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25结构布置方案及结构选型1.结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用框架承重方案，框架梁、柱布置参见结构平面图。2.主要构件选型及尺寸初步估算2.1. 主要构件选型（1）梁板柱结构形式：现浇钢筋混凝土结构（2）墙体采用：粉煤灰轻渣空心砌块（3）墙体厚度：外墙:240mm，内墙:190mm（4）基础采用：柱下独立基础2.2. 梁柱截面尺寸估算（1）主要承重框架:梁的跨度L=7200mmh=(1/81/12)L=900mm600mm 取h=600mm 300mm200mm 取b=250mm 满足b200mm且b/ 500/2=250mm故主要框架梁初选截面尺寸为：bh=250mm600mm（2）次要承重框架：取L=3600mmh=(1/81/12)L=450mm300mm 取h=400mm225mm150mm 取b=250mm故次要框架梁初选截面尺寸为：bh=250mm400mm （3）框架柱:4200=280mm210mm b=(12/3)h 取b=h 按轴力估算柱: No=915.66m2(1014)kN/m2=1409.4kN1973.16kN 按轴压比验算:此建筑抗震等级为三级，=0.8 选C30型混凝土 =14.3 N=(1.21.4)No 故初选柱截面尺寸为： bh=500mm500mm3.确定结构计算简图三个假设：平面结构假定：认为每一方向的水平力只由该方向的抗侧力结构承担，垂直于该方向的抗侧力结构不受力；楼板在自身平面内在水平荷载作用下，框架之间不产生相对位移；不考虑水平荷载作用下的扭转作用。计算简图根据结构平面布置图,选定轴线作为计算单元. 如图所示KJHGFEDCBA 11 12 13 14 15 16 17 18 19 20 结构平面布置图框架梁跨度(按柱中心线确定)：AC、DF跨: 7200mmCD跨: 3600mm框架柱高度： 取底层:H1=4200mm 其它层:H2=H3=H4 =3900mm4.梁柱线刚度计算边跨梁：iAC=iDF= =18750kN.m中间跨梁：iCD= = =11111 kN.m底层柱：i = =37200 kN.m其它层柱：i = =40060 kN.m荷载统计一、恒载计算1.屋面荷载:1)板自重: 2.5kN/2)其它重量(隔热防水等构造)按最薄处83mm: 1.92kN/屋面恒荷载: 4.42kN/中间跨梁自重: 0.25*0.4*25=2.5kN/m边跨梁自重: 0.25*0.6*25=3.75kN/m中间跨梁侧粉刷： 2*0.4*0.02*17=0.272kN/m边跨梁侧粉刷： 2*0.6*0.02*17=0.408kN/m因此，作用在顶层框架梁上的线荷载为：g4AC1=g4DE1=3.75+0.408=4.158kN/mg4CD1 =2.5+0.272=2.772kN/mg4AC2=g4DE2=4.42*3.6=15.912kN/mg4CD2=4.42*3.6=15.912kN/m2.楼面1）陶瓷地砖楼面8-10厚地砖铺实拍平，水泥浆擦缝2）20厚1：4水泥砂浆3）素水泥浆结合层一遍 0.60kN/4）现浇板厚100 2.5kN/5）7mm厚的水泥石灰砂浆1:1:46）5mm厚1：0.5：3水泥石灰砂浆7）表面涂料8）总厚度12mm 0.24kN/楼面恒荷载： 3.34kN/中间跨梁自重: 0.25*0.4*25=2.5kN/m边跨梁自重: 0.25*0.6*25=3.75kN/m中间跨梁侧粉刷： 2*0.4*0.02*17=0.272kN/m边跨梁侧粉刷： 2*0.6*0.02*17=0.408kN/m因此，作用在顶层框架梁上的线荷载为：gAC1=gDE1=3.75+0.408=4.158kN/mgCD1 =2.5+0.272=2.772kN/mgAC2=gDE2=3.34*3.6=12.024kN/mgCD2=3.34*3.6=12.024kN/m3.屋面框架节点集中荷载标准值边柱连系梁自重： 0.25*0.40*3.6*25=9kN粉刷层： 0.02*0.40*3.6*17*2=0.9792kN1.5m高女儿墙自重：1.5*3.6*2.49=13.446 kN粉刷层： 1.5*0.02*3.6*17*2=3.672 kN连系梁传来屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kN顶层边节点集中荷载 G4A=G4F=41.418 kN中柱连系梁自重： 0.25*0.40*3.6*25=9kN/m粉刷层： 0.02*0.40*3.6*17*2=0.9792kN/m连系梁传来屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kN/m顶层中节点集中荷载 G4C=G4D=24.3 kN4.楼面框架节点集中荷载标准值边柱连系梁自重： 0.25*0.40*3.6*25=9kN粉刷层： 0.02*0.40*3.6*17*2=0.9792kN连系梁传来外墙自重： 12.8982kN连系梁传来窗自重： 1.9845kN连系梁传来楼面自重：1/2*3.6*1/2*3.6*3.34=10.8216kN中间层边节点集中荷载 GA=GF=35.6835 kN中柱连系梁自重： 0.25*0.40*3.6*25=9kN粉刷层： 0.02*0.40*3.6*17*2=0.9792kN连系梁传来墙自重： 24.955kN连系梁传来楼面自重：1/2*3.6*1/2*3.6*3.34=10.8216kN中间层中节点集中荷载 GC=GD=45.7558 kN5.内墙1）砼小砌块墙厚190mm： 1.62kN/2）内墙面：采用混合砂浆墙面 15mm厚1：1：6水泥石灰砂浆 5mm厚1：0.5：3水泥石灰砂浆 （双面）0.68kN/内墙恒荷载： 2.3kN/6.