土木工程畢業(yè)論文-烏市怡景花園住宅設(shè)計(jì)

中國農(nóng)業(yè)大學(xué)成人畢業(yè)論文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)柱剪力的計(jì)算，計(jì)算簡圖如圖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）圖2-10柱剪力計(jì)算簡圖恒載作用下的剪力圖如圖2-11所示：圖2-11恒載作用下剪力圖(3)柱軸力的計(jì)算:圖示如圖2-12：N=Nu-VL+Vr公式(2-13)Nu－上柱傳來的軸力；VL－柱左側(cè)梁剪力Vr－柱右側(cè)梁剪力圖2-12柱軸力計(jì)算簡圖柱自重設(shè)計(jì)值：底層柱：4.27×4.1=17.507kN其余柱：4.27×3=12.81kN恒載作用下的軸力圖如圖2-13所示：圖2-13恒載下的軸力圖2.5.2活載作用下的內(nèi)力計(jì)算采用分層法計(jì)算，除底層柱以外，其他各層柱的線剛度×0.9，并取傳遞系數(shù)，底層仍用。各層梁的活荷載值：頂層：AC跨：5.18kN/mCE跨：7.86kN/m標(biāo)準(zhǔn)層：AC跨：5.18kN/mCE跨：7.86kN/m活荷載作用下的簡圖如圖2-14所示：圖2-14活載作用簡圖(1)樓頂屋面為上人屋面，活荷載值為0.5kN/m，荷載較小，不考慮最不利組合，將活荷載滿跨布置計(jì)算，同時(shí)為減小誤差，跨中彎矩?cái)U(kuò)大1.2倍，支座處彎矩不變。其它層均按滿布考慮。均布活載作用于頂層時(shí)，計(jì)算過程如表2-13所示：表2-13均布活載作用于頂層計(jì)算過程ACE下柱左梁右梁下柱左梁右梁下柱0.4170.5830.3680.2640.3680.5830.417-3.2563.256-5.255.251.3581.8980.7340.5260.734-3.061-2.1890.3670.949-1.530.367-0.153-0.2140.2140.1540.214-0.214-0.1531.205-1.2055.153-0.68-5.8332.342-2.342均布活荷載作用于標(biāo)準(zhǔn)層時(shí)，計(jì)算過程如表2-14所示：表2-14均布活載作用于標(biāo)準(zhǔn)層計(jì)算過程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均布活荷載作用于底層時(shí)，計(jì)算過程如表2-15所示：表2-15均布荷載作用于底層時(shí)計(jì)算過程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活荷載作用下的彎矩圖如下：圖2-15活載做用下彎矩圖活載作用下的剪力圖如下圖：圖2-16活載作用下剪力圖活載作用下軸力圖：圖2-17活荷載作用下軸力圖2.5.3風(fēng)荷載作用下的內(nèi)力計(jì)算框架在風(fēng)荷載的作用下，其內(nèi)力計(jì)算方法和步驟如下：①求各柱反彎點(diǎn)處的剪力值；②計(jì)算各柱的反彎點(diǎn)高度；③計(jì)算各柱的桿端彎矩及梁端彎矩；④計(jì)算各柱的軸力與梁端剪力。第i層m柱分配的剪力Vim=Dim/ΣD×Vi，Vi=ΣWi，公式(2-14)Wi—第i層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值；Dim－第i層m柱的抗側(cè)移剛度。框架柱反彎點(diǎn)高度比[8]：y=y0＋y1＋y2＋y3公式(2-15)y0—框架柱標(biāo)準(zhǔn)反彎點(diǎn)高度比；y1—上、下層梁線剛度變化反彎點(diǎn)高度比修正值；y2、y3—上、下層高度變化反彎點(diǎn)高度比修正值；A軸柱反彎點(diǎn)位置如表2-16所示，C軸柱反彎點(diǎn)位置如表2-17所示：E軸柱反彎點(diǎn)位置如表2-18所示：表2-16Ａ軸反彎點(diǎn)位置計(jì)算層號(hào)h(m)Ky0y1y2y3yy×h62.81.40.370000.371.03652.81.40.420000.421.17642.81.40.450000.451.2632.81.40.470000.471.31622.81.40.50000.51.414.652.120.610000.612.836表2-17C軸柱反彎點(diǎn)位置計(jì)算層號(hào)h(m)Ky0y1y2y3yy×h62.82.80.450000.451.2652.82.80.450000.451.2642.82.80.490000.491.37232.82.80.50000.51.422.82.80.50000.51.414.654.240.550000.552.557表2-18E軸柱反彎點(diǎn)位置計(jì)算層號(hào)h(m)Ky0y1y2y3yy×h62.81.40.370000.371.03652.81.40.420000.421.17642.81.40.450000.451.2632.81.40.470000.471.31622.81.40.50000.51.414.652.120.610000.612.836框架柱桿端彎矩、梁端彎矩的計(jì)算，簡圖如圖2-18所示：圖2-18計(jì)算簡圖圖2-18計(jì)算簡圖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)邊柱：Mb總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)風(fēng)載作用下A軸框架柱剪力和梁彎矩的計(jì)算如表2-19所示：表2-19風(fēng)載作用下A軸框架柱剪力和梁彎矩的計(jì)算層數(shù)ViΣDDimDim/ΣDVimy×hMc上Mc下M總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風(fēng)載作用下C軸框架柱剪力和梁彎矩的計(jì)算如表2-20所示:表2-20風(fēng)載作用下