57107.32104.65107.9696.24106.8296.2496.24116.575柱顶M12.1923.979.064-9.06417.927-17.92720.4320.1931.058.2144.43-10.4144.4344.4320.43N121.2936.13-5.3915.391-11.33611.336199.87196.12184.27197.86149.89184.56149.89149.89199.87柱底M12.1923.976.55-6.5512.977-12.97720.4320.1927.8911.3836.86-2.8336.8636.8620.43N133.2436.13-5.3915.391-11.33611.336216.00210.46198.61212.20164.23198.90164.23164.232164柱顶M12.1923.9712.73-12.7326.681-26.68120.4320.1935.673.5957.82-23.7957.8257.8220.43N176.5355.02-11.42511.425-23.24923.249293.33288.86266.76295.55209.29280.40209.29209.29293.33柱底M12.1923.9710.481-10.48118.557-18.55720.4320.1932.846.4345.39-11.3745.3945.3920.43N188.4955.02-11.42511.425-23.24923.249309.48303.21281.11309.90223.64294.75223.64223.64309.483柱顶M12.1923.9715.595-15.59526.16-26.1620.4320.1939.28-0.0257.02-23.0057.0257.02-0.02N231.7983.91-19.76819.768-37.437.4396.82395.62358.96408.78271.29385.69271.29271.29408.78柱底M12.1923.9714.139-14.13923.98-23.9820.4320.1937.451.8253.69-19.6653.6953.691.82N243.7583.91-19.76819.768-37.437.4412.97409.97373.31423.13285.64400.04285.64285.64423.132柱顶M12.1923.9718.283-18.28326.998-26.99820.4320.1942.67-3.4058.30-24.2858.358.3-3.4N287.04112.8-30.13230.132-53.45453.454500.30502.36448.60524.54330.37493.88330.37330.37524.54柱底M12.1924.25518.283-18.28326.998-26.99820.7120.5943.03-3.0458.47-24.1158.4758.47-3.04N299112.8-30.13230.132-53.45453.454516.45516.71462.96538.89344.72508.23344.72344.72538.891柱顶M9.7063.46825.824-25.82436.172-36.17216.5716.5048.56-16.5269.05-41.5969.0569.05-16.52N342.82141.7-43.96943.969-74.14174.141604.49609.74534.51645.31383.00609.79383383645.31柱底M4.8531.73440.385-40.38556.577-56.5778.298.2558.89-42.8893.39-79.6793.3993.39-42.88N362.67141.685-43.96943.969-74.14174.141631.29633.56558.33669.13406.82633.61406.82406.82669.13表2-33C柱内力组合表层次截面内力恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震M相应NN相应MN应M6柱顶M11.8511.0645.527-5.52714.247-14.24717.0615.7122.538.6036.65-6.9336.65-6.9317.06N145.15-8.63006.918-6.918187.32162.10163.31163.31179.58158.42179.58158.42187.32柱底M7.8151.3834.522-4.52211.656-11.65611.9311.3116.825.4228.03-7.6228.03-7.6211.93N157.11-8.63006.918-6.918203.47176.45177.66177.66193.93172.77193.93172.77203.475柱顶M4.81.53712.12-12.1224.001-24.0018.027.9122.97-7.5743.39-30.0343.39-30.0343.39N238.88-40.460022