《咸阳市某小区高层住宅楼1号楼结构设计》13000字（论文）

目录目录目录咸阳市某小区高层住宅楼1号楼结构设计摘要本设计为咸阳市渭城区名流花园高层住宅楼1号楼结构设计，建筑形状大致为矩形。此次设计的高层住宅楼的建筑层数为12层，地上12层为1单元，每单元一梯三户，高度36.3米，长度28.9米，宽度20.20米，建筑总面积约为4918.50㎡，结构为剪力墙结构，该地区抗震烈度经查阅为8度，场地分类经查为Ⅱ类，设计地震分组经查为第二组，基本风压经查为0.35KN/㎡，地面的粗糙度分类经查为C类，基本雪压经查是0.25KN/㎡，极端高气温为38℃，极端低气温为-5℃。首先完成建筑设计最终的结果包括建筑平面图、剖面图、建筑立面图；然后也完成结构设计：荷载的计算、内力的计算并进行内力组合以及截面设计。在建筑设计结束后，根据建筑图纸确定相应的计算简图，然后根据设计规范和相关书籍进行相关数据的计算，将计算所得到的内力值进行内力组合，再去选择其中特别不利的组合值进而做最终的梁柱的截面设计。关键字：建筑设计；结构设计；抗震设计；内力组合目录摘要 IABSTRACT II第一章工程概况 11.1工程概况 11.2工程地质及水文气象条件 11.2.1气象条件 11.2.2地质条件 11.2.3地震资料 1第二章剪力墙结构分析计算 22.1剪力墙的类型判别及刚度计算 22.1.1剪力墙的截面特征计算与类型判别 22.1.2剪力墙类型的判别 42.1.3各片剪力墙刚度计算 102.1.4总框架、总剪力墙刚度及结构刚度特征值 172.2重力荷载计算[14] 182.2.1屋面荷载 182.2.2楼面荷载 192.2.3墙体自重重力荷载 192.2.4梁自重重力荷载 202.3风荷载计算 212.4水平地震作用计算 222.4.1重力荷载代表值计算 222.4.2结构基本自振周期 232.4.3水平地震作用计算 242.4.4结构水平位移验算 26第三章 273.1水平地震作用下结构内力计算 273.1.1总剪力墙、总框架内力计算 273.1.2剪力墙内力的分配 283.2风荷载作用下结构内力计算 323.2.1总剪力墙、总框架内力计算 333.2.2剪力墙内力的分配 333.3竖向荷载作用下结构内力计算 323.3.1XSW-14（整截面墙） 323.3.2XSW-10（小开口墙） 33第四章 354.1内力组合 354.1.1结构抗震等级 354.1.2剪力墙内力组合 35第五章截面设计 435.1XSW-14（整截面墙）截面设计 435.1.1验算墙肢截面尺寸 435.1.2轴压比验算 445.1.3偏心受压正截面承载力计算 445.1.4斜截面受剪承载力计算 455.2XSW-10（小开口墙）截面设计 465.2.1左墙肢 465.2.2右墙肢 495.2.3连梁 515.3楼板 525.3.1荷载 525.3.2计算 53参考文献 54

第一章工程概况1.1工程概况本工程为咸阳市名流花园高层住宅楼1号楼，该住宅总层数12层，每单元一梯三户，建筑总高度大致为36.30m，长度大致为28.90m，宽度大致为20.20m，建筑总面积大致为4918.50㎡，层高大致为2.8m。此次设计的高层住宅楼屋面将采用有组织排水的建筑方式，且该楼为不上人屋面。女儿墙高度为1m，电梯机房高度为3m。1.2工程地质及水文气象条件1.2.1气象条件建筑所在地区粗糙型为C类；极端低气温为-11℃，极端高温度为41℃。建筑物所在地区基本风压为0.35KN/㎡，基本雪压0.25KN/㎡。1.2.2地质条件（1）从工程地质的勘探报告上可以看出，拟建工地的地势非常平整，工地地层也没有对建筑场地稳定性有不良的地质作用，非常适合建筑。不考虑地下水的影响。（2）该地区地基承载力特征值为220.0Kpa。1.2.3地震资料所设计高层住宅楼的安全等级为：二级。抗震设防烈度基本地震加速度设计地震分组8度0.1g第二组地震参数：Tg=0.40s，αmax=0.12.第二章剪力墙结构分析计算2.1剪力墙的类型判别及刚度计算在这次的设计中，只对其中的一个方向进行相关的计算，且假定其中所有的结构并无扭转，也不考虑纵横墙的共同协作。2.1.1剪力墙的截面特征计算与类型判别图1-1X方向各片剪力墙的截面尺寸根据建筑图纸中标准层平面图，得到在X方向各剪力墙的平面尺寸，如上图1-1所示；其中XSW-4、XSW-12、XSW-14为整截面墙，在此次设计中的外墙的门窗洞口高2400mm，其中窗洞口高为1500mm，窗台高900mm，外墙门窗洞口处的连梁高都是450mm；内墙门洞口的高2000mm，则内墙的门洞口处的连梁高750mm。由此对外墙连梁的截面面积、惯性矩分别计算：Abj=0.2×0.45=0.09m内墙连梁的截面面积和惯性矩分别为 Abj=0.2×0.75=0.15m2Ibj0=1/12×0.2×0.753=7.03×10-3m4剪力墙连折算惯性矩见表1-1。XSW-1A1=0.2×3.15=0.63m2I1=1/12×0.2×3.153=520.9×10-3m4A2=0.2×1.2=0.24m2I2=1/12×0.2×1.23=28.8×10-3m4A3=0.2×1.65=0.33m2I3=1/12×0.2×1.653=74.9×10-3m4A4=0.2×1.5=0.3m2I4=1/12×0.2×1.53=56.25×10-3m4A5=0.2×1.35=0.27m2I5=1/12×0.2×1.353=41×10-3m4A6=0.2×0.75=0.15m2I6=1/12×0.2×0.753=7×10-3m4XSW-2A1=0.2×1.9=0.38m2I1=1/12×0.2×1.93=114.3×10-3m4A2=0.2×0.4=0.08m2I2=1/12×0.2×0.43=1.1×10-3m4A3=0.2×2.2=0.44m2I3=1/12×0.2×2.23=177.5×10-3m4XSW-3A1=0.2×1.2=0.24m2I1=1/12×0.2×1.23=28.8×10-3m4A2=0.2×4.0=0.8m2I2=1/12×0.2×4.03=1066.7×10-3m4A3=0.2×0.4=0.08m2I1=1/12×0.2×0.43=1.1×10-3m4A4=0.2×1.5=0.3m2I1=1/12×0.2×1.53=56.25×10-3m4XSW-5A1=0.2×4.1=0.82m2I1=1/12×0.2×4.13=1148.7×10-3m4A2=0.2×0.3=0.06m2I2=1/12×0.2×0.33=0.45×10-3m4XSW-6A1=0.2×1.35=0.27m2I1=1/12×0.2×1.353=41×10-3m4A2=0.2×1.5=0.3m2I2=1/12×0.2×1.53=56.25×10-3m4A3=0.2×4.55=0.91m2I3=1/12×0.2×4.553=1569.9×10-3m4A4=0.2×7.2=1.44m2I4=1/12×0.2×7.23=6220.8×10-3m4A5=0.2×4.55=0