十五层住宅楼结构设计说明

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1、. . 十五层住宅楼结构设计第一章 建筑设计部分1.1工程概况本工程是一栋十五层住宅楼,层高均为3.0m。采用钢筋混凝土框架剪力墙结构,建筑工程等级为二级、耐火等级为二级,合理使用年限为50年,屋面防水等级为二级,本地区为6度抗震设防区。1.2设计依据设计任务书和建筑设计规范231.3标高及建筑细部做法1、设计标高：室内设计标高为0.000,室内外高差为450。2、墙身做法：墙身采用粉煤灰加气混凝土砌块。内外墙采用双面粉刷。3、屋面做法：平屋面是油毡防水层三毡四油上铺小石子,20mm厚1：2.5水泥砂浆找平层,镂空栏杆；坡屋面是25mm厚挤塑聚苯保温层,青摊瓦。100厚钢筋混凝土现浇楼板。4、

2、楼面做法：20mm厚1：2.5水泥砂浆找平层,100厚钢筋混凝土现浇楼板。5、底层地面做法：10水磨石地面,20厚水泥砂浆打底,100厚钢筋混凝土现浇楼板,10厚水泥石膏砂浆。第二章 结构设计部分2.1 工程概况本工程是一栋十五层高层住宅楼,层高均为3.0mm。纵向30.8米,横向19米,总高度为52.75米。本工程采用全现浇钢筋混凝土框架剪力墙结构,梁柱和楼板均为现浇,墙体为粉煤灰加气混凝土砌块。2.2 设计依据1、建筑施工图和国家设计规范452、 气象条件气温：年平均气温5.7-29.5,最高气温42.3,最低气温-6.6雨量：年平均降雨量998.1,最大降雨量195.2/日风向：一月：C

3、22NNE13 七月：C22NNE11风压：0.35kN/3、工程地质及水文资料：地层自上而下为1杂填土层：厚度约为3.0m2粉质粘土：厚度约为15.6m;fak=120KPa,Es=6.0MPa,qsia=35KPa3粉砂：厚5.0m;fak=185KPa,Es=16.0MPa,qsia=45KPa 4细砂：fak =270KPa,Es=19.5MPa,qsia=55KPa,qpa=2400KPa地下水位于地表以下1.5m。4、抗震设防烈度按6度设防,地震分组第一组,地震加速度Sa=0.05g。2.3 结构布置及结构计算简图的确定2.3.1 结构柱网布置由于建筑总长度不超过55M,且为保温隔

4、热屋面,所以不设变形缝。2.3.2确定钢筋及混凝土强度等级柱、梁、板等部位均采用C30砼Ec=3.00107kN除承台采用级钢筋fy=360N/mm2外,其余受力钢筋均为级fy=300 N/2。2.3.3 估计板、柱、梁的截面尺寸1、板 预取板厚100考虑到楼面荷载不大,且经济的因素2、柱 因建筑美观要求,且设防烈度为6度,将柱设计为方柱,尺寸为1-5层400650；6-10层400600;11-15层350550。3、梁横梁：hb=lb=4800=600400 取hb=450； bb= hb=450=150225 取bb=200纵梁最大跨：hb=lb=7200=600900 取hb=650；

5、 bb= hb=650=217325 取hb=3002.3.4确定计算简图取一榀框架计算。假定框架柱嵌固于基础顶面,框架梁与柱刚接。底层柱高从基础顶面至二层楼面,根据地质条件,确定基础顶面离室外地面为500,由此求得底层层高为3950,其余各层的柱高即为其层高3000。其中在求梁截面惯性矩时考虑到现浇板的作用,取I=2IOIO为不考虑楼板翼缘作用的梁截面惯性矩。1-5层：左跨梁：i=1122E0.20.4533.7=8.2110-4E右跨梁：i=1122E0.20.4534.8=6.3310-4E上部柱：i=112E0.40.6533=30.5110-4E底层柱：i=112E0.40.6533