.672-22.672282.03230.02235.68235.68297.06227.71297.06227.71297.06柱底M4.81.5379.916-9.91619.637-19.6378.027.9120.19-4.8036.72-23.3536.72-23.3536.72N250.84-40.460022.672-22.672298.18244.37250.03250.03311.41242.06311.41242.06311.414柱顶M4.81.53716.68-16.68329.704-29.7048.027.9128.72-13.3252.11-38.7552.11-38.7552.11N317.39-72.560046.498-46.498355.92279.28289.44289.44408.45266.22408.45266.22408.45柱底M4.81.53716.03-16.02928.539-28.5398.027.9127.89-12.5050.33-36.9750.33-36.9750.33N329.34-72.560046.498-46.498372.05293.62303.78303.78422.79280.56422.79280.56422.793柱顶M4.81.53721.25-21.25334.856-34.8568.027.9134.48-19.0859.99-46.6359.99-46.6359.99N395.89-104.70074.8-74.8429.79328.54343.19343.19526.67297.87526.67297.87526.67柱底M4.81.53721.25-21.25321.253-21.2538.027.9134.48-19.0839.19-25.8239.19-25.8239.19N407.85-104.70074.8-74.8445.93342.89357.54357.54541.02312.22541.02312.22541.022柱顶M4.81.53725.83-25.83325.833-25.8338.027.9140.25-24.8546.19-32.8346.19-32.8346.19N474.4-137.100106.908-106.908503.39377.41396.60396.60650.56323.54650.56323.54650.56柱底M5.1344.6825.83-25.83325.833-25.83311.6112.7144.61-20.4948.48-30.5448.48-30.5448.48N48.635-137.100106.908-106.908-71.39-133.51-114.32-114.32139.64-187.37139.64-187.37139.641柱顶M3.7622.78935.40-35.39758.948-58.9487.878.4252.63-36.5796.34-83.9796.34-83.9796.34N552.9-168.400148.282-148.282577.99427.68451.26451.26789.21335.64789.21335.64789.21柱底M1.8811.39543.25-43.25472.047-72.0473.934.2158.51-50.49113.28-107.10113.28-107.10113.28N572.76-168.400148.282-148.282604.82451.54475.12475.12813.05359.48813.05359.48813.05表2-34E柱内力组合表层次截面内力恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震M相应NN相应MN相应M6柱顶M-41.11-2.754.48-4.4811.554-11.554-58.25-53.18-47.15-58.44-33.31-68.65-68.65-58.44-58.25N78.47-11.671.314-1.314-3.4593.45994.2677.8381.1277.8081.8792.4592.4577.8094.26柱底M-26.788-4.9212.631-2.63111.554-11.554-41.08-39.04-35.03-41.66-17.43-52.77-52.77-41.66-41.08N90.7-11.611.314-1.314-3.4593.459110.8492.5995.8792.5696.58107.16107.1692.56110.845柱顶M-19.635-6.5699.064-9.06417.927-17.927-33.08-32.76-20.42-43.26-0.09-54.92-54.92-32.76-54.92N147.14-53.9995.391-5.391-11.33611.336144.64100.97115.32101.74126.83161.51161.51100.97161.51柱底M-19.635-6.5696.55-6.5512.977-12.977-33.08-32.76-23.59-40.09-7.66-47.35-47.35-32.76-47.35N159.1-53.9995.391-5.