.91m2I5=1/12×0.2×4.553=1569.9×10-3m4A6=0.2×1.5=0.3m2I6=1/12×0.2×1.53=56.25×10-3m4A7=0.2×1.35=0.27m2I7=1/12×0.2×1.353=41×10-3m4XSW-7A1=0.2×0.2=0.04mA2=0.2×0.92=0.184m2I2=1/12×0.2×0.923=14.3×10-3m4A3=0.2×0.3=0.06m2I3=1/12×0.2×0.33=0.45×10-3m4A4=0.2×0.9=0.18m2I4=1/12×0.2×0.93=12.2×10-3m4A5=0.2×0.2=0.04m2I5=1/12×0.2×0.233=0.1×10-3mXSW-8A1=0.2×1.05=0.21m2I1=1/12×0.2×1.053=19.3×10-3m4A2=0.2×2.1=0.42m2I2=1/12×0.2×2.13=154.35×10-3m4A3=0.2×1.05=0.21m2I3=1/12×0.2×1.053=19.3×10-3m4XSW-9A1=0.2×1.5=0.3m2I1=1/12×0.2×1.53=56.25×10-3m4A2=0.2×5.3=1.06m2I2=1/12×0.2×5.33=2481.3×10-3m4A3=0.2×1.2=0.24m2I3=1/12×0.2×1.23=28.8×10-3m4XSW-10A1=0.2×2.55=0.51m2I1=1/12×0.2×2.553=276.4×10-3m4A2=0.2×2.85=0.57m2I2=1/12×0.2×2.853=385.8×10-3m4XSW-11A1=A2=0.2×0.6=0.12m2I1=I2=1/12×0.2×0.63=3.6×10-3m4XSW-13A1=0.2×0.2=0.04m2I1=1/12×0.2×0.23=0.1×10-3m4A2=0.2×1.7=0.34m2I2=1/12×0.2×1.73=81.9×10-3m4XSW-15A1=A2=0.2×0.65=0.13m2I1=I2=1/12×0.2×0.653=4.6×10-3m4XSW-16A1=0.2×3.45=0.68m2I1=1/12×0.2×3.453=655×10-3m4A2=0.2×0.25=0.05m2.1.2剪力墙类型的判别剪应力的不均匀系数µ=1.2，根据表1-1以及表1-2，然可进行各片剪力墙的类型判别。计算结果见表1-2。XSW-4、XSW-12、XSW-14墙上都没有洞口，最后对整截面墙进行计算。表1-1各片剪力墙连梁的折算惯性矩墙号洞口lbj0mhbjmlbjmAbjm2Ibj0m4Ibjm4ajmIbjaj2/lbj3ΣIbjaj2/lbj3XSW-110.60.40.80.080.0010.000592.7750.00890.015121.50.41.70.080.0010.000872.9250.001531.50.41.70.080.0010.000873.0750.001741.50.41.70.080.0010.000872.9250.001551.20.41.40.080.0010.000812.250.0015XSW-210.90.71.250.140.00570.00292.050.0620.013420.90.71.250.140.00570.00292.20.072XSW-311.80.42.00.080.0010.00094.40.00220.022120.90.71.250.140.00570.00293.10.014330.70.71.050.140.00570.00241.650.0056XSW-511.00.71.350.140.00570.00323.20.01330.0133XSW-611.80.42.00.080.0010.00093.2250.00120.1321.80.42.00.080.0010.00094.8250.002631.00.71.350.140.00570.00326.8750.061241.00.71.350.140.00570.00326.8750.061251.80.42.00.080.0010.00094.8250.002661.80.42.00.080.0010.00093.2250.0012XSW-710.80.71.150.140.00570.00271.3750.00340.008721.20.41.40.080.0010.00081.8250.0009731.20.41.40.080.0010.00081.8250.0009740.80.71.150.140.00570.00271.3750.0034XSW-811.80.42.00.080.0010.00093.3750.00130.00321.50.41.70.080.0010.00093.0750.0017XSW-910.70.71.050.140.00570.00244.10.03490.037821.80.42.00.080.0010.00095.050.0029XSW-1010.90.71.250.140.00570.00293.60.01920.0192XSW-1111.80.41.40.080.0010.00081.50.0010.001XSW-1310.80.71.150.140.00570.00271.750.00540.0054XSW-1511.20.71.550.140.00570.00351.80.0030.003XSW-1610.90.71.250.140.00570.00321.350.0090.009表1-2各片剪力墙类型的判别墙号ΣIjm4Im4Inm4ΣIbjaj2/lbj3m3ταIn/I类型XSW-10.7288545.8845.15150.01510.8510.86>100.98>ξ=0.997壁式框架XSW-20.29293.97973.68680.01340.816.63>100.93>ξ=0.956壁式框架XSW-31.152913.068811.91590.02210.810.77>100.91<ξ=0.97整体小开口墙XSW-51.14921.72170.57250.01330.8512.99>100.33<ξ=0.942整体小开口墙XSW-69.5551298.0005288.44540.130.88.8<10联肢墙XSW-70.02932.11412.08480.00870.841.24>100.986<ξ=0.887壁式框架XSW-80.1934.5664.3730.0039.7<10联肢墙XSW-92.566411.163413.72980.03789.44<10联肢墙XSW-100.66224.15063.48840.019212.93>100.84<ξ=0.943整体小开口墙XSW-110.00720.21060.19440.00121.38>100.96>ξ=0.903壁式框架XSW-130.0820.19160.10960.005423.68>100.572<ξ=0.898整体小开口墙XSW-150.00720.21060.19440.00356.67>100.964>ξ=0.887壁式框架XSW-160.65510.93050.27540.00915.38>100.296<ξ=0.926整体小开口墙