B軸框架柱剪力和梁彎矩的計(jì)算層數(shù)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風(fēng)載作用下E軸框架柱剪力和梁彎矩的計(jì)算如表2-21所示:表2-21風(fēng)載作用下C軸框架柱剪力和梁彎矩的計(jì)算層數(shù)ViΣDDimDim/ΣDVimy×hMc上Mc下M總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風(fēng)載作用下框架柱和梁的剪力彎矩圖如圖2-19所示：圖2-19風(fēng)載作用下框架柱和梁的剪力彎矩圖風(fēng)載作用下框架柱軸力圖如圖2-20：圖2-20風(fēng)載作用下框架柱軸力圖2.5.4地震作用下內(nèi)力計(jì)算水平地震作用下的內(nèi)力計(jì)算如表2-22~2-24所示：表2-22水平地震作用下A柱的內(nèi)力計(jì)算柱層號(hào)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柱的內(nèi)力計(jì)算柱層號(hào)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柱的內(nèi)力計(jì)算柱層號(hào)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梁端剪力和柱軸力計(jì)算公式如下，計(jì)算結(jié)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梁端剪力和柱軸力標(biāo)準(zhǔn)值層AC跨梁端剪力CE跨梁端剪力柱軸力L(m)ME左ME右VEL(m)ME左ME右VEA軸柱B軸柱C軸柱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結(jié)構(gòu)彎矩、剪力圖如圖2-21所示：圖2-21水平地震作用下的框架結(jié)構(gòu)彎矩、剪力圖2.6橫向框架內(nèi)力組合2.6.1框架梁內(nèi)力組合在豎向荷載作用下，考慮框架梁端的塑性內(nèi)力重分布，梁端彎矩需考慮彎矩調(diào)幅，因而表中恒載、活載兩列中的彎矩值為乘以彎矩調(diào)幅系數(shù)0.8后的值，而剪力值仍采用調(diào)幅前的剪力值[9]。橫梁的內(nèi)力組合如表2-26~表2-31所示：表2-26頂層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2×恒+1.4×活1.35×恒+活1.2×恒+0.9×(1.4×活+1.4×風(fēng))1.2×(恒+0.5×活)+1.3×地震最后內(nèi)力值A(chǔ)6CA6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2-27五層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震最后內(nèi)力值A(chǔ)5C5A5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2-28四層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震最后內(nèi)力值A(chǔ)4C4A4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2-29三層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震最后內(nèi)力值A(chǔ)3C3A3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2-30二層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震最后內(nèi)力值A(chǔ)2C2A2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2-31一層橫梁內(nèi)力組合桿件號(hào)截面內(nèi)力荷載類別內(nèi)力組合恒載活載風(fēng)載地震1.2恒+1.4活1.35×恒+活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震最后內(nèi)力值A(chǔ)1C1A1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以下部受拉為正，單位為kNm；V以向上為正，單位為kN。后兩列的值為乘以后的數(shù)值。2.6.2框架柱內(nèi)力組合框架柱取每層柱頂和柱底兩個(gè)控制截面，內(nèi)力組合如表2-32～表2-35所示：表2-32A柱內(nèi)力組合表層次截面內(nèi)力恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震M相應(yīng)NN應(yīng)MN相應(yīng)M6柱頂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柱頂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柱頂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柱頂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柱頂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柱頂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柱內(nèi)力組合表層次截面內(nèi)力恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震M相應(yīng)NN相應(yīng)MN應(yīng)M6柱頂