391-11.33611.336160.79115.32129.67116.09141.18175.86175.86115.32175.864柱顶M-19.635-6.56912.73-12.7326.681-26.681-33.08-32.76-15.80-47.8813.30-68.31-68.31-32.76-68.31N215.54-96.47911.425-11.43-23.24923.249194.50123.58151.48122.69165.20236.32236.32123.58236.32柱底M-19.635-6.56910.481-10.4818.557-18.557-33.08-32.76-18.63-45.050.88-55.88-55.88-45.05-55.88N227.5-96.47911.425-11.43-23.24923.249210.65137.93165.83137.04179.56250.67250.67137.04250.673柱顶M-19.635-6.56915.595-15.6026.16-26.16-33.08-32.76-12.19-51.4912.51-67.51-67.51-51.49-67.51N283.92-138.8719.768-19.77-37.437.4244.43146.29190.64140.83200.19314.59314.59140.83314.59柱底M-19.635-6.56914.139-14.1423.98-23.98-33.08-32.76-14.02-49.659.17-64.18-64.18-49.65-64.18N295.89-138.8719.768-19.77-37.437.4260.58160.65205.00155.19214.55328.95328.95155.19328.952柱顶M-19.635-8.0818.283-18.2826.998-26.998-34.59-34.87-10.71-56.7812.88-69.70-69.70-56.78-69.70N352.34-181.2630.132-30.13-53.45453.454294.40169.05232.39156.46232.30395.81395.81156.46395.81柱底M-19.635-10.67718.283-18.2826.998-26.998-37.18-38.51-13.98-60.0511.32-71.26-71.26-60.05-71.26N364.3-181.2630.132-30.13-53.45453.454310.55183.40246.74170.81246.65410.16410.16170.81410.161柱顶M-15.7676.04325.824-25.8236.172-36.172-15.24-10.4621.23-43.8440.03-70.62-70.62-43.84-70.62N422.11-223.6443.969-43.97-74.14174.141346.21193.44280.15169.35258.96485.74485.74169.35485.74柱底M-7.884-3.02240.385-40.3956.577-56.577-13.67-13.6937.62-64.1575.26-97.80-97.80-64.15-97.80N441.97-223.6443.969-43.97-74.14174.141373.02217.27303.98193.18282.79509.57509.57193.18509.57表2-35柱剪力组合表层次恒载活载风载地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4风)1.2×(恒+0.5活)+1.3地震调整后柱A612.741.962.54-2.546.65-6.6519.1618.0320.9614.5626.636.2926.6318.0358.712.8365.57-5.5711.035-11.03514.5914.4221.047.0129.03-4.7229.0314.4248.712.8368.268-8.26814.728-14.72814.5914.4224.443.6134.68-10.3734.6814.4238.712.83610.744-10.74417.628-17.62814.5914.4227.560.4939.11-14.8139.11-14.8128.712.83613.059-13.05919.284-19.28414.5914.4230.48-2.4341.65-17.3441.65-17.3413.131.11914.24-14.2419.946-19.9465.345.3223.11-12.7834.93-26.0834.93-26.08柱C66.80.8743.589-3.5899.251-9.25110.059.3813.784.7422.83-5.4622.839.3853.431.0987.87-7.8715.585-15.5855.735.6515.42-4.4228.61-19.0628.61-19.0643.431.09811.683-11.68320.801-20.8015.735.6520.22-9.2236