外墙1）砼小砌块墙厚240mm： 1.72kN/2）外墙面：采用陶瓷锦砖墙面 15mm厚1：3水泥砂浆 3-4mm厚1：1水泥砂浆加水重20%白乳胶镶贴 4-5mm厚陶瓷锦砖，水泥浆擦缝 0.43 kN/3）内墙面：采用混合砂浆墙面 15mm厚1：1：6水泥石灰砂浆 5mm厚1：0.5：3水泥石灰砂浆 0.34kN/外墙恒荷载： 2.49kN/7.木门：0.2kN/8.窗：0.35kN/9.恒荷载作用下的计算简图如下：恒载图二、活载计算1.屋面按上人屋面:2.0kN/2.楼面:(教室)2.0 kN/；(走廊、门厅、楼梯)2.5kN/。准永久值系数:q=0.53.楼面活载作用下的计算简图如下活载图三、风荷载:基本风压:W0=0.45kN/风载体型系数：s=0.8-(-0.5)=1.3风压高度系数：按B类地区，查表列如下表：离地高度5101520z1.01.01.141.25风振系数：房屋高度未超过30m，z=1.0主体结构计算时，垂直于建筑物表面的风荷载标准值为：k=zsz0,计算结果如下层次ZSZZW0A()Pw(kN)HM(kN.m)411.316.351.16970.459.65257.11303343.9-6.93521311.312.451.06860.459.65256.49823673.9-13.271211.38.5510.459.65256.0810753.9-19.2111.34.6510.4510.580636.66579384.2-27.676左风图四、雪荷载开封市基本雪压S0取0.30kN/屋面积雪分布系数r取1.0屋面雪荷载标准值为：Sk=r *S0=0.30kN/恒荷载作用下的内力计算竖向荷载作用下的内力计算采用分层法1）顶层把梯形荷载转化为等效均布荷载=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*15.912=18.329625kN/m=2.772+5/8*15.912=12.717kN/m各杆固端弯矩=79.18398kN*m=54.93744kN*m=27.46872kN*m弯矩分配法计算过程00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC-79.18479.18398-54.9374-27.4687036.1870842.996921.49845-11.6878-23.37570-19.6246-2.74472.74469905.3413456.34653.17325-0.81077-1.621530-1.36132-0.190390.19039500.370520.4402460.220123-0.112480-0.09443-0.013210.013207041.89894-41.898978.96610-21.0804-57.8857-24.52042）中间层把梯形荷载转化为等效均布荷载=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*12.024=14.866875kN/m=2.772+5/8*12.024=10.287kN/m各杆固端弯矩=64.2249kN*m=44.43984kN*m=22.21992kN*m弯矩分配法计算过程0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC-64.224964.2249-44.4398-22.219920.1023920.1023924.0201112.01006-5.69133-11.3827-9.53853-9.53853-1.335391.3353951.7813851.7813852.1285561.064278-0.19051-0.38101-0.31928-0.31928-0.04470.04470.0596280.0596280.0712490.035625-0.01275-0.01069-0.01069-0.00150.00149621.9434121.94341-43.886865.55844-9.86851-9.86851-45.8214-20.83833）底层把梯形荷载转化为等效均布荷载=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*12.024=14.866875kN/m=2.772+5/8*12.024=10.287kN/m各杆固端弯矩=64.2249kN*m=44.43984kN*m=22.21992kN*m弯矩分配法计算过程0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC-64.224964.2249-44.4398-22.219920.6161919.1390224.4696912.23484-5.84363-11.6873-9.83011-9.12567-1.376861.3768561.8758061.7414022.2264241.113212-0.20316-0.40632-0.34176-0.31727-0.047870.0478680.0652150.0605420.0774040.038702-0.01413-0.01188-0.01103-0.001660.00166422.5572120.94096-43.498265.50394-10.1837-9.45397-45.8662-20.7935合并各弯矩值。