表A-1各片剪力墙的截面特征墙号各墙肢截面面积Ajm2各墙肢截面惯性矩Ij10-3m4形心轴yim组合截面惯性矩Im4A1A2A3A4A5A6A7I1I2I3I4I5I6I7XSW-10.750.3510.3260.2960.2500.311523.2029.075.056.3041.007.007.0046.28ΣAj=2.284ΣIj=731.500XSW-20.3500.0500.381114.301.10177.503.1854.23ΣAj=0.781ΣIj=292.91XSW-30.2400.8000.1000.30029.001067.01.10056.2525.54112.972ΣAj=1.421ΣIj=1153.0XSW-50.8200.1001149.00.4502.3721.717ΣAj=0.90ΣIj=1149.450XSW-60.300.301.001.4401.000.300.3041.0056.301570.06221.01570.056.304116.41295.43ΣAj=4.130ΣIj=9555.1XSW-70.0400.2000.1000.200.0410.1014.2930.485013.5690.0512.9522.051ΣAj=0.581ΣIj=28.498续表C-1XSW-80.2110.4320.25120.12156.5120.4513.7636.784ΣAj=0.894ΣIj=197.081XSW-90.4011.240.53356.342480.52328.5315.21014.284ΣAj=2.174ΣIj=2565.394XSW-100.4920.561277.23385.743.2434.2151ΣAj=1.053ΣIj=662.97XSW-110.0720.0473.5613.731.1570.2015ΣAj=0.119ΣIj=7.291XSW-130.0350.3370.182.01.7310.2357ΣAj=0.372ΣIj=82.1XSW-150.1150.1153.63.611.1660.173ΣAj=0.23ΣIj=7.21XSW-160.680.035652.510.0622.351.520ΣAj=0.715ΣIj=652.572

2.1.3各片剪力墙刚度计算2.1.3.1XSW-4,XSW-12,XSW-14（整截面墙）整截面墙的等效刚度计算:EcIeq=1~6层，Ec=2.8×107kN/m27~12层，Ec=2.55×107kN/m2则沿竖向的加权平均值为：Ec=kN/m2由式EcIeq=计算各整截面墙等效刚度，见下表：表1-3整截面墙的等效刚度墙号H,mb×hm×mAwm2Iwm4μEc107kN/m2EcIeq107kN.m2XSW-433.60.2×6.31.264.167451.22.67510.806XSW-120.2×6.61.324.79161.22.67512.387XSW-140.2×3.90.780.98871.22.6752.6132.1.3.2剪力墙XSW-1、XSW-2、XSW-3、XSW-5、XSW-10、XSW-13、XSW-16(小开口墙)整体小开口墙的等效刚度由下述公式计算：EcIeq=计算结果见下表1-4表1-4整体小开口墙的等效刚度墙号HmAm2Im4μEc,107kN/m2EcIeq,107kN.m2XSW-333.61.4213.06871.22.67525.704XSW-50.881.72173.617XSW-101.084.15068.567XSW-130.380.19160.4081XSW-160.720.93051.9672.1.3.3XSW-6,XSW-8,XSW-9（双肢墙）因水平地震作用的分布近似看作倒三角形分布，所以：EcIeq=结果见下表1-5。表1-5双肢墙的等效刚度墙号ΣDjm3ΣIjm4α12α2τψaAjm2γE107kN.m2XSW-60.269.555165.82877.4450.850.03864.130.0059125.118XSW-80.0061.58219.174611.46830.80.19660.840.004811.293XSW-90.07562.566471.272289.09030.80.03441.60.004128.3162.1.3.4XSW-1,XSW-2,XSW-7,XSW-11,XSW-15（壁式框架）[5]壁梁和壁柱的刚域长度按式lb1lb2lc1=clc2=c计算。表1-6,表1-7分别由式EI=计算壁梁与壁柱的等效刚度，表中ηv按式ηv=确定；β=,式=分别是壁梁、壁柱的线刚度和混凝土的弹性模量；1~6层，E7~12层，E根据梁柱线刚度比可求得柱的侧移刚度修正系数，再由式D=αckc计算XSW-1的侧移刚度，然后计算壁式框架的剪切刚度，结果下表：表1-7XSW-1壁柱等效刚度计算楼层柱号bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~1210.2×3.150.52092.82.80.2085276.95098.91120.2×1.20.02882.80.644747.34716.91030.2×1.650.07492.80.49093.58833.42440.2×1.50.05632.80.537477.08327.53050.2×1.350.0412.80.589261.60122.00060.2×0.750.0072.7750.820915.0535.3762~610.2×3.150.52092.82.80.2085304.101108.60820.2×1.20.02882.80.644751.98918.56730.2×1.650.07492.80.490102.76336.70140.2×1.50.05632.80.537484.64130.22950.2×1.350.0412.80.589267.64024.15760.2×0.750.0072.7750.820916.5285.903110.2×3.150.52092.62.60.1851269.972103.83520.2×1.20.02882.60.639151.53719.82230.2×1.650.07492.60.452894.96136.52340.2×1.50.05632.60.500478.81330.31350.2×1.350.0412.60.552963.47324.41360.2×0.750.0072.58750.799415.8966.114表1-6XSW-1壁梁等效刚度计算楼层梁号bