【《舟山市某四层会所建筑与结构设计》12000字（论文）】

舟山市某四层会所建筑与结构设计本设计是舟山市定海和馨苑四层会所建筑与结构设计，为公共设施，本设计使用年限为50年，建筑总高度为16.05m，地上4层，无地下室，二级耐火等级，七度抗震设防烈度，一层至四层，每层3.9m，总建筑面积是2154.34m2，基底面积为538.56m2，年降水量1.71m，39摄氏度为夏季最高气温，-2摄氏度为冬季室外最低气温。采用的是框架结构，包括建筑设计和结构设计两部分。建筑设计：根据地理位置，结合给定的设计条件下以及必要的功能分区等设计完成本设计建筑施工图，具体有建筑设计总说明、建筑所需门窗表，以及相应建筑平、立、剖面图、楼梯平面图和楼梯剖面图。结构设计：根据建筑的合理性，在给定的设计条件下结合抗震设防烈度以及建筑场地的类别，依据建筑的高度和层数来确定结构形式，完成本设计结构设计总说明、上部结构施工图、结构计算书。确定结构是否符合相关设计规范，最后根据计算书，完成并设计相关图纸。关键词：结构；平面图；配筋；框架结构目录一.工程概况1二.结构布置32.1结构体系32.2梁截面32.3框架的跨度和柱高32.4板厚确定4三.框架结构设计计算53.1、梁和柱线刚度计算53.2、竖向荷载作用下的横向框架内力计算63.3、地震内力及侧移计算263.4、风荷载作用下框架内力侧移计算373.5、内力组合42四.框架截面设计504.1、梁的计算504.2、柱的计算55五.楼梯设计605.1、梯段板的计算605.2、平台板计算605.3、平台梁计算61六.现浇板计算63七.总结65参考文献66一、工程概况1.1、工程名称定海和馨苑四层会所建筑与结构设计1.2、建筑设计资料1、本工程地点在浙江省舟山市市区，交通便利，周边有居民居住和其它无需要保护的各类管线等设施。2、工程性质、设计规模：工程设计等级：三级建筑使用性质：公共设施设计使用年限：50年建筑高度（m）：16.05地上层数（层）：4建筑地上耐火等级：二级；抗震设防烈度：七度地上层高（m）：一层至四层3.9总建筑面积：2154.34m2建筑基底面积：538.56m2年降水量1710mm。夏季最高气温39摄氏度，冬季室外气温最低-2摄氏度结构类型：框架结构走道的净宽为3m，每层设计了两个厕所，一层包括多功能室、健身室；二层包括棋牌室、瑜伽室、乒乓球室；三层包括咖啡室、会议室、茶室、；四层包括休息室、值班室、天文观察室。室外楼梯高度0.45m，设三级，台阶高150mm、宽度300mm。室内楼梯每层楼梯高3.9m，宽3m，一共30级台阶。墙宽为200mm，材料为加气20mm厚水泥砂浆抹灰。女儿墙0.5m-1m，200mm材料为加气20mm厚水泥砂浆抹灰。屋面面做法40厚细石混凝土保护层沥青卷材防水层40厚1:8水泥膨胀珍珠岩2%找坡层30厚挤塑聚苯板保温层20厚1：3水泥砂浆110mm厚屋面板10mm水泥砂浆抹灰楼面做法地砖面层110mm混凝土板10mm水泥砂浆抹灰墙体做法200mm混凝土墙20mm厚水泥砂浆抹灰二、结构布置2.1、结构体系本工程为永久性建筑，采用混凝土框架结构。2.2、梁截面1、纵向框架梁（1）l0=6600mmh1=（1/121/8）l=（1/121/8）×6600=550825mm取h1=600mm，（2）b1=（1/31/2）h1=200-300mm所以b1=300mm2、横向框架梁（1）l0=7200mm,l0=6000mmh1=（1/121/8）l=（1/121/8×7200=600900mmh1=（1/121/8）l=（1/121/8））×6000=500750mm取h1=600mm=h2（2）b1=（1/31/2）h1=200300mmb2=（1/31/2）h2=200300mm所以b1=b2=300mm3、纵向次梁l0=6600mmh1=（1/121/8）l=（1/121/8）×6000=550825mm取h1=500mmb1=（1/31/2）h1=200250mmb1=250mm2.3、框架的跨度和柱高1、本框架的跨度为柱子中心的距离。2、本框架柱高第一层为4.35m,其余每一层的标高为3.9m.3、本框架柱的截面确定为500mm×500mm2.4、板厚确定综合考虑取楼面板和屋面板厚度为110mm。