6、.95=23.1810-4E6-10层：左跨梁：i=1122E0.20.4533.7=8.2110-4E右跨梁： i=1122E0.20.4534.8=6.3310-4E柱： i=112E0.40.6033 =24.010-4E11-15层：左跨梁：i=1122E0.20.4533.7=8.2110-4E右跨梁： i=1122E0.20.4534.8=6.3310-4E柱： i=112E0.350.5533 =16.1810-4E16层阁楼：左跨梁：i=1122E0.20.4533.7=8.2110-4E右跨梁： i=1122E0.20.4534.8=6.3310-4E柱： i=112E0.3

7、50.5534.6=10.5510-4E2.4荷载计算62.4.1恒载计算1、屋面荷载标准值油毡防水层三毡四油上铺小石子 0.4kNm220mm厚1：2.5水泥砂浆找平层 0.0220=0.4kNm225mm厚挤塑聚苯保温层 0.02510=1.25kNm2100mm厚钢筋混凝土楼板 0.125=2.5kNm220mm厚抹灰0.0217=0.34kNm2平屋面镂空栏杆 0.5kNm2坡屋面瓦重 0.5kNm2屋面恒载 4.39kNm2框架梁自重 0.20.4525=2.25kNm梁侧粉刷 20.450.10.0217=0.238kNm因此,作用在阁楼层框架梁上的线荷载为：g16左1= g16右

8、1=2.49kNmg16左2= g16右2=4.394.3/2+2.1=18.66kNm2、楼面荷载值：20mm厚1：2.5水泥砂浆找平层 0.0220=0.4 kNm2100mm厚钢筋混凝土楼板 0.125=2.5 kNm220mm厚抹灰 0.34kNm2楼面恒载 3.24kNm2框架梁自重及梁侧粉刷 2.49kNm边跨填充墙自重 2.02=5.35kNm墙面粉刷 30.350.02217=1.8kNm因此,作用在中间层框架梁上的线荷载为：g左1= g右1=2.49+5.35+1.8=9.64kNmg15左2= g15右2=4.393.6+3.244.3/2=22.77kNmg左2= g右2

9、=3.244.3/2+3.6=18.63 kNm3、屋面框架节点集中荷载标准值边柱梁自重0.20.454.3/2+3.625=12.94kN粉刷0.2385.75=1.37kN梁传来屋面自重 127.2124.34.39=33.98kN顶层边节点集中荷载 G16左=G16右=48.29kN中柱梁自重 12.94kN粉刷 1.37kN梁传来屋面自重 233.98=67.96kN顶层中节点集中荷载 G16中=82.27kN4、楼面框架节点集中荷载标准值边柱梁自重 12.94kN粉刷 1.37kN墙体自重+粉刷 5.35+1.803.2=22.9 kN5.35+1.804.3/2=15.38 kN框

10、架柱自重 1-5层0.40.65325=19.5 kN 6-10层 0.40.60325=18 kN 11-15层 0.350.55325=14.44 kN粉刷1-5层 20.650.02317=1.33 kN 6-10层 20.600.02317=1.22 kN 11-15层 20.550.02317=1.12 kN梁传来楼面自重 127.2124.33.24=25.08kN中间层边节点集中荷载 1-5层G左=G右=98.45 kN 6-10层 G左=G右=96.90 kN11-15层 G左=G右=93.24 kN中柱梁自重 12.94kN粉刷 1.37kN内纵墙自重1.5730.455.7

11、5-0.4=21.42 kN粉刷 5.352.550.02217=9.36kN框架柱自重 1-5层0.40.65325=19.5 kN 6-10层0.40.60325=18 kN 11-15层 0.350.55325=14.44 kN粉刷 1-5层 20.650.02317=1.33 kN 6-10层 20.600.02317=1.22 kN 11-15层 20.550.02317=1.12 kN梁传来楼面自重 225.08=50.16 kN中间层中节点集中荷载 1-5层G中= 116.00 kN 6-10层 G中= 114.39 kN11-15层 G中= 111.01 kN2.4.2楼面活荷

12、载计算6P16左=P16右=25.75=11.5kNmP16=P16=127.2124.32=15.48kNP16中=127.2124.32127.2124.32=30.96kNP左=P右=25.75=11.5kNmP=P=127.2124.32=15.48kNP中=127.2124.32127.2124.32=30.96kN2.4.3风荷载计算7风荷载标准值计算公式：w=zszo4将风荷载换算成作用于框架每层节点上的集中荷载,计算过程如下表：表中为一榀框架各层节点的受风面积风荷载计算层次zzsozAPw161.11.661.50.3548.013.2311.53151.11.621.30.3