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.40.0010.82.7750.587262.49522.52121.72.9250.865311.2393.84231.73.0750.865313.0594.24741.72.9250.865311.2393.84251.42.250.81338.6093.8261~610.2×0.40.0010.82.7750.587268.62224.72921.72.9250.865312.3414.21931.73.0750.865314.3394.66341.72.9250.865312.3414.21951.42.250.81339.4534.201表1-8XSW-1壁式框架剪切刚度及壁柱的侧移刚度楼层柱号hmKc104kN/mαcD/×104kN/mCf/×104kN8~1212.898.9110.2280.10215.442126.185216.9101.5590.43811.337333.4240.2470.1105.628427.5300.3000.1305.478522.0000.3490.1495.01765.3760.7120.2632.164712.898.9110.2390.10716.199131.107216.9101.6350.45011.647333.4240.2570.1145.832427.5300.31100000.3660.1555.21965.3760.7470.2722.2382~612.8108.6080.2280.10216.956138.289218.5671.5590.43812.447336.7010.2460.1106.179430.2290.2940.1285.922524.1570.3490.1495.50965.9030.7120.2632.376112.6103.8350.2380.33060.826367.167219.8221.4600.56619.916336.5230.2430.33121.460430.3130.2930.34618.618524.4130.3450.36015.60166.1140.6870.4424.797同理，计算XSW-2壁梁和壁柱等效刚度和柱的侧移刚度，并计算壁式框架的剪切刚度，如下表：表1-9XSW-2壁梁等效刚度计算楼层梁号bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~12左梁0.2×0.70.00571.252.050.51633.08216.138右梁1.252.20.51640.88918.5861~6左梁0.2×0.70.00571.252.050.51636.32617.72右梁1.252.20.51644.89720.408表1-10XSW-2壁式框架的剪切刚度及壁柱的侧移刚度楼层柱号hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.844.4840.3630.15410.48670.112中柱1.65221.0190.9132.309右柱56.740.3280.14112.2457左柱2.844.4840.3180.16010.89472.744中柱1.65222.050.9172.319右柱56.740.3440.14712.7672~6左柱2.848.8460.3630.15411.51476.986中柱1.81421.0190.9132.532右柱62.3030.3280.14113.4461左柱2.648.1510.3680.36731.369189.662中柱1.77421.4930.9362.948右柱60.7870.3360.35838.630表1-11XSW-2壁柱等效刚度计算楼层柱号bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×1.90.11432.82.7750.416124.55644.484中柱0.2×0.40.00112.30.9144.6261.652右柱0.2×2.20.17752.80.351158.87156.742~6左柱0.2×1.90.11432.82.7750.416136.76748.846中柱0.2×0.40.00112.30.9145.0791.814右柱0.2×2.20.17752.80.351174.44762.3031左柱0.2×1.90.11432.62.5750.380125.91248.151中柱0.2×0.40.00112.20.9074.6111.774右柱0.2×2.20.17752.60.318158.04660.787同理，可以计算得到XSW-7壁梁和壁柱的等效刚度以及柱的侧移刚度，并计算壁式框架的剪切刚度，如下表：表1-12XSW-7壁柱等效刚度计算楼层柱号bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~1210.2×0.20.00012.82.20.9820.5160.18420.2×0.950.01432.80.74327.0939.67630.2×0.30.000452.550.9601.4580.52140.2×0.950.01432.80.74327.0939.67650.2×0.20.00012.20.9820.5160.1842~610.2×0.20.00012.82.20.9820.5670.20220.2×0.950.01432.80.74329.75010.62530.2×0.30.000452.550.9601.6010.57240.2×0.950.01432.80.74329.75010.62550.2×0.20.00012.20.9820.5670.202110.2×0.20.00012.62.150.9810.4860.18720.2×0.950.01432.60.71428.58910.99630.2×0.30.000452.4750.6941.0140.39040.2×0.950.01432.60.71428.58910.99650.2×0.20.00012.150.9810.4860.187表1-13XSW-7壁梁等效刚度计算楼层梁号bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.70.00571.151.3750.47411.7768.56520.2×0.40.0011.41.8250.8134.5922.51630.2×0.40.0011.41.8250.8134.5922.51640.2×0.70.00571.151.3750.47411.7768.5651~610.2×0.70.00571.151.3750.47412.9319.40420.2×0.40.0011.41.8250.8135.0432.76330.2×0.40.0011.41.8250.8135.0432.76340.