框架结构设计计算3.1、梁和柱线刚度的计算混凝土采用C30，中框架I=2i0边框架I=1.5i0，截面惯性矩计算公式I0=bh3/12,线刚度计算公式ib=EcI0/l，Ec=3.0×107kN/m2,截面惯性矩计算AB梁计算=bh3/12=0.3×0.63/12=0.0054m4BC梁计算=bh3/12=0.3×0.63/12=0.0054m4CD梁计算=bh3/12=0.3×0.63/12=0.0054m4首层柱计算=bh3/12=0.5×0.53/12=0.0052m4线刚度计算AB梁计算=ib=EcI0/l=3.0×107×0.0054/7.2=22500kN/mBC梁计算=ib=EcI0/l=3.0×107×0.0054/6=27000kN/mCD梁计算=ib=EcI0/l=3.0×107×0.0054/7.2=22500kN/m首层柱计算=ib=EcI0/l=3.0×107×0.0052/4.35=32862kN/m2-4层柱计算=ib=EcI0/l=3.0×107×0.0052/3.9=40000kN/m3.2、竖向荷载作用下的横向框架内力计算1、竖向恒载计算2-3层均布荷载AB梁计算线荷载为4.892kN/m计算墙线荷载:2.3×(3.9-0.6)=5.55kN/m计算板面均布荷载q=(1-2α²+α³)p=0.2×3.45×6.6=4.55kN/m计算均布荷载为=4.55+5.55+4.892=15.03kN/mBC梁计算线荷载为4.892kN/m计算墙线荷载:2.3×(3.9-0.6)=5.55kN/m计算板面均布荷载q=5p/8=5/8×3.45×6=12.94kN/m计算均布荷载为=12.94+5.55+4.892=23.38kN/mCD梁计算线荷载为4.892kN/m计算墙线荷载:2.3×(3.9-0.6)=5.55kN/m计算板面均布荷载q=(1-2α²+α³)p=0.2×3.45×6.6=4.55kN/m计算均布荷载为=4.55+5.55+4.892=15.03kN/m4层均布荷载AB梁计算线荷载为4.892kN/m计算板面均布荷载q=(1-2α²+α³)p=0.2×3.45×6.6=4.55kN/m计算均布荷载为=4.892+4.55=9.44kN/mBC梁计算线荷载为4.892kN/m计算板面均布荷载q=5p/8=5/8×3.45×6=12.92kN/m计算均布荷载为=12.92+4.892=17.8kN/mCD梁计算线荷载为4.892kN/m计算板面均布荷载q=(1-2α²+α³)p=0.2×3.45×6.6=4.55kN/m计算均布荷载为=4.55+4.892=9.44kN/m2-3层集中荷载A柱计算重力荷载为24.87kN计算外纵墙重力荷载=2.3×6.6×3.3=50.1kN计算三角形板传递荷载=6.6×1.2×2×3.45=40.99kN计算纵向梁重力荷载=6.6×4.892=32.29kN计算集中荷载=24.87+50.1+40.99+32.29=148.25kNB柱计算重力荷载为24.87kN计算计算内纵墙重力荷载=2.3×6.6×3.3=50.1kN计算三角形板传递荷载6.6×1.2×2×3.45=40.99kN计算梯形板传递荷载9.6×0.6×3.45=19.9kN计算纵向梁重力荷载6.6×4.892=32.29kN计算集中荷载=24.87+50.1+40.99+32.29+19.9=168.15kNC柱计算重力荷载为24.87kN计算内纵墙重力荷载=2.3×6.6×3.3=50.1kN计算三角形板传递荷载6.6×1.2×2×3.45=40.99kN计算梯形板传递荷载9.6×0.6×3.45=19.9kN计算纵向梁重力荷载6.6×4.892=32.29kN计算集中荷载=24.87+50.1+40.99+32.29+19.9=168.15kND柱计算重力荷载为24.87kN计算外纵墙重力荷载=2.3×6.6×3.3=50.1kN计算三角形板传递荷载=6.6×1.2×2×3.45=40.99kN计算纵向梁重力荷载=6.6×4.892=32.29kN计算集中荷载=24.87+50.1+40.99+32.29=148.25kN4层集中荷载