并将弯矩再分配一次顶层00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC63.84235-41.898978.9661-30.9489-57.8857-24.52040-10.0281-11.9153-5.957634.0435798.08715806.7894140.949568-0.949570-1.84792-2.19566-1.097830.2804960.56099200.470970.06587-0.065870-0.12819-0.15231-0.076150.03891500.032670.004569-0.00457051.83811-51.838180.521540-23.6558-56.8657-25.5404三层0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC63.8423543.88681-43.886865.55844-30.9489-19.737-45.8214-20.8383-19.9827-19.9827-23.877-11.93857.67684215.3536812.8662112.866211.80127-1.80127-2.40285-2.40285-2.87114-1.435570.2569670.5139340.4306710.4306710.060294-0.06029-0.08043-0.08043-0.09611-0.048050.0172030.0144160.0144160.002018-0.0020241.3764121.42088-62.797368.02112-17.6376-6.42571-43.9578-22.7019二层0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC43.8868143.88681-43.886865.55844-19.737-19.737-45.8214-20.8383-13.7366-13.7366-16.4137-8.206835.00194810.00398.3831548.3831541.173642-1.17364-1.56561-1.56561-1.87073-0.935360.167430.334860.2806090.2806090.039285-0.03929-0.05241-0.05241-0.06262-0.031310.0112090.0093930.0093930.001315-0.0013128.5322328.53223-57.064566.7349-11.0639-11.0639-44.6072-22.0526底层0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC44.5006220.94096-43.498265.50394-20.0523-9.45397-45.8662-20.7935-7.04383-6.53914-8.36044-4.180222.5638925.1277854.3129584.0038870.604095-0.6041-0.82301-0.76404-0.97684-0.488420.0891370.1782740.1499450.13920.021002-0.021-0.02861-0.02656-0.03396-0.016980.0061980.0052130.0048390.00073-0.0007336.6051613.61123-50.216466.13058-15.5841-5.30604-45.2404-21.4194得弯矩图如下恒荷载弯矩图恒荷载作用下的框架剪力计算梁： 柱： 恒荷载作用下的框架轴力计算柱自重设计值：底层：0.54*0.54*25*4.2=30.618kN其它层：0.54*0.54*25*3.9=28.431kN活载作用下的内力计算活荷载作用下的内力计算采用分层法1）顶层把梯形荷载转化为等效均布荷载=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*7.2=4.5kN/m各杆固端弯矩=27.702kN*m=19.44kN*m=9.72kN*m弯矩分配法计算过程00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC-27.70227.702-19.44-9.72012.6598115.042197.521093-4.03258-8.065160-6.77095-0.946990.94698601.8428892.1896911.094846-0.27973-0.559470-0.46969-0.065690.06569100.1278380.1518950.075948-0.038810-0.03258-0.004560.004557014.63054-14.630527.730450-7.27322-20.4572-8.702772）中间层把梯形荷载转化为等效均布荷载=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*9=5.625kN/m各杆固端弯矩=27.702kN*m=24.3kN*m=12.15kN*m弯矩分配法计算过程0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC-27.70227.702-24.3-12.158.6707268.67072610.360555.180274-1.53623-3.07245-2.57468-2.57468-0.360460.3604560.4808390.4808390.5745490.287274-0.05142-0.10284-0.08618-0.08618-0.012070.0120660.0160950.0160950.0192320.009616-0.00344-0.00288-0.00288-0.00040.0004049.167669