2×0.70.00571.151.3750.47412.9319.404表1-14XSW-7壁柱的侧移刚度以及壁式框架的剪切刚度楼层柱号hmKc104kN/mαcD104kN/mCf104kN8~1212.80.18446.5490.9590.2733.5529.6761.1450.3645.39130.5219.6580.8280.6649.6761.1450.3645.39150.18446.5490.9590.27712.80.18448.8290.9610.27134.48529.6761.2010.3755.55430.52110.1320.8350.66649.6761.2010.3755.55450.18448.8290.9610.2712~612.80.20246.5540.9590.29736.845210.6251.1450.3645.9230.5729.6610.8280.725410.6251.1450.3645.9250.20246.5540.9590.297112.60.18750.2890.9710.32255.786210.9961.1060.51710.09230.39014.1690.9070.628410.9961.1060.51710.09250.18750.2890.9710.322同理，计算XSW-11壁梁、壁柱的等效刚度以及柱的侧移刚度，并计算壁式框架的剪切刚度，如下表：表1-15XSW-11壁梁等效刚度计算楼层梁号bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.40.0011.41.80.8134.4062.4481~614.8382.688表1-16XSW-11壁柱等效刚度计算楼层柱号bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×0.60.00362.82.70.8718.9183.185右柱0.2×0.60.8718.9183.1852~6左柱0.2×0.60.00362.82.70.8719.7923.497右柱0.2×0.60.8719.7923.4971左柱0.2×0.60.00362.62.550.8589.1673.526右柱0.2×0.60.8589.1673.526表1-17XSW-11壁柱的侧移刚度及壁式框架的剪切刚度楼层柱号hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.83.1850.7690.2781.3557.588右柱3.1850.7690.2781.3557左柱2.83.1850.8060.2871.3997.834右柱3.1850.8060.2871.3992~6左柱2.83.4970.7690.2781.4888.333右柱3.4970.7690.2781.4881左柱2.63.5260.7620.4572.86014.872右柱3.5260.7620.4572.860同理，计算XSW-15壁梁、壁柱等效刚度以及柱的侧移刚度，并计算壁式框架的剪切刚度，如下表：表1-18XSW-15壁梁等效刚度计算楼层梁号bb×hbm×mI0m4lbmamηvEcI104kN.m2Kb104kN.m7~1210.2×0.70.00571.551.80.62114.1367.8531~6115.5228.623表1-19XSW-15壁式框架的剪切刚度及壁柱的侧移刚度楼层柱号hmKc104kN/mαcD104kN/mCf104kN8~12左柱2.84.3841.7910.4723.16717.735右柱4.3841.7910.4723.1677左柱2.84.3841.8790.4843.24818.189右柱4.3841.8790.4843.2482~6左柱2.84.8131.7920.4733.48519.516右柱4.8131.7920.4733.4851左柱2.64.9291.7490.6005.25027.30右柱4.9291.7490.6005.250表1-20XSW-15壁柱等效刚度计算楼层柱号bc×hcm×mI0m4hmh0mηvEcI104kN.m2Kc104kN.m7~12左柱0.2×0.60.00362.82.40.84212.2744.384右柱0.2×0.60.84212.2744.3842~6左柱0.2×0.60.00362.82.40.84213.4784.813右柱0.2×0.60.84213.4784.8131左柱0.2×0.60.00362.62.250.82412.8164.929右柱0.2×0.60.82412.8164.9292.1.4总框架、总剪力墙刚度及结构刚度特征值总框架的剪切刚度计算为：Cf==558.146×104kN表1-21壁式框架的总剪切刚度楼层hmC总壁式框架各层剪切刚度104kN总剪切刚度Cf104kNXSW-1（2）XSW-2（2）XSW-7（2）XSW-11（2）XSW-15（2）8~122.8126.18570.11233.5507.58817.735476.79558.14672.8131.10772.74434.4857.83418.189494.2332~62.8138.28976.98636.8458.33319.516523.09312.6367.167189.66255.78614.87227.30125.788总剪力墙刚度等于各片剪力墙等效刚度的总和，计算结果见下表1-22。结构刚度特征值计算为：λ=表1-22总剪力墙的刚度墙号墙体类型数量EcIeq107kN.m2ΣEcIeq107kN.m2XSW-4整截面墙110.810250.695XSW-12112.390XSW-1422.610XSW-3整体小开口墙125.711XSW-523.617XSW-1018.567XSW-1320.4081XSW-1621.967XSW-6联肢墙（双肢墙）1125.1182XSW-8211.2931XSW-9128.31632.2重力荷载计算[14]2.2.1屋面荷载屋面恒载30厚细石混凝土基层防水保护层0.03×20=0.600kN/m2160厚岩棉保温层0.400kN/m220厚水泥砂浆找平层0.02×20=0.400kN/m220厚水泥沙浆找平层0.02×20=0.400kN/m2120厚钢筋混凝土板0.12×25=3.000kN/m20.01×14=0.140kN/m2合计Σ4.940kN/m2屋面活荷载（不上人）0.5kN/m2屋面雪荷载0.25kN/m22.2.2楼面荷载200厚加气混凝土0.2×0.55=1.1kN/m210厚干硬性水泥砂浆找平层0.02×20=0.400kN/m2160厚岩棉保温层0.10×25=3.000kN/m20.02×10=0.200kN/m2合计Σ4.700kN/m2卫生间、厨房地面恒载10厚陶瓷地砖0.008×17.8=0.142kN/m220厚硬性水泥砂浆找平层0.02×20=0.400kN/m2120mm厚钢