13、545.021.8516.11141.11.581.30.3542.017.2512.40131.11.551.30.3539.017.2512.17121.11.491.30.3536.017.2511.69111.11.451.30.3533.017.2511.38101.01.421.30.3530.017.2511.1591.01.391.30.3527.017.2510.9181.01.361.30.3524.017.2510.6771.01.251.30.3521.017.259.8161.01.241.30.3518.017.259.7251.01.731.30.3515.017

14、.259.2141.01.091.30.3512.017.258.5531.01.01.30.359.017.257.8521.01.01.30.356.017.257.8511.01.01.30.353.018.548.442.5 水平荷载内力计算2.5.1地震作用下的内力计算81、计算重力荷载代表值1屋面均布荷载4.39kNm2屋面荷载标准值3.7+4.84.39=158.61kN2楼面均布荷载3.24kNm2楼面荷载标准值3.7+4.85.753.24=158.36kN3屋面均布活荷载0.5kNm2 雪荷载0.4kNm24楼面均布活荷载2.0kNm2各层楼面活荷载标准值3.7+4.85.

15、752=97.75kN5梁柱自重包括抹灰量纵向框架梁自重12.94kN 横向框架梁自重19.13kN 抹灰1.37kN 抹灰 2.02kN 14.31kN 21.15kN1-5层框架柱自重19.5kN粉刷 1.33kN 20.83kN6-10层框架柱自重18.0kN 粉刷 1.22kN 19.22kN 11-15层框架柱自重14.44kN 粉刷 1.12kN 15.56kN 6墙体自重由前面已统计的数据得出单位面积上墙体的重量：200mm厚为2.02 kNm2 100mm厚为1.57 kNm2单位面积上抹灰的重量为0.0217=0.34 kNm27荷载分层汇总顶层重力荷载代表值包括：屋面荷载、

16、纵横梁自重、半层墙体和窗自重的一半；其他楼层重力荷载代表值包括：楼面荷载、50楼面活荷载、纵横梁自重、楼面上下各半层柱及纵横墙体和窗的自重底层取一半。将上述分项荷载相加,得集中于各层楼面的重力荷载代表值如下：G16=405.22kNG15=158.6114.31321.150.522.9+15.38314.441.123=326.8kNG11G14=158.3697.750.514.31321.1522.9+15.38314.441.123=432.85kNG6G10=158.3697.750.514.31321.1522.9+15.383181.223=443.84kNG2G3=158.36

17、97.750.514.31321.1522.9+15.38319.51.333=448.64kNG1=158.3697.750.514.31321.1519.51.333=333.793kN集中于各层楼面的重力荷载代表值如下图建筑物总重力荷载代表值：G=405.22+326.8+432.854+443.845+448.644+333.79 =6810.96kN2、横向框架柱侧移刚度D值计算如下表项目层 柱k=ib2ic一般层k=ibic底层=k2k一般层=0.5k2k底层12h2D=ic12h2根数底层中框架边柱0.630.430.7724952中框架中柱1.250.540.7730911D8

18、081二三四五层中框架边柱0.480.191.3323122中框架中柱0.960.321.3338941D8518项目层 柱k=ib2ic一般层k=ibic底层=k2k一般层=0.5k2k底层12h2D=ic12h2根数六七八九十层中框架边柱0.610.2341.3322412中框架中柱1.210.3771.3336101D8092十一十二十三十四十五层中框架边柱0.900.311.3320002中框架中柱1.800.471.3330321D70323、横向框架自震周期T1=1.7oo：结构基本周期修正系数,考虑到填充墙使框架自震周期减小的影响,取o为0.6。 T：框架的顶点位移。横向框即顶点

19、位移计算i为层间相对位移层次Gi GiDii=GiDii1333.7936810.9680810.84280.84282448.6426477.16885180.76041.60323448.6426028.52685180.70772.31094448.6425579.88485180.65512.9665448.6425131.24285180.60243.56846443.8364682.680920.57874.14717443.8364238.76480920.52384.67098443.8363794.92880920.4695.13999443.8363351.09280920