.59-27.0436.59-27.0433.431.09815.181-15.18124.897-24.8975.735.6524.63-13.6342.85-33.3042.85-33.3023.431.09818.542-18.54227.236-27.2365.735.6528.86-17.8646.43-36.8846.43-36.8811.210.916.916-16.91628.171-28.1712.532.7123.90-18.7345.08-41.0945.08-41.09柱E6-24-2.742.54-2.546.55-6.55-35.14-32.64-29.05-35.45-20.43-40.46-35.14-40.465-14.7-4.6925.57-5.5711.035-11.035-24.54-24.21-16.53-30.57-3.58-37.33-24.54-37.334-14.7-4.6928.268-8.26814.728-14.728-24.54-24.21-13.13-33.972.07-42.98-24.54-42.983-14.7-4.69210.744-10.74417.628-17.628-24.54-24.21-10.01-37.096.51-47.42-24.54-47.422-14.7-4.69213.059-13.05919.284-19.284-24.54-24.21-7.10-40.019.04-49.95-24.54-49.951-1.82-2.9414.24-14.2419.946-19.946-5.40-6.3012.05-23.8326.56-34.4526.56-34.45注：表中抗震荷载为乘以抗震调整系数后的数值。2.7框架梁柱配筋计算2.7.1横梁配筋计算第一层梁的混凝土强度等级为C30，=14.3N/，=1.43N/；第二层梁的混凝土强度等级为C25，=11.9N/，=1.27N/；纵筋的等级为HRB335，=300N/，箍筋的等级为HPB235，=210N/。1、框架梁的正截面受弯承载力计算：在进行截面配筋计算时，eq\o\ac(○,1)由表中得到的支座处弯矩为支座中心处的弯矩，需换算成支座边缘控制截面的弯矩进行配筋。eq\o\ac(○,2)当梁下部受拉时，按T形截面计算，截面翼缘宽度按规定取值；当梁上部受拉时，按矩形截面计算。eq\o\ac(○,3)截面一律按单筋梁计算[10]。梁设计截面如图2-22所示：图2-22梁设计截面梁截面计算结果如表2-36、2-37所示：表2-36第一层框架梁正截面强度计算截面AC跨CE跨123456M(KNm）-140.3934.2-147.42-162.5850.08-162.02梁截面尺寸b×h（mm×mm）250×465250×465250×465250×465250×465250×4650.1360.0330.1430.1580.0490.1570.9260.9830.9220.9140.9750.914A=(mm)815187859957276953选筋118220320220318220318320220318实配面积(mm)882941139113919411391（%）0.760.811.2（%）0.215表2-37第二～六层框架梁正截面强度计算截面AC跨CE跨123456M（kNm）-121.0335.24-126.54-139.9144.04-152.75梁截面尺寸b×h（mm×mm）250×465250×465250×465250×465250×465250×4650.1170.0340.1230.1360.0430.1480.9370.9830.9340.9270.9780.919A=(mm)694193728812242893选筋118220320220318220318320220318实配面积(mm)882941139113919411391（%）0.760.811.2（%）0.2V=/+V公式（2-27）—梁端剪力增大系数，三级取1.1；M、—分别为梁左右端截面按反时针或顺时针方向组合的弯矩设计值。—梁净跨；V—梁的重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，V=1.2（q+0.5q）/2公式（2-28）梁斜截面强度计算结果如表2-38所示：截面一层二层A右C左C右E左A右C左C右E左设计剪力V（kN）113.238113.238120.738120.738101.108101.108114.218114.218（kN）96.52596.525102.622102.62285.94285.94297.08597.085b×h（mm×mm）250×465250×465250×465250×465250×465250×465250×465250×4650.2332.475332.475332.475332.475276.675276.675276.675276.67130.3130.2320.2320.3330.333箍筋直径肢数2肢82肢82肢82肢82肢82肢82肢82肢8间距S100加密200非加密100加密200非加密100加密200非加密100加密200非加密100加密200非加密100加密200非加密100加密200非加密100加密200非加密（%）0.2680.2010.2680.2010.2680.2010.2680.2010.2680.2010.2680.2010.2680.2010.2680.201（%）0.1770.1572-38梁斜截面强度计算2.7.2框架柱配筋计算1、柱的轴压比及剪跨比验算如表2-39所示：三级抗震，框架柱轴压比限值：0.9，柱的剪跨比一般不宜小于2。