A柱计算重力荷载为24.87kN计算外纵墙重力荷载=2.3×6.6×1=15.18kN计算三角形板传递荷载=6.6×1.2×2×3.45=40.99kN计算纵向梁重力荷载=6.6×4.892=32.29kN计算集中荷载=24.87+15.18+40.99+32.29=113.33kNB柱计算重力荷载为24.87kN计算三角形板传递荷载6.6×1.2×2×3.45=40.99kN计算梯形板传递荷载9.6×0.6×3.445=19.9kN计算纵向梁重力荷载6.6×4.892=32.29kN计算集中荷载=24.87++40.99+32.29+19.9=118.05kNC柱计算重力荷载为24.87kN计算三角形板传递荷载6.6×1.2×2×3.45=40.99kN计算梯形板传递荷载9.6×0.6×3.445=19.9kN计算纵向梁重力荷载6.6×4.892=32.29kN计算集中荷载=24.87++40.99+32.29+19.9=118.05kND柱计算计算重力荷载为24.87kN计算外纵墙重力荷载=2.3×6.6×1=15.18kN计算三角形板传递荷载=6.6×1.2×2×3.45=40.99kN计算纵向梁重力荷载=6.6×4.892=32.29kN计算集中荷载=24.87+15.18+40.99+32.29=113.33kN层均布荷载集中荷载AB（kN/m）BC（kN/m）CD（kN/m）A(kN)B(kN)C(kN)D(kN)49.4417.89.44113.33118.05118.05113.33315.0323.3815.03148.25168.15168.15148.25215.0323.3815.03148.25168.15168.15148.25115.0323.3815.03148.25168.15168.15148.252、竖向活载计算2-3层均布荷载AB梁计算均布荷载q=(1-2α²+α³)p=0.2×2×6.6=2.64kN/mBC梁计算均布荷载q=5p/8=5/8×2×6=7.5kN/mCD梁计算均布荷载q=(1-2α²+α³)p=0.2×2×6.6=2.64kN/m4层均布荷载AB梁计算均布荷载q=(1-2α²+α³)p=0.2×0.5×6.6=0.66kN/mBC梁计算均布荷载q=5p/8=5/8×0.5×6=1.88kN/mCD梁计算均布荷载q=(1-2α²+α³)p=0.2×0.5×6.6=0.66kN/m2-3层集中荷载A柱计算集中荷载=6.6×1.2×2×2=23.76kNB柱计算集中荷载=6.6×1.2×2×2+9.6×0.6×2=35.28kNC柱计算集中荷载=6.6×1.2×2×2+9.6×0.6×2=35.28kND柱计算集中荷载=6.6×1.2×2×2=23.76kN4层集中荷载A柱计算集中荷载=6.6×1.2×0.5×2=5.94kNB柱计算集中荷载=6.6×1.2×2×0.5+9.6×0.6×0.5=8.82kNC柱计算集中荷载=6.6×1.2×2×0.5+9.6×0.6×0.5=8.82kND柱计算集中荷载=6.6×1.2×0.5×2=5.94kN层均布荷载集中荷载AB（kN/m）BC（kN/m）CD（kN/m）A(kN)B(kN)C(kN)D(kN)40.661.880.665.948.828.825.9432.647.52.6423.7635.2835.2823.7622.647.52.6423.7635.2835.2823.7612.647.52.6423.7635.2835.2823.76恒载作用下内力计算梁端弯矩M=ql2/12AB=7.2BC=6CD=7.2(m)层均布荷载MABMBCMCDAB（kN/m）BC（kN/m）CD（kN/m）左右左右左右49.4417.89.44-40.7840.78-53.453.4-40.7840.78315.0323.3815.03-64.9364.93-70.1470.14-64.9364.93215.0323.3815.03-64.9364.93-70.1470.14-64.9364.93115.0323.3815.03-64.9364.93-70.1470.14-64.9364.93弯矩分配系数将线刚度计算简化取AB