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柱頂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柱頂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柱頂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柱頂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柱頂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柱內(nèi)力組合表層次截面內(nèi)力恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震M相應(yīng)NN相應(yīng)MN相應(yīng)M6柱頂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柱頂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柱頂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柱頂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柱頂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柱頂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柱剪力組合表層次恒載活載風(fēng)載地震1.35恒+活1.2恒+1.4活1.2恒+0.9×(1.4活+1.4風(fēng))1.2×(恒+0.5活)+1.3地震調(diào)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：表中抗震荷載為乘以抗震調(diào)整系數(shù)后的數(shù)值。2.7框架梁柱配筋計(jì)算2.7.1橫梁配筋計(jì)算第一層梁的混凝土強(qiáng)度等級(jí)為C30，=14.3N/，=1.43N/；第二層梁的混凝土強(qiáng)度等級(jí)為C25，=11.9N/，=1.27N/；縱筋的等級(jí)為HRB335，=300N/，箍筋的等級(jí)為HPB235，=210N/。1、框架梁的正截面受彎承載力計(jì)算：在進(jìn)行截面配筋計(jì)算時(shí)，eq\o\ac(○,1)由表中得到的支座處彎矩為支座中心處的彎矩，需換算成支座邊緣控制截面的彎矩進(jìn)行配筋。eq\o\ac(○,2)當(dāng)梁下部受拉時(shí)，按T形截面計(jì)算，截面翼緣寬度按規(guī)定取值；當(dāng)梁上部受拉時(shí)，按矩形截面計(jì)算。eq\o\ac(○,3)截面一律按單筋梁計(jì)算[10]。梁設(shè)計(jì)截面如圖2-22所示：圖2-22梁設(shè)計(jì)截面梁截面計(jì)算結(jié)果如表2-36、2-37所示：表2-36第一層框架梁正截面強(qiáng)度計(jì)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選筋118220320220318220318320220318實(shí)配面積(mm)882941139113919411391（%）0.760.811.21.20.811.2（%）0.215表2-37第二～六層框架梁正截面強(qiáng)度計(jì)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選筋118220320220318220318320220318實(shí)配面積(mm)882941139113919411391（%）0.760.811.21.20.811.2（%）0.2V=/+V公式（2-27）—梁端剪力增大系數(shù)，三級(jí)取1.1；M、—分別為梁左右端截面按反時(shí)針或順時(shí)針方向組合的彎矩設(shè)計(jì)值?！簝艨纾籚—梁的重力荷載代表值作用下，按簡支梁分析的梁端截面剪力設(shè)計(jì)值，V=1.2（q+0.5q）/2公式（2-28）梁斜截面強(qiáng)度計(jì)算結(jié)果如表2-38所示：截面一層二層A右C左C右E左A右C左C右E左設(shè)計(jì)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）250×465250×465250×465250×465250×465250×465250×465250×4650.2332.475332.475332.475332.475276.675276.675276.675276.6750.240.240.3130.3130.2320.2320.3330.333箍筋直徑肢數(shù)2肢82肢82肢82肢82肢82肢82肢82肢8間距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梁斜截面強(qiáng)度計(jì)算2.7.2框架柱配筋1、柱的軸壓比及剪跨比驗(yàn)算如表2-39所示：三級(jí)抗震，框架柱軸壓比限值：0.9，柱的剪跨比一般不宜小于2。表2-39柱的剪跨比和軸壓比柱層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由于框架邊柱的軸壓比中柱小一些，而柱截面、柱凈高和混凝土強(qiáng)度等級(jí)與中柱相同，因而框架邊柱的軸壓比和剪跨比也都滿足規(guī)范要求。