20、.41415.55410443.8362907.25680920.35935.913311432.852463.4270320.35036.263812432.852030.5770320.28886.552613432.851597.7270320.22726.779814432.851164.8770320.16576.945515326.8732.0270320.10417.049616405.22405.2216770.24167.2912T1=1.70.6=3.213s4、横向地震作用计算因本建筑高度大于40m,不应采用底部剪力法,但本设计仍用底部剪力法计算在类场地,6度地震区,结构

21、的自振周期和地震影响系数max为：Tg=0.45s max=0.041=0.9max=0.90.04=0.007由底部剪力法计算公式：FEK=0.851GE=0.850.0076810.96=40.53 KN由 T1=3.213s1.40.45=0.63sn=0.08 T1+0.01=0.083.2130.01=0.267Fn=n FEK=0.26740.53=10.82 KNFi= GiHIFEK 层次hiHiGiGiHIGiHIFiVi13.953.95333.7931318.480.0070.2129.69236.95448.6423118.060.0170.5129.48339.954

22、48.6424463.990.0250.7428.974312.95448.6425809.910.0320.9528.235315.95448.6427155.840.0401.1927.286318.95443.8638411.200.0471.4026.097321.95443.8639742.790.0541.6024.698324.95443.86311074.380.0621.8423.099327.95443.86312405.970.0692.0521.2510330.95443.86313737.560.0772.2919.2011333.95432.8514695.260.

23、0822.4416.9112336.95432.8515993.810.0892.6414.4713339.95432.8517292.360.0962.8511.8314342.95432.8518590.910.1043.098.9815345.95326.815016.460.0842.505.89164.650.55405.2220483.870.1143.393.395、内力分析地震作用下的内力计算,地震作用力沿竖向呈倒三角形分布,内力计算采用D值法,采用公式：Vjk=DjkDjkVfk1各柱分配的剪力V16左=V16右=73925053.39=1.0kNV16中=102725053

24、.39=1.39kNV15左=V15右=200070325.89=1.68kNV15中=303270325.89=2.54kNV14左=V16右=200070328.98=2.55kNV14中=303270328.98=3.87kNV13左=V13右=2000703211.83=3.36kNV13中=3032703211.83=5.1kNV12左=V12右=2000703214.47=4.12kNV12中=3032703214.47=6.24kNV11左=V11右=2000703216.91=4.81kNV11中=3032703216.91=7.29kN V10左=V10右=224180921

25、9.20=5.32kNV10中=3610809219.20=8.57kNV9左=V9右=2241809221.25=5.88kNV9中=3610809221.25=9.48kNV8左=V8右=2241809223.09=6.39kNV8中=3610809223.09=10.30kNV7左=V7右=2241809224.69=6.84kNV7中=3610809224.69=11.01kNV6左=V6右=2241809226.09=7.23kNV6中=3610809226.09=11.64kNV5左=V5右=2312/851827.28=7.40kNV5中=3894/851827.28=12.47

26、kNV4左=V4右=2312/851828.23=7.66kNV4中=3894/851828.23=12.91kNV3左=V3右=2312/851828.97=7.86kNV3中=3894/851828.97=13.24kNV2左=V2右=2312/851829.48=8.0kNV2中=3894/851829.48=13.48kNV1左=V1右=2495/808129.69=9.17kNV1中=3091/808129.69=11.36kN2确定反弯点高度-地震荷载呈倒三角形分布由于各梁柱刚度比k均小于3,因此要修正反弯点高度但本设计未修正,根据假定2,反弯点高度y=0.5h3计算柱端弯矩由柱剪

27、力Vij和反弯点高度y,按下列公式可求得柱端弯矩。上端 Mcu=Vij下端 Mcl= Vijy柱端弯矩计算结果如表：层次A柱B柱C柱上端下端上端下端上端下端162.32.33.1973.1972.32.3152.522.523.813.812.522.52143.8253.8255.8055.8053.8253.825135.045.047.657.655.045.04126.186.189.369.366.186.18117.2157.21510.93510.9357.2157.215107.987.9812.85512.8557.987.9898.828.8214.2214.228.828