筋混凝土板0.12×25=3.000kN/m210厚水泥砂浆打底0.01×20=0.200kN/m2合计Σ3.242kN/m2阳台恒载20厚干硬性水泥砂浆找平层0.02×20=0.400kN/m2120厚钢筋混凝土板0.10×25=3.000kN/m210厚水泥石灰膏砂浆打底0.01×15=0.150kN/m2合计Σ3.550kN/m22.2.3墙体自重重力荷载2.2.3.1外墙6厚水泥砂浆罩面0.006×20=0.120kN/m212厚水泥砂浆0.012×20=0.240kN/m2200厚钢筋混凝土墙0.20×25=5.000kN/m20.02×20=0.400kN/m230厚稀土保护层0.03×4=0.120kN/m2合计Σ5.88kN/m22.2.3.2内墙5厚水泥石灰膏砂浆罩面（两侧）0.005×28=0.140kN/m210厚水泥石灰膏砂浆打底（两侧）0.400kN/m2200厚钢筋混凝土墙0.20×28=5.600kN/m2合计Σ6.14kN/m22.2.3.3200厚空心砖墙（填充外墙窗台）5厚水泥砂浆罩面0.005×20=0.100kN/m212厚水泥砂浆0.012×20=0.240kN/m200厚空心砖墙0.200×14=2.80kN/m210厚水泥石灰膏砂浆打底0.010×14=0.140kN/m2合计Σ3.280kN/m22.2.3.4120厚砖墙（内隔墙）5厚水泥石灰膏砂浆罩面（两侧）0.005×28=0.140kN/m210厚水泥石灰膏砂浆打底（两侧）0.40kN/m2120厚空心砖墙0.120×14=1.68kN/m2合计Σ2.114kN/m22.2.3.5女儿墙5mm厚水泥砂浆罩面0.005×20=0.100kN/m213厚水泥砂浆打底0.400kN/m2100厚钢筋砼墙0.10×25=2.500kN/m220厚水泥砂浆找平层0.02×20=0.400kN/m2合计Σ3.400kN/m22.2.4梁自重重力荷载200mm×550mm梁自重梁自重0.20×(0.55-0.12)×25=2.15kN/m210厚水泥石灰膏砂浆0.01×(0.55-0.12)×28=0.1204kN/m2合计Σ2.2704kN/m22.3风荷载计算垂直作用于该高层建筑表面的风荷载标准值：wk=βzμsμzw0[5]式中wO=0.35kN/m2。风荷载体型系数的取值规律如下图图1-2风荷载体型系数H=33.6m>30m；建筑物的总宽度约为：B=28m、H/B=33.6/28=1.2结构基本周期：T1=0.03+0.03×H3B=0.64s、w02T=0.35查表[5]可得脉动增大系数ζ；脉响系数ν=0.47；风荷载体型系数μs=1.3；振型系数ψz=Hi/H；风振系数βz=1+ψzζν/μz=1+1.30×0.47×Hi/(H×μz在风荷载作用下，沿房屋高度分布的风荷载标准值如下：q(z)=0.35×1.3×40.5βzμz=18.4275βzμz对于水箱间和机房，查表风荷载体型系数1.3，风振系数近似取H=33.6m处的值，即βz=1.41，则q(z)=0.35×1.3×1.41×7.1μz=4.56μz所确定的各楼层的标高处的风荷载标准值如下表1-23所示表1-23各楼层风荷载计算层次Hi,mHi/Hμzβzq(z),kN/m2Fi,kNFiHikN×m水箱间40.51.0051.8205.9117.625713.8125机房37.50.9701.8205.7023.790892.12501233.61.00.92321.82030.27077.4152601.1441130.80.9170.88961.75028.05084.2051669.5141028.00.8330.8521.69025.94078.0102184.28925.20.7500.81281.65324.21072.4001824.480822.40.6670.77361.58022.02065.3651464.176719.60.5830.69141.48018.44056.4751106.91616.80.500.66621.43017.17051.350862.68514.00.4170.651.33015.58047.005658.070411.20.3330.651.24014.52036.890413.16838.40.2500.651.25014.64042.805359.56225.60.1670.651.07012.53038.355214.78812.80.0830.651.02011.95036.020100.8560.00.00.651.00011.710727.7115065.566注：表中Fi=(Fi+Fi-1)h/2+(Fi-Fi-1)h/3+(Fi+1-Fi)h/6，则qmax=12M0/H²-6V0/H=12×15066.00/33.6²-6×728/33.6=160.140-130.002=30.14kN/mqmin=4V0/H-6M0/H²=4×728.01/33.6-6×15065.600/33.6²=86.668-80.10=6.600kN/m2.4水平地震作用计算2.4.1重力荷载代表值计算结构地震反应分析计算简图如下：图1-3动力的计算简图2.4.2结构基本自振周期根据的原则，将水箱间和电梯间质点的重力荷载代表值折算到主体结构的最顶层，并且将每个质点的重力荷载转变成均布荷载。则可以得到以下结论：Ge===2713.005kNq==2850.008kN/mμq===0.120mμGe===0.100mμT=μq+μGe=0.120+0.100=0.220m当ψT=1.0，结构的基本自振周期T1=1.7ψT=1.7×1×0.22=0.80s2.4.3水平地震作用计算由于该建筑主体结构高度不超过40m，质量和刚度沿高度分布比较均匀，所以这里可以采用可用底部剪力法计算水平地震作用。结构的等效总重力荷载为Geq=0.85ΣGi=0.85×(8031×11+7406.33+1284.53+921.02)=83259.948kN因为Tg=0.40s<T=0.64s<5Tg=2.0s，则地震影响系数α==×0.16=0.123采用底部剪力法求得：FEK===10219.3kN因为T1=0.537s<1.4×04=0.56s质点i的水平地震作用Fi为Fi==10219.30×计算结果见表1-24。