.16766-18.335330.00042-2.66375-2.66375-24.6729-11.77713）底层把梯形荷载转化为等效均布荷载=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*9=5.625kN/m各杆固端弯矩=27.702kN*m=24.3kN*m=12.15kN*m弯矩分配法计算过程0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC-27.70227.702-24.3-12.158.8923428.25519610.554465.277231-1.58396-3.16792-2.66452-2.47358-0.373210.3732070.5084510.472020.6034890.301744-0.05507-0.11014-0.09264-0.086-0.012980.0129750.0176770.016410.0209810.010491-0.00383-0.00322-0.00299-0.000450.0004519.418478.743626-18.162130.00958-2.76038-2.56257-24.6866-11.7634合并各弯矩值。并将弯矩再分配一次顶层00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC23.7982-14.630527.73045-9.93697-20.4572-8.702770-4.18962-4.97804-2.489021.3165322.63306502.2105380.309166-0.309170-0.60166-0.71488-0.357440.0913260.18265100.1533410.021446-0.021450-0.04174-0.04959-0.024790.0126700.0106370.001488-0.00149018.96519-18.965227.687580-7.56245-20.1251-9.03487三层0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC23.798218.33532-18.335330.00042-9.93697-5.3275-24.6729-11.7771-7.44884-7.44884-8.90053-4.450262.5753145.1506284.3161694.3161690.604264-0.60426-0.80607-0.80607-0.96317-0.481580.0862030.1724070.1444750.1444750.020227-0.02023-0.02698-0.02698-0.03224-0.016120.0057710.0048360.0048360.000677-0.0006815.5163110.05343-25.569730.38126-5.47149-0.86202-24.0478-12.4022二层0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC18.3353218.33532-18.335330.00042-5.3275-5.3275-24.6729-11.7771-5.73896-5.73896-6.85741-3.42871.567363.1347212.6268612.6268610.367761-0.36776-0.49058-0.49058-0.58619-0.29310.0524640.1049290.0879290.0879290.01231-0.01231-0.01642-0.01642-0.01962-0.009810.0035120.0029430.0029430.000412-0.0004112.0893612.08936-24.178729.51197-2.60977-2.60977-24.2924-12.1576底层0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC18.586138.743626-18.162130.00958-5.42413-2.56257-24.6866-11.7634-2.94282-2.73196-3.49288-1.746440.8048591.6097191.3539281.2569040.189638-0.18964-0.25836-0.23985-0.30665-0.153330.0279820.0559640.0470710.0436980.006593-0.00659-0.00898-0.00834-0.01066-0.005330.0019460.0016360.0015190.000229-0.0002315.375975.763477-21.139429.77211-4.02149-1.26045-24.4902-11.9598得内力图如下活载弯矩图活载剪力图活载轴力图风荷载作用下的内力计算基本风压:W0=0.45kN/风载体型系数：s=1.3风压高度系数：按B类地区，查表列如下表：离地高度5101520z111.141.25风振系数：房屋高度未超过30m，z=1.0主体结构计算时，垂直于建筑物表面的风荷载标准值为：k=zsz0,计算结果如下层次ZSZZW0A()Pw(kN)HM(kN.m)411.316.351.16970.459.65256.604963.9-6.43984311.312.451.06860.459.65256.0340773.9-12.3231211.38.5510.459.65255.6467133.9-17.8286111.34.6510.4510.580636.1896