=1，BC=1.2CD=1.24层柱=1.78,首层柱=1.46A4计算下柱=1.78/(1.78+1)=0.64右梁=1/(1+1.78)=0.36B4左梁=1/(1.78+1+1)=0.265下柱=1.78/(1.78+1+1)=0.47右梁=1/(1.78+1+1)=0.265C4左梁=1/(1.78+1+1)=0.265下柱=1.78/(1.78+1+1)=0.47右梁=1/(1.78+1+1)=0.265D4下柱=1.78/(1.78+1)=0.64左梁=1/(1+1.78)=0.36A3上柱=1.78/(1.78+1.78+1)=0.39下柱=1.78/(1.78+1.78+1)=0.39右梁=1/(1.78+1.78+1)=0.22B3左梁=1/(1.78+1.78+1+1.2)=0.17上柱=1.78/(1.78+1.78+1.2+1)=0.31下柱=1.78/(1.78+1.78+1.2+1)=0.31右梁=1.2/(1.78+1.78+1+1.2)=0.21C3左梁=1.2/(1.78+1.78+1+1.2)=0.21上柱=1.78/(1.78+1.78+1.2+1)=0.31下柱=1.78/(1.78+1.78+1.2+1)=0.31右梁=1/(1.78+1.78+1+1.2)=0.17D3上柱=1.78/(1.78+1.78+1)=0.39下柱=1.78/(1.78+1.78+1)=0.39左梁=1/(1.78+1.78+1)=0.22A2上柱=1.78/(1.78+1.78+1)=0.39下柱=1.78/(1.78+1.78+1)=0.39右梁=1/(1.78+1.78+1)=0.22B2左梁=1/(1.78+1.78+1+1.2)=0.17上柱=1.78/(1.78+1.78+1.2+1)=0.31下柱=1.78/(1.78+1.78+1.2+1)=0.31右梁=1.2/(1.78+1.78+1+1.2)=0.21C2左梁=1.2/(1.78+1.78+1+1.2)=0.17上柱=1.78/(1.78+1.78+1.2+1)=0.31下柱=1.78/(1.78+1.78+1.2+1)=0.31右梁=1/(1.78+1.78+1+1.2)=0.21D2上柱=1.78/(1.78+1.78+1)=0.39下柱=1.78/(1.78+1.78+1)=0.39左梁=1/(1.78+1.78+1)=0.22A1上柱=1.78/(1.78+1.46+1)=0.41下柱=1.46/(1.78+1.46+1)=0.36右梁=1/(1.78+1.46+1)=0.23B1左梁=1/(1.78+1.46+1+1.2)=0.18上柱=1.78/(1.78+1.46+1.2+1)=0.33下柱=1.46/(1.78+1.46+1.2+1)=0.26右梁=1.2/(1.78+1.46+1+1.2)=0.23C1左梁=1.2/(1.78+1.46+1+1.2)=0.23上柱=1.78/(1.78+1.461.2+1)=0.33下柱=1.46/(1.78+1.46+1.2+1)=0.26右梁=1/(1.78+1.46+1+1.2)=0.18D1上柱=1.78/(1.46+1.78+1)=0.41下柱=1.46/(1.78+1.78+1)=0.36左梁=1/(1.78+1.78+1)=0.23二次分配-40.7840.78-53.453.4-40.7840.784层A柱顶4层AB梁左4层AB梁右4层B柱顶4层BC梁左4层BC梁右4层C柱顶4层CD梁左4层CD梁右4层D柱顶0.640.360.2650.470.2650.2650.470.2650.360.6426.114.683.345.93.34-3.34-5.9-3.34-14.68-26.112.61.677.341.05-1.671.67-1.05-3.67-1.67-12.6-9.14-5.13-1.78-3.16-1.781.783.161.785.139.1429.56-29.5649.743.89-53.5153.51-3.89-49.7429.56-29.56-64.9364.93-70.6470.64-64.9364.934层A柱底3层A柱顶3层AB梁左