表1-24各质点水平地震作用标准值计算层次H1mGikNGiHikN.mFikNFiHikN.mvkN1440.5921.02437301.4720.0205209.4958484.555209.631337.51285.048197.000.030271.1010155.40480.001233.67406.330248853.000.13711397.39846973.0001879.011130.88031.003247352.9910.13611380.10042806.5003268.101028.8031.000224845.0000.12401264.13435395.5104532.71925.28031.000202380.0150.11141138.00528662.615670.00822.48031.000179893.3500.09911011.08622639.376681.003719.68031.000157407.0010.0911885.00117346.007566.00616.88031.000134920.0100.0741758.27012739.1001305.510514.08031.000112432.8910.0172631.5518842.1008323.71411.28031.00089947.0100.0495505.9015666.1058955.6038.48031.00067461.0150.0371380.1003184.7249840.16125.68031.00044973.3410.0247252.5171414.43010092.912.88031.00022487.0030.0124126.810355.21610219.27合计97952.9541818450.9010211.478244664.63计算剪力墙结构的内力和位移时，突出屋面的结构的水平地震作用可转化为作用在主体结构最顶部的集中力Fe和集中力矩M1，即：Fe=F13+F14=209.495+271.1=480.595kNM1=271.1×3.9+209.495×(3.9+3.0)=2502.8055kN.mV0==9731kNM0==244665.10kN.mqmax==525.14kN/mF=3×244664.63+2502.84452.4.4结构水平位移验算由于设计荷载远远小于水平地震作用，所以这里将会仅对水平地震作用下的位移进行验算。水平地震作用下位移是倒三角形分布荷载加顶点集中的荷载产生的位移之和。其计算结果见表1-25。计算在倒三角形荷载作用下：μ1i计算在顶点集中荷载作用下表1-25水平地震作用下结构的位移计算层次ξH1（m）倒三角形荷载uli,mm顶点集中荷载ul2,mm总位移U,mm层间位移角∆u/h121.033.612.513.56116.131/1665110.92130.811.203.13114.401/1650100.82328.010.122.71012.7421/164490.75025.28.702.3111.011/163880.66722.47.422.109.321/167070.58319.66.141.537.601/172060.50116.85.011.206.031/183050.42714.03.621.004.411/200040.33011.22.500.613.021/232430.2518.401.490.3411.811/294520.1675.600.680.200.931/444310.0812.800.200.0350.2221/12340由表1-25可知，在水平地震作用下位移验算满足要求，即∆u/h=(16.13-14.40)/2800=725/1000000<[∆u/h]=1/1000第三章3.1水平地震作用下结构内力计算3.1.1总剪力墙、总框架内力计算水平地震力作用在结构上的不只是左震也可以是右震。在水平地震的作用下剪力墙结构的高层住宅楼内力按倒三角分布荷载（qmax=525.14kN/m）和顶荷载（F=3070k这里将计算在倒三角形分布荷载的作用下的总剪力墙的剪力、弯矩和总框架剪力。(1)按倒三角形分布荷载作用下计算:Mw=Vw=Vf=(2)按顶点集中荷载作用下计算：Mw=Vw=Vf=3070×(th1.585×sh1.585ξ-ch1.585ξ+1)注：这里计算中剪力墙内力正负号规定如下：截面右侧的弯矩在拉伸时是正，剪切力在绕截面顺时针旋转时是正，轴向力在压缩时是正，各截面的内力采用左震的符号。3.1.2剪力墙内力的分配3.1.2.1总剪力墙内力的分配按照剪力墙各片的等效刚度与总剪力等效刚度的比值，即可得出各片剪力墙的等效刚度比，详细的计算结果见下表2-1表2-1各片剪力墙等效刚度比墙号等效刚度10每片墙等效刚度比墙号等效刚度107各片墙等效刚度比XSW-3(1)26.0030.103XSW-10(1)8.6000.0343XSW-4(1)11.0200.035XSW-12(1)12.410.051XSW-5(2)4.0010.006XSW-13(2)0.4110.003XSW-6(1)125.110.501XSW-14(2)2.6120.011XSW-8(2)11.3040.050XSW-16(2)2.1000.011XSW-9(1)28.3150.113根据上表，在本次的设计中，计算配筋只针对XSW-10，剪力的分配计算对XSW-10、XSW-8以及XSW-14进行，根据公式、，来计算出各剪力墙分配的内力。详情根据表2-2。3.1.2.2小开口墙即XSW-10的墙肢以及连梁内力计算小开口墙墙肢弯矩Mwⅈ=0.85Mwi×0.28/4.151+0.15Mwi×0.30/0.700=0.1243MwiMwi2=0.85Mwi×0.390/4.1510+0.15Mwi×0.390/0.700=0.1640Mwi墙肢轴力Nwi1=kMwi×yci×Ai/I=0.85Mwi×2.0×0.50/4.151=0.1024MwiNwi2=-Nwi1墙肢剪力Vw=0.5(0.51/1.10+0.30/0.70)Vwi=0.4461VwiVwi2=0.5(0.60/1.10+0.400/0.70)Vwi=0.5584Vwi连梁内力Vbil=Nwil-Nw(i-l)lMbil=Vbil×Ibj0=Vbil×0.70/2=0.3500Vbi1计算结果见表2-3。表2-2水平地震作用下各片剪力墙分配的内力层次ξ总剪力墙内力XSW-14(整体墙)XSW-10（整体小开口墙）XSW-8（联肢墙）VμikNMμiKN·mVμikNMμiKN·mVμikNMμiKN·mVμikNMμiKN·m121.0-1949.10.0-20.310.0-670.0-880.0110.9167−554.23470.4−6.036.11−19.3119−25.0156.22100.83337093220.47.71134.024.22110.1132.014590.7501862.0−40819.51−4.2164−1484−18.3280.66672924.1−7127.330.2−74.12101−244132.0−32170.58333915.3−16718.241.1−174134−572176.21−752.3160.504852.0−28997.151−302166−992218.31−130550.41675751.2−4385360−456.12197.0−1500259.0−1973.4140.33336628.1−6118669.0−636.34227−2093298.22−2753.4330.2507497.0−8095078.1−842