表2-39柱的剪跨比和轴压比柱层bhNC柱640036511.92.8172.6583.83＞20.0990.9540036511.92.8313.9693.83＞20.181440036511.92.8448.3993.83＞20.258340036511.92.8587.3153.83＞20.338240036511.92.8730.33.83＞20.420140036514.34.65889.5126.37＞20.512由于框架边柱的轴压比中柱小一些，而柱截面、柱净高和混凝土强度等级与中柱相同，因而框架边柱的轴压比和剪跨比也都满足规范要求。2、正截面承载力计算：C柱截面示意图如图2-23所示，柱截面受压承载力计算如表2-40所示：图2-23C柱截面示意图表2-40柱正截面受压承载力计算截面（M，N）（M，N）1—12—23—31—12—23—3M(kNm)113.2896.3448.48113.2896.2448.48N(kN)813.05789.21650.56813.05789.21650.562.052.051.52.052.051.5b×h（mm×mm）400360400360400360400360400360400360e=M/N1391227513912275e(mm)202020202020l0/h5.1255.1253.755.1255.1253.751.01.01.01.01.01.01.01.01.01.01.01.015914295159142951.041.051.041.041.051.043253092593253092590.3950.3830.3160.3950.3830.316偏心性质大大大大大大＜0＜0＜0＜0＜0＜0选筋320320320320320320实配面积（mm）941941941941941941（%）0.650.650.650.650.650.65（%）0.23、柱斜截面受剪承载力计算：为实现框架结构强剪弱弯，剪力设计值按下式调整：/H公式（2-29）截面尺寸满足要求〉3，取=3，N〉0.3当<0该层柱应按构造配置箍筋。最小体积配筋率：公式（2-30）公式（2-31）根据上面公式计算各层柱箍筋结果如表2-41所示：表2-41各层柱箍筋计算结果柱层次(kN)0.2(kN)N(kN)0.3（%）实配箍筋及配筋率加密区非加密区C柱138.32417.56813.05686.4＜00.483肢8@1500.67%3肢8@2000.5%239.47347.48650.56686.4＜00.43肢8@1500.67%3肢8@2000.5%3～536.42347.48541.02686.4＜00.343肢8@1500.67%3肢8@2000.5%619.40347.48203.47686.4＜00.343肢8@1500.67%3肢8@2000.5%2.8楼板设计双向板肋梁楼盖结构布置图如图2-24所示：图2-24双向板肋梁楼盖结构布置图2.8.1荷载计算值：q=1.3×2=2.6kN/mg=1.2×3.83=4.596kN/mg+q/2=5.896kN/mq/2=1.3kN/mg+q=7.196kN/m2.8.2跨度计算：内跨：支承中心线间距离边跨：取（1.025+b/2）与（+）两者中的小值为梁板边跨的净跨长，b为第一内支座的支承宽度各区格板的计算跨度如表2-42所示：2.8.3弯矩计算：按弹性理论设计：连续双向板跨中最大正弯矩，活荷载分布情况可分解为满布荷载g+q/2及隔间布置±q/2，对前一种荷载可近似认为各区格板都固定支撑在中间支承上，对后一种荷载情况，可近似认为各区格板在中间支承处是简支的。支座最大负弯矩近似按满布活荷载考虑，认为各区格板都固定在中间支座，楼盖周边仍按实际支承情况确定，然后按单块双向板计算各支座的负弯矩。根据不同的支承情况，整个楼盖可以分为4种区格板。对于混凝土，=0.2。根据公式m=表中系数×p求各区格板的弯矩值于表所示：表2-42弯矩值计算表ABCDl01(m)4.2l02(m)5.045.045.45.4l01/l020.6430.6430.5370.778m1(0.0348+0.2×0.0092)×6.496×3.242+(0.0788+0.2×0.0288)×2.6×3.242/2=3.653(0.0348+0.2×0.0092)×6.496×3.242+(0.0788+0.2×0.0288)×2.6×3.242/2=3.653(0.0389+0.2×0.0051)×6.496×2.92+(0.0796+0.2×0.0335)×2.6×2.92/2=3.124(0.0284+0.2×0.0137)×6.496×4.22+(0.0653+0.2×0.0365)×2.6×4.22/2=5.233m2(0.0092+0.2×0.0348)×6.496×3.242+(0.0288+0.2×0.0788)×2.6×3.242/2=1.71(0.0092+0.2×0.0348)×6.496×3.242+(0