3层AB梁右3层B柱顶4层B柱底3层BC梁左3层BC梁右4层C柱底3层C柱顶3层CD梁左3层CD梁右3层D柱顶4层D柱底0.390.390.220.170.310.310.210.210.310.310.170.220.390.3925.325.314.31.22.12.11.3-1.3-2.1-2.1-1.2-14.3-25.3-25.313.0512.60.67.21.052.95-0.650.65-2.95-1.05-7.20.6-12.6-13.05-10.24-10.24-5.77-1.8-3.27-3.27-2.222.223.273.271.85.7710.2410.2428.1527.7-55.871.53-0.121.78-72.2172.21-1.780.12-71.5355.8-27.7-28.15-64.9364.93-70.6470.64-64.9364.933层A柱底2层A柱顶2层AB梁左2层AB梁右2层B柱顶3层B柱底2层BC梁左2层BC梁右3层C柱底2层C柱顶2层CD梁左2层CD梁右2层D柱顶3层D柱底0.390.390.220.170.310.310.210.210.310.310.170.220.390.3925.325.314.31.22.12.11.3-1.3-2.1-2.1-1.2-14.3-25.3-25.312.613.30.67.20.951.05-0.650.65-1.05-0.95-7.20.6-13.3-12.6-10.3-10.3-5.8-1.45-2.65-2.65-1.81.82.652.651.455.810.310.327.328.3-55.871.88-0.40.5-71.7971.79-0.50.4-71.8855.8-28.3-27.3-64.9364.93-70.6470.64-64.9364.932层A柱底1层A柱顶1层AB梁左1层AB梁右1层B柱顶2层B柱底1层BC梁左1层BC梁右2层C柱底1层C柱顶1层CD梁左1层CD梁右1层D柱顶2层D柱底0.410.360.230.180.260.330.230.230.330.260.180.230.360.4126.623.414.911.51.91.7-1.7-1.9-1.5-1-14.9-23.4-26.612.60.000.57.50.001.05-0.850.85-1.050.00-7.5-0.50.00-12.6-5.2-4.5-2.9-1.4-2-2.5-1.81.82.521.42.94.55.23418.9-52.472-0.50.45-71.671.6-0.450.5-7252.4-18.9-341层A柱底11.70.751层B柱底1层C柱底-0.75-11.71层D柱底ABCD恒荷载梁跨中弯矩层均布荷载MABMBCMCD跨中弯矩kN.mAB（kN/m）BC（kN/m）CD（kN/m）左右左右左右ABBCCD49.4417.89.4429.5649.7453.5153.5149.7429.5621.5226.621.52315.0323.3815.0355.871.5372.2172.2171.5355.833.83333.8215.0323.3815.0355.871.8871.7971.7971.8855.833.63333.6115.0323.3815.0352.437271.671.67252.4335.1833.635.18恒荷载梁剪力层均布荷载（kN/m）MABMBCMCDVABkNVBCkNVCDkNABBCCD左右左右左右左右左右左右49.4417.89.44-29.5649.74-53.5153.51-49.7429.5631.2-36.853.4-53.436.8-31.2315.0323.3815.03-55.871.53-72.2172.21-71.5355.851.9-56.370.14-70.1456.3-51.9215.0323.3815.03-55.871.88-71.7971.79-71.8855.851.9-56.370.14-70.1456.3-51.9115.0323.3815.03-52.4372-71.671.6-7252.4351.4-56