2、正截面承載力計(jì)算：C柱截面示意圖如圖2-23所示，柱截面受壓承載力計(jì)算如表2-40所示：圖2-23C柱截面示意圖表2-40柱正截面受壓承載力計(jì)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偏心性質(zhì)大大大大大大＜0＜0＜0＜0＜0＜0選筋320320320320320320實(shí)配面積（mm）941941941941941941（%）0.650.650.650.650.650.65（%）0.23、柱斜截面受剪承載力計(jì)算：為實(shí)現(xiàn)框架結(jié)構(gòu)強(qiáng)剪弱彎，剪力設(shè)計(jì)值按下式調(diào)整：/H公式（2-29）截面尺寸滿足要求〉3，取=3，N〉0.3當(dāng)<0該層柱應(yīng)按構(gòu)造配置箍筋。最小體積配筋率：公式（2-30）公式（2-31）根據(jù)上面公式計(jì)算各層柱箍筋結(jié)果如表2-41所示：表2-41各層柱箍筋計(jì)算結(jié)果柱層次(kN)0.2(kN)N(kN)0.3（%）實(shí)配箍筋及配筋率加密區(qū)非加密區(qū)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樓板設(shè)計(jì)雙向板肋梁樓蓋結(jié)構(gòu)布置圖如圖2-24所示：圖2-24雙向板肋梁樓蓋結(jié)構(gòu)布置圖2.8.1荷載計(jì)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跨度計(jì)算：內(nèi)跨：支承中心線間距離邊跨：?。?.025+b/2）與（+）兩者中的小值為梁板邊跨的凈跨長，b為第一內(nèi)支座的支承寬度各區(qū)格板的計(jì)算跨度如表2-42所示：2.8.3彎矩計(jì)算：按彈性理論設(shè)計(jì)：連續(xù)雙向板跨中最大正彎矩，活荷載分布情況可分解為滿布荷載g+q/2及隔間布置±q/2，對(duì)前一種荷載可近似認(rèn)為各區(qū)格板都固定支撐在中間支承上，對(duì)后一種荷載情況，可近似認(rèn)為各區(qū)格板在中間支承處是簡支的。支座最大負(fù)彎矩近似按滿布活荷載考慮，認(rèn)為各區(qū)格板都固定在中間支座，樓蓋周邊仍按實(shí)際支承情況確定，然后按單塊雙向板計(jì)算各支座的負(fù)彎矩。根據(jù)不同的支承情況，整個(gè)樓蓋可以分為4種區(qū)格板。對(duì)于混凝土，=0.2。根據(jù)公式m=表中系數(shù)×p求各區(qū)格板的彎矩值于表所示：表2-42彎矩值計(jì)算表ABCDl01(m)3.243.242.94.2l02(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截面設(shè)計(jì)截面有效高度：假定選用8鋼筋，則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?yàn)椋?.45故取ρsmin=0.31%，則Asmin=0.31%×1000×100=310mm2截面設(shè)計(jì)時(shí)取用的彎矩設(shè)計(jì)值：中間跨的跨中截面及中間支座截面減小20%；邊跨跨中截面及樓板邊緣算起的第二個(gè)支座截面處，當(dāng)lb/l0<1.5時(shí)減小20%，當(dāng)lb/l為了便于計(jì)算，近似取=0.95，，過程見下表2-43、2-44。表2-43樓板配筋計(jì)算表（跨中截面）跨中截面h0(mm)M(kN?m)As(mm2配筋實(shí)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樓板板配筋計(jì)算表（支座截面）支座截面h0(mm)M(kN?m)As(mm2配筋實(shí)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基礎(chǔ)設(shè)計(jì)設(shè)計(jì)基礎(chǔ)[11]的荷載包括:①框架柱傳來的彎矩、軸力和剪力（可取設(shè)計(jì)底層柱的相應(yīng)控制力）；②基礎(chǔ)自重，回填土的重量；③底層基梁傳來的軸力和彎矩。2.9.1初步確定基礎(chǔ)高度：基礎(chǔ)總高度為1.6m。采用柱下獨(dú)立基礎(chǔ)，混凝土強(qiáng)度等級(jí)C20，墊層采用C10，厚度為100mm，HPB235級(jí)鋼筋，地基承載力特征值=1702.9.2確定基礎(chǔ)地面尺寸：設(shè)基礎(chǔ)埋置深度d=1.2mB軸力最大，所以以B軸進(jìn)行布置：=113.28kNmN=813.05kNV=45.08kN==5.49，設(shè)基礎(chǔ)及基礎(chǔ)上土的重力密度平均值=20將其增大20%～40%，初步選用底面尺寸為：選用矩形l×b=2.7×2.5,則A=6.75mb<3.0,基底承載力不對(duì)寬度進(jìn)行修正。W=bl/6=1/6×2.5×2.7=3.038mGk=bld=20×1.6×6.75=216kN地基承載力特征值fak=170(kPa)當(dāng)?shù)卣饏⑴c荷載組合時(shí)地耐力提高系數(shù)ξa=1.1寬度修正系數(shù)ηb=0;深度修正系數(shù)ηd=1土的重度γ=18(kN/m3);土的加權(quán)平均重度γm=20(kN/m)基礎(chǔ)短邊尺寸b=2500(mm);基礎(chǔ)埋置深度d=1600(mm)承載力設(shè)計(jì)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)基礎(chǔ)底面抵抗矩：=2.813m=3.038m基礎(chǔ)邊緣的最大和最小壓力即=213.48=91.422校核地基承載力：=152.451<=211.2，=213.481<1.2=1.2×211.2=253.44，故該基礎(chǔ)底面尺寸滿足要求。2.9.3驗(yàn)算基礎(chǔ)高度：地基凈反力計(jì)算：=181.482=59.422取h=700mm,沖切長方形的有效高度=700-40=660mm，沖切破壞錐體最不利一側(cè)斜截面上邊和下邊長分別為：=400+2×350=1100mm，=1100+2×660=2420mm，考慮沖切荷載對(duì)取用的多邊形面積（2.7/2-1.1/2-0.66）×2.5－（2.5/2-1.1/2-0.66）=0.348m=1