28、.8289.5859.58515.4515.459.5859.585710.2610.2616.51516.51510.2610.26610.84510.84517.4617.4610.84510.845511.111.118.70518.70511.111.1411.4911.4919.36519.36511.4911.49311.7911.7919.8619.8611.7911.792121220.2220.221212112.0912.0914.9614.9612.0912.094计算梁端弯矩梁端弯矩可按节点弯矩平衡条件,将节点上下柱端弯矩之和按左右梁的线刚度比例分配。计算结果如下图：计

29、算公式：Mbl=k1； Mbr=k1 k1=0.565 k2=0.435水平地震作用下的弯矩图kNm5计算梁端剪力-示意图如下图计算公式：Vb=l6计算柱轴力水平地震作用下的剪力图kN水平地震作用下的柱的轴力图kN2.5.2风荷载作用下的内力计算1、各柱所分配的剪力V16左=V16右=739250511.53=3.40kNV16中=1027250511.53=4.73kNV15左=V15右=2000703227.64=7.86kNV15中=3032703227.64=11.92kNV14左=V16右=2000703240.04=11.39kNV14中=3032703240.04=17.26kN

30、V13左=V13右=2000703252.21=14.85kNV13中=3032703252.21=22.51kNV12左=V12右=2000703263.9=18.17kNV12中=3032703263.9=27.55kNV11左=V11右=2000703275.28=21.41kNV11中=3032703275.28=32.46kNV10左=V10右=2241809286.43=23.94kNV10中=3610809286.43=38.56kNV9左=V9右=2241809297.34=26.96kNV9中=3610809297.34=26.96kNV8左=V8右=22418092108.

31、01=29.91kNV8中=36108092108.01=48.18kNV7左=V7右=22418092117.82=32.63kNV7中=36108092117.82=52.56kNV6左=V6右=22418092127.54=35.32kNV6中=36108092127.54=56.90kNV5左=V5右=2312/8518136.75=37.12kNV5中=3894/8518136.75=62.52kNV4左=V4右=2312/8518145.3=39.44kNV4中=3894/8518145.3=66.42kNV3左=V3右=2312/8518153.15=41.57kNV3中=389

32、4/8518153.15=70.01kNV2左=V2右=2312/8518161=43.70kNV2中=3894/8518161=73.60kNV1左=V1右=2495/8081169.44=52.31kNV1中=3091/8081169.44=64.81kN2、确定反弯点高度-和地震荷载不一样的是,风荷载接近于均布荷载由于各梁柱刚度比k小于3,因此须修正反弯点高度但本设计中未修正,根据假定2,反弯点高度y=0.5h。3、计算柱端弯矩由柱剪力Vij和反弯点高度y,按下列公式可求得柱端弯矩。上端 Mcu=Vij下端 Mcl= Vijy 柱端弯矩计算结果如表：层次A柱B柱C柱上端下端上端下端上端下

33、端167.827.8210.87910.8797.827.821511.7911.7917.8817.8811.7911.791417.08517.08525.8925.8917.08517.0851322.27522.27533.76533.76522.27522.2751227.25527.25541.32541.32527.25527.2551132.11532.11548.6948.6932.11532.1151035.9135.9157.8457.8435.9135.91940.4440.4465.14565.14540.4440.44844.86544.86572.2772.274

34、4.86544.865748.94548.94578.8478.8448.94548.945652.9852.9885.3585.3552.9852.98555.6855.6893.7893.7855.6855.68459.1659.1699.6399.6359.1659.16362.35562.355105.015105.01562.35562.355265.5565.55110.4110.465.5565.55168.87137.7485.33170.6768.87137.744、计算梁端弯矩梁端弯矩可按节点弯矩平衡条件,将节点上下柱端弯矩之和按左右梁的线刚度比例分配。计算结果如下图：计算

35、公式：Mbl=k1；Mbr=k1k1=0.565 k2=0.435风荷载作用下的弯矩图kNm5、计算梁端剪力-示意图如下图a计算公式：Vb=l风荷载作用下的剪力图kN风荷载作用下的轴力kN2.6 竖向荷载内力计算92.6.1 恒载作用下的内力计算竖向恒载作用下的内力计算采用分层法,作修正如下：1除底层外其它各层柱子的线刚度均乘以折减系数0.9；2除底层外其它各层柱子的弯矩传递系数均为13。结构内力用弯矩分配法计算1、顶层1计算固端弯矩假定所有弯矩以顺时针为正把梯形荷载化作等效均布荷载g边左=g16左+1-22+3g16右=2.491-20.452+0.45318.66=15.29kNmg边右=