.870.14-70.1456.8-51.4恒荷载柱剪力层A柱端弯矩kN.mB柱端弯矩kN.mC柱端弯矩kN.mD柱端弯矩kN.mA柱剪力kNB柱剪力kNC柱剪力kND柱剪力kN上下上下上下上下上下上下上下上下429.5628.153.891.78-3.89-1.78-29.56-28.15-14.8-14.8-1.45-1.451.451.4514.814.8327.727.3-0.120.50.12-0.5-27.7-27.3-14.1-14.1-0.1-0.10.10.114.114.1228.334-0.40.450.4-0.45-28.3-34-16-16-0.1-0.10.10.11616118.911.7-0.50.750.5-0.75-18.9-11.7-7.03-7.03-0.1-0.10.10.17.037.03恒荷载柱子轴力层柱集中荷载VABkNVBCkNVCDkN柱子轴力NA(kN)B(kN)C(kN)D(kN)左右左右左右A柱（kN）B柱（kN）C柱（kN）D柱（kN）4113.33118.05118.05113.3331.2-36.853.4-53.436.8-31.2144.53208.25208.25144.533148.25168.15168.15148.2551.9-56.370.14-70.1456.3-51.9344.68502.84502.84344.682148.25168.15168.15148.2551.9-56.370.14-70.1456.3-51.9544.83797.43797.43544.831148.25168.15168.15148.2551.4-56.870.14-70.1456.8-51.4744.481092.021092.02744.48活荷载作用下内力计算梁端弯矩M=ql2/12AB=7.2BC=6CD=7.2(m)层均布荷载MABMBCMCDAB（kN/m）BC（kN/m）CD（kN/m）左右左右左右40.661.880.66-2.852.85-5.645.64-2.852.8532.647.52.64-11.411.4-22.522.5-11.411.422.647.52.64-11.411.4-22.522.5-11.411.412.647.52.64-11.411.4-22.522.5-11.411.4二次分配-2.852.85-5.645.64-2.852.854层A柱顶4层AB梁左4层AB梁右4层B柱顶4层BC梁左4层BC梁右4层C柱顶4层CD梁左4层CD梁右4层D柱顶0.640.360.2650.470.2650.2650.470.2650.360.641.831.020.741.310.74-0.74-1.31-0.74-1.02-1.832.230.370.511.7-0.370.37-1.7-0.51-0.37-2.23-1.67-0.93-0.49-0.87-0.490.490.870.490.931.672.4-2.43.612.1-5.765.76-2.1-3.612.4-2.4-11.411.4-22.522.5-11.411.44层A柱底3层A柱顶3层AB梁左3层AB梁右3层B柱顶4层B柱底3层BC梁左3层BC梁右4层C柱底3层C柱顶3层CD梁左3层CD梁右3层D柱顶4层D柱底0.390.390.220.170.310.310.210.210.310.310.170.220.390.394.454.452.51.93.43.42.4-2.4-3.4-3.4-1.9-2.5-4.45-4.450.922.230.951.251.70.65-1.21.2-0.65-1.7-1.250.95-2.23-0.92-1.6-1.6-0.9-0.4-0.75-0.75-0.50.50.750.750.40.91.61.63.85.1-8.8514.154.353.3-21.821.8-3.3-4.35-14.158.85-5.13.8-11.411.4-22.522.5-11.411.43层A柱底2层A柱顶2层AB梁左2层AB梁右2层B柱顶3层B柱底2层BC梁左2层BC梁右3层C柱底2层C柱顶2层CD梁左2层CD梁右2层D柱顶