.0288+0.2×0.0788)×2.6×3.242/2=1.71(0.0092+0.2×0.0348)×6.496×2.92+(0.0355+0.2×0.0796)×2.6×2.92/2=1.445(0.0137+0.2×0.0284)×6.496×4.22+(0.0365+0.2×0.0653)×2.6×4.22/2=3.357-0.0769×7.796×3.242=-6.293-0.0769×7.796×3.242=-6.293-0.0818×7.796×2.92=-5.363-0.0668×7.796×4.22=-9.186-0.0571×7.796×3.242=-4.673-0.0571×7.796×3.242=-4.673-0.0571×7.796×2.92=-3.744-0.0562×7.796×4.22=-7.7292.8.4截面设计截面有效高度：假定选用8钢筋，则l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率：因为，0.45故取ρsmin=0.31%，则Asmin=0.31%×1000×100=310mm2截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l0<1.5时减小20%，当lb/l为了便于计算，近似取=0.95，，过程见下表2-43、2-44。表2-43楼板配筋计算表（跨中截面）跨中截面h0(mm)M(kN∙m)As(mm2配筋实配As(mm2Al01方向803.6534668@180503l02方向701.712098@180302BL01方向803.6534098@180503l02方向701.4451788@180302Cl01方向803.1241978@180252l02方向701.4451058@180252Dl01方向805.2332068@180252l02方向703.357938@180252表2-44楼板板配筋计算表（支座截面）支座截面h0(mm)M(kN∙m)As(mm2配筋实配As(mm2A-A80-6.2938068@200904A-Bl01方向80-6.2938068@200904l02方向80-4.6735928@200678A-Cl01方向80-6.2938068@200904l02方向80-4.6735928@200678C-D80-4.6735928@200678B-B80-4.6735928@200678B-D80-4.6735928@2006782.9基础设计设计基础[11]的荷载包括:①框架柱传来的弯矩、轴力和剪力（可取设计底层柱的相应控制力）；②基础自重，回填土的重量；③底层基梁传来的轴力和弯矩。2.9.1初步确定基础高度：基础总高度为1.6m。采用柱下独立基础，混凝土强度等级C20，垫层采用C10，厚度为100mm，HPB235级钢筋，地基承载力特征值=1702.9.2确定基础地面尺寸：设基础埋置深度d=1.2mB轴力最大，所以以B轴进行布置：=113.28kNmN=813.05kNV=45.08kN==5.49，设基础及基础上土的重力密度平均值=20将其增大20%～40%，初步选用底面尺寸为：选用矩形l×b=2.7×2.5,则A=6.75mb<3.0,基底承载力不对宽度进行修正。W=bl/6=1/6×2.5×2.7=3.038mGk=bld=20×1.6×6.75=216kN地基承载力特征值fak=170(kPa)当地震参与荷载组合时地耐力提高系数ξa=1.1宽度修正系数ηb=0;深度修正系数ηd=1土的重度γ=18(kN/m3);土的加权平均重度γm=20(kN/m)基础短边尺寸b=2500(mm);基础埋置深度d=1600(mm)承载力设计值：=+ηb×γ×(b-3)+ηd×γm×(d-0.5)=170+0×18×(2.5-3)+1×20×(1.6-0.5)=192.000(kPa)=1.1×192.000=211.200(kPa)基础底面抵抗矩：=2.813m=3.038m基础边缘的最大和最小压力即=213.48=91.422校核地基承载力：=152.451<=211.2，=213.481<1.2=1.2×211.2=253.44，故该基础底面尺寸满足要求。2.9.3验算基础高度：地基净反力计算：=181.482=59.422取h=700mm,冲切长方形的有效高度=700-40=660mm，冲切破坏锥体最不利一侧斜截面上边和下边长分别为：=400+2×350=1100mm，=1100+2×660=2420mm，考虑冲切荷载对取用的多边形面积（2.7/2-1.1/2-0.66）×2.5－（2.5/2-1.1/2-0.66）=0.348m=181.482×0.348=63.22kN0.7=0.7×1.1×1.76×0.342=471.609kN〉故该基础高度满足受冲切承载力要求。2.9.4基础底板配筋计算：计算基础长边方向的弯矩设计值，柱边截面Ⅰ-Ⅰ处的弯矩M1：=133.976kN/mMI==200.826kNm==200.826×10/0.9×660×210=1126.97mm柱边截面Ⅲ-Ⅲ处的弯矩MIIIMIII==108.963kNmASIII==108.963×106/(0.9×300×365)=1105.662mm比较ASI和ASIII应按ASI配筋，配置12@200,A=2000