664.2-25.6992风荷载作用下的内力计算采用D值法1)各柱剪力如下系数四层三层A4A3C4C3D4D3F4F3A3A2C3C2D3D2F3F2K1.191.751.751.191.191.751.751.190.37300.46670.46670.37300.37300.46670.46670.3730D0.49800.6230.6230.49800.49800.6230.6230.4980V1.46711.83531.83551.46712.80743.51203.51202.8074系数二层一层A2A1C2C1D2D1F2F1A1A0C1C0D1D0F1F0K1.191.751.751.190.640.940.940.640.37310.46670.46670.37300.24240.31970.31970.2424D0.49800.6230.6230.49800.30060.39640.39640.3006V4.06175.08115.08114.06175.27746.96026.96025.27742）求反弯点高度层数第四层（m=4，n=4，h=3.9m）柱号Ky01y12y23y3yA4A31.190.361000101.404C4C31.750.391000101.521D4D31.750.391000101.521F4F31.190.361000101.404层数第三层（m=4，n=3，h=3.9m）A3A21.190.451000101.755C3C21.750.451000101.755D3D21.750.451000101.755F3F21.190.451000101.755层数第二层（m=4，n=2，h=3.9m）A2A11.190.461000101.794C2C11.750.491000101.911D2D11.750.491000101.911F2F11.190.461000101.794层数第一层（m=4，n=1，h=4.2m）A1A00.640.681000102.856C1C00.940.631000102.646D1D00.940.631000102.646F1F00.640.681000102.8563）风荷载作用下侧移验算位置FkDuu/h限值4层7.1130332.2420190.3732470.00009570441/5003层13.611272.2420190.7142340.0001831371/5002层19.692352.2420191.0333310.0002649571/5001层26.358141.3941372.2242840.0005295911/500顶点4.3450960.0002732761/6504）风荷载作用下框架的内力值柱端弯矩：柱上端弯矩M=V*（h-y)柱下端弯矩M=V*y梁端弯矩：先求出每个结点柱端弯矩之和，然后按梁的线刚度进行分配。风荷载作用下框架的内力图如下：风载剪力图风载轴力图水平地震作用计算抗震设防烈度为7度，类场地土，设计地震分组为第一组，抗震等级为三级，需要进行抗震计算。水平地震作用采用底部剪力法。1.各楼层重力荷载代表值顶层板自重：4.42*3.6*18=286.416kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*（3.9/2+1.5）*4=100.602kN围护砌体自重：（2.3+2.49）*3.6*3.9+2.49*3.6*1.5*2=94.1436kN活载：2.5*3.6*18=162kNG4=386.416+69.8544+100.602+94.1436+162/2=632.016kN中间层板自重：3.34*3.6*18=216.432kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*3.9*4=113.724kN围护砌体自重：（2.3+2.49）*3.6*3.9*2=134.5032kN活载：2.0*3.6*7.2*2+2.5*3.6*3.6=136.08kNG2=G3=216.432+69.8544+113.724+134.5032+136.08/2=602.5536kN底层板自重：3.34*3.6*18=216.432kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*（3.9/2+4.2/2）*4=118.098kN围护砌体自重：（2.3+2.49）*3.6*4.05*2=139.6764kN活载：2.0*3.6*7.2*2+2.0*3.6*3.6=136.08kNG1=216.432+69.8544+118.098+139.6764+136.08/2=612.1008kN2.水平地震作用下框架的侧移验算梁柱的线刚度AC跨梁：=1.2*11875=22500kNmCD跨梁：=1.2*11111=13333.2kNmDF跨梁：=1.2*18750=22500kNm底层柱：=37200kNm其它层柱：=40060kNm3.框架柱的侧移刚度D值底层其它层DKaDKaD边柱A0.6048 0.4241 10733.5566 0.2808 0.1231 3891.4538 边柱F0.6048 0.4241 10733.5566 0.2808 0.1231 3891.4538 中柱C0.9633 0.4938 12496.1738 0.4472 0.1828 5776.0419 中柱D0.9633 0.4938 12496.1738 0.4472 0.1828 5776.0419 D46459.4607 19334.9913 4.框架自振周期计算5.水平地震作用标准值和位移的计算多遇地震作用下，设防烈度7度，查抗震规范表5.1.4-1，=0.08；类场地，设计地震分组为第一组，查抗震规范表5.1.4-2，=0.35s。