3层D柱底0.390.390.220.170.310.310.210.210.310.310.170.220.390.394.454.452.51.93.43.42.4-2.4-3.4-3.4-1.9-2.5-4.45-4.452.232.350.951.251.81.7-1.21.2-1.7-1.8-1.250.95-2.35-2.23-2.1-2.1-0.9-0.6-1.1-1.1-0.70.71.11.10.60.92.12.14.584.6-8.8513.954.14-2222-4-4.1-13.958.85-4.6-4.58-11.411.4-22.522.5-11.411.42层A柱底1层A柱顶1层AB梁左1层AB梁右1层B柱顶2层B柱底1层BC梁左1层BC梁右2层C柱底1层C柱顶1层CD梁左1层CD梁右1层D柱顶2层D柱底0.410.360.230.180.260.330.230.230.330.260.180.230.360.414.74.12.622.93.62.6-2.6-3.6-2.9-2-2.6-4.1-4.72.230.0011.30.001.7-1.31.3-1.70.00-1.3-10.00-2.33-1.3-1.2-0.7-0.3-0.44-0.56-0.40.40.560.440.30.71.21.35.632.9-8.514.42.454.74-21.6-21.6-4.74-2.45-14.38.5-2.9-5.631层A柱底2.051.81层B柱底1层C柱底-1.8-2.051层D柱底ABCD活荷载梁跨中弯矩层均布荷载MABMBCMCD跨中弯矩kN.mAB（kN/m）BC（kN/m）CD（kN/m）左右左右左右ABBCCD40.661.880.662.43.615.765.763.612.41.22.71.232.647.52.648.8514.1521.821.814.158.855.611.955.622.647.52.648.8513.95222213.958.855.711.755.712.647.52.648.514.421.621.614.48.55.6512.155.65活荷载梁剪力层均布荷载（kN/m）MABMBCMCDVABkNVBCkNVCDkNABBCCD左右左右左右左右左右左右40.661.880.66-2.43.61-5.765.76-3.612.42.2-2.545.64-5.642.54-2.232.647.52.64-8.8514.15-21.821.8-14.158.858.76-10.2422.5-22.510.24-8.7622.647.52.64-8.8513.95-2222-13.958.858.79-10.2122.5-22.510.21-8.7912.647.52.64-8.514.4-21.621.6-14.48.58.68-10.3222.5-22.510.32-8.68活荷载柱剪力层A柱端弯矩kN.mB柱端弯矩kN.mC柱端弯矩kN.mD柱端弯矩kN.mA柱剪力kNB柱剪力kNC柱剪力kND柱剪力kN上下上下上下上下上下上下上下上下42.43.82.13.3-2.1-3.3-2.4-3.8-1.59-1.59-1.38-1.381.381.381.591.5935.14.584.354-4.35-4-5.1-4.58-2.48-2.48-2.14-2.142.142.142.482.4824.65.634.14.74-4.1-4.74-4.6-5.63-2.62-2.62-2.27-2.272.272.272.622.6212.92.052.451.8-2.45-1.8-2.9-2.05-1.14-1.14-0.98-0.980.980.981.141.14活荷载柱子轴力层柱集中荷载VABkNVBCkNVCDkN柱子轴力NA(kN)B(kN)C(kN)D(kN)左右左右左右A柱（kN）B柱（kN）C柱（kN）D柱（kN）45.948.828.825.942.2-2.545.64-5.642.54-2.28.1417178.14323.7635.2835.2823.768.76-10.2422.5-22.510.24-8.7640