256.41−2769337.41−3643.020.16678375.3−10316387.3−1073286.41−3528.21377−4642.3210.129278.0−12788597−1330.2317.32−4374418−5745.90.010219.32−155165106.32−1614.1349.52−5307460−6982.4表2-3XSW-10水平地震作用下的墙肢及连梁内力层次ξ总内力左墙肢内力右墙肢内力连梁VwiKNMwiKN·mMwi1KN·mVwi1KNNwi1KNMwi2KN·mVwi1KNNwi2KNMbi1KNVbi1KN121.0−67.00.00.0−300.00.0−37.03−0.0−8.15−24.0110.9167−19.0118.7014.112−8.424.020−11−24.10.641.7100.833324.21110.11413.13112218.3114228.5825.290.75064.0−14−1.7228.30−2.83−2.2535.423.01646.00180.6667100.0−244−29.1444.52−48.26−4156.148.322365.1170.5833134−572−68.2260−113.19−95.1074.28113.2429.1083.1260.50166−992.0−11874−196.41−164.5092.0719635.2710150.4167197−1500−17988−297.02−249.6109.22296.5541.0617.4240.3333227−2093−249.4101−414.26−348.24126414.314713430.250256.4−2769−330.0114.02−547.8−461142.44548.2353.2150.3720.1667286.41−3528.3−421127.41−699−586.1160.169957167.410.0833317.03−4374−521.3141.03−866.01−728176.04867.165.01850.0350−5307−633156−1051−883.20193.51051

A-2水平地震作用下总剪力墙和总框架内力计算层次Himξ倒三角形荷载作用下顶点集中荷载作用下总内力VwkNMwkN.mVfkNVwkNMwkN.mVfkNVwkNMwkN.mVfkN1233.61.0-2500.7240.02501.360533.050.0853.154-1967.6740.03354.5141130.80.9167-1111.535022.2742519.117560.4-1551.0848.39-551.133471.2743367.5071028.00.833135.766356.02257.43574.1-3146833.683709.863210.021091.113925.20.7501263.5504365.132591.153597.126-4772.1810.401860.676-406.973401.553822.40.6672290.740-638.2502603.7632.19-6489.7775.22922.93-1327.953378.900719.60.5833237.420-8396.792579.0678.251-8320.8728.033915.671-16717.603307.03616.80.504116.140-18700.22494.25741.2-10297.54670.1174857.34-28997.743164.367514.00.4174943.5720-31395.522340.41807.079-12456.9600.95750.651-43852.422941.31411.20.3335735.693-46355.2812104.30893.73-14830.61514.356629.423-61185.8912618.6538.40.2506505.20-63486.711758.1995.15-17463.68415.07500.35-80950.392173.1025.60.1677265.16-82760.91302.751110.07-20410296.188375.23-103170.91598.9312.80.0838031.74-104189.42721.1271247.5-23699.5160.0029279.24-127888.92881.12900.00.008813.026-127756.930.01406.251-274180.010219.277-155168.930.00

3.2风荷载作用下结构内力计算3.2.1总剪力墙、总框架内力计算因为风荷载作用在建筑结构上不是左风就是右风作用，在墙肢内产生的内力大小相等并且且方向相反。所以本设计中只计算左风作用下产生的内力，墙肢截面内力正负号规定和上面水平地震作用下的正负号要求相同。在风荷载作用下，剪力墙结构应为：按倒三角形荷载作用下、均布荷载作用下计算内力。(1)在倒三角形荷载作用下（qmax=58.10KN/m），按下面计算公式Mw=Vw=Vf=(2)均布荷载作用下（q=2.65KN/m），计算结果见表2-29。计算公式为：Mw=Vw=Vf=表2-4风荷载作用下总剪力墙内力计算层次Hmξ倒三角形荷载作用下均布荷载作用下总内力VkNMkN·mVkNVkNMkN·mVkNVkNMkN.mVkN1233.61.0−277.00.0277−17.10.017.1−292.400.0293.371130.80.9171−123.10556.00279.9−9.32636.3317.3−132.42592.142961028.00.831315.28702.31283.00−2.18953.1517.05113.00757.21300.00925.20.810142.30482.812287.35.048.41418.33146.13531.215304.11822.40.672254.0−72.1288.21012.1025.316.60262.201−46.411306.01719.60.610360.0−930.2286.1220−19.47016.80378.141−947.53303.71616.80.501458.0−275.5127.21−84.42417.37483.115−2153.5294.80514.00.420547.88−3473.5259.2235.350−162.3016.520582.41−3645.7274.53411.20.333639.12−5136.3233.2044.230−282.814.150679.008−5412.78246.8938.40.310728.1−7028.2195.4954−420.113.42773.422−7444.52207.3425.60.210804.35−9157.5144