36、 g16左+1-22+3g16右=2.49+18.66=15.51kNmMEH=-112 g左L2=-11215.293.72=-17.11kNmMHE=- MEH=17.11kNmMHJ=-112 g右L2=-11215.514.82=-29.78kNmMJH=- MHJ=29.78kNm2分配系数E节点：e=ie= 8.21=0.464e=0.9ic= 0.910.55=0.536H节点：hl=ih=8.21=0.342jr= ih = 6.33=0.263j=0.9ic= 0.910.55=0.395J节点：j=ij=6.33=0.403j=0.9ic= 0.910.55=0.5973弯

37、矩分配图上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5360.4640.3420.3950.2630.4030.59717.4417.44-29.7829.789.358.094.224.873.25-12-17.786.612.114.053.86-61.62-11.72-4.67-4.04-0.65-0.75-0.54.076.0311.28-11.2825.057.98-33.0423.47-23.474顶层弯矩图2、11-15层1计算固端弯矩把梯形荷载化作等效均布荷载g边左=g左+1-22+3g右=9.643+1-20.452+0.45322.77=29.70kNmg边右= g左+1-

38、22+3g右 =9.643+22.77 =29.94kNmMEH=-112 g左L2=-11229.703.72=-33.88kNmMHE=- MEH=33.88kN mMHJ=-112 g右L2=-11229.944.82=-57.02kNmMJH=- MHJ=57.02kN m2分配系数E节点：e=ie= 8.21=0.220e=0.9ic= 0.916.18=0.390H节点：hl=ih=8.21=0.188jr= ih = 6.33=0.144j=0.9ic= 0.916.18=0.334J节点：j=ij=6.33=0.178j=0.9ic= 0.916.18=0.4113弯矩分配上柱

39、下柱右梁左梁上柱下柱右梁左梁上柱下柱0.390.390.220.1180.3340.3340.1440.1780.4110.411-33.8833.88-57.0257.0213.2113.217.454.357.737.733.33-10.15-23.44-23.444.676.282.183.732.443.84-5.071.67-8.89-10.99-5.12-5.12-2.89-0.93-1.64-1.64-0.713.247.487.4812.7714.37-27.1441.038.529.92-59.4751.78-24.84-26.944标准层弯矩图3、6-10层1计算固端弯矩把

40、梯形荷载化作等效均布荷载g边左=g左+1-22+3g右=9.643+1-20.452+0.45318.63 =26.20kNmg边右= g左+1-22+3g右 =9.643+18.63=26.25kNmMEH=-112 g左L2=-11226.203.72=-29.89kN mMHE=- MEH=29.89kN mMHJ=-112 g右L2=-11226.254.82=-50.4kN mMJH=- MHJ=50.4kN m2分配系数E节点：e=ie= 8.21=0.160e=0.9ic= 0.924=0.420H节点：hl=ih=8.21=0.142jr= ih = 6.33=0.110j=0

41、.9ic= 0.924=0.374J节点：j=ij=6.33=0.128j=0.9ic= 0.924=0.4363弯矩分配上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.420.420.160.1420.3740.3740.110.1280.4360.436-29.8929.89-50.450.412.5512.554.782.917.677.672.26-6.45-21.97-21.976.616.51.462.393.964.05-3.231.13-11.72-11.29-6.12-6.12-2.33-1.01-2.65-2.65-0.782.89.549.5413.0412.94-25.98

42、34.198.899.07-52.1547.88-24.15-23.724弯矩4、2-5层1计算固端弯矩把梯形荷载化作等效均布荷载 g边左=g左+1-22+3g右 =9.643+1-20.452+0.45318.63 =26.20kNm g边右= g左+1-22+3g右 =9.643+18.63 =26.25kNmMEH=-112 g左L2=-11226.203.72=-29.89kN mMHE=- MEH=29.89kN mMHJ=-112 g右L2=-11226.254.82=-50.4kN mMJH=- MHJ=50.4kN m2分配系数E节点：e=ie= 8.21=0.130e=0.9ic= 0.930.5=0.435H节点：hl=ih=8.21=0.118jr= ih = 6.338.21+