.6685.0285.0240.66223.7635.2835.2823.768.79-10.2122.5-22.510.21-8.7973.21153.01153.0173.21123.7635.2835.2823.768.68-10.3222.5-22.510.32-8.68105.65221.1221.1105.653.3、地震内力及侧移计算（1）屋面面荷载40厚细石混凝土保护层0.04×25=1kN/m2沥青卷材防水层0.15kN/m230厚挤塑聚苯板保温层2×0.03=0.06kN/m240厚1:8水泥膨胀珍珠岩2%找坡层（0.04+10.2×0.02/2）×10=1.42kN/m220厚1：3水泥砂浆0.02×20=0.4kN/m2110mm厚屋面板0.11×25=0.275kN/m210mm水泥砂浆抹灰0.01×20=0.2kN/m2总计荷载3.45kN/m2（2）楼面荷载地砖面层0.5kN/m2110mm混凝土板0.11×25=2.75kN/m210mm水泥砂浆抹灰0.01×20=0.2kN/m2总荷载3.45kN/m2（3）线荷载计算AB梁自重 0.3×0.6×25=4.5kN/mAB梁抹灰(0.6-0.11)×0.02×2×20=0.392kN/m合计 4.892kN/mBC梁自重0.3×0.6×25=4.5kN/mBC梁抹灰(0.6-0.11)×0.02×2×20=0.392kN/m合计 4.892kN/mCD梁自重 0.3×0.6×25=4.5kN/mCD梁抹灰(0.6-0.11)×0.02×2×20=0.392kN/m合计 4.892kN/m纵梁自重 0.3×0.6×25=4.5kN/m纵梁抹灰(0.6-0.11)×0.02×2×20=0.392kN/m合计 4.892kN/m次梁自重 0.25×0.5×25=3.125kN/m次梁抹灰(0.5-0.11)×0.02×2×20=0.315kN/m合计 3.47kN/m柱子自重 0.5×0.5×25=6.25kN/m柱子抹灰(0.5-0.11)×0.02×2×20=0.312kN/m合计 6.562kN/m（4）重力荷载计算AB梁=4.892×(7.2-0.5)=32.77kNBC=4.892×(6-0.5)=26.91kNCD=4.892×(7.2-0.5)=32.77kN纵梁=4.892×(6.6-0.5)=29.84kN次梁=3.44×(6.6-0.5)=20.97kN柱子=6.562×(3.9-0.11)=24.87kN首层柱子=6.562×(4.35-0.11)=27.82kN（5）重力荷载计算女儿墙自重=（5.5+4.3+12.2+3.9+7.2+5.3+3.95）×2×1×0.2×7.5=126.56kN女儿墙抹灰=（5.5+4.3+12.2+3.9+7.2+5.3+3.95）×0.02×20×2=33.88kN墙计算=0.2×7.5+2×0.02×20=2.3kN/m²（6）屋面及楼面可变荷载标准值：非上人屋面均布活荷载标准值0.5kN/m2楼面活荷载标准值2.0kN/m2屋面雪载标准值0.5kN/m2（7）重力荷载代表值Gi的计算（1）第一层：梁柱板：板=20.4×26.4×3.45=1858.032kN梁AB=32.77×5=163.85kNBC=26.91×5=134.55kNCD=32.77×5=163.85kN纵=29.84×16+20.97×12=729.08kN梁总计=1191.33kN标准层柱=26.91×20=538.8kN首层柱=27.82×20=556.4kN墙门窗首层墙=（46.4×2-0.5×14）×3.3-118.725）×2.3+（124-0.5×4）×3.3-29.4）×2.3=1160.615kN首层窗户计算：118.725×0.45=53.43kN首层门重计算：29.4×0.15=4.41kN标准层墙=（46.4×2-0.5×14）×3.3-118.725）×2.3+（124-0.5×4）×3.3-27.3）×2.3=1241.345kN标准层窗户计算：118.725×0.45=53.43kN标准层门重计算：27.3×0.15=4.095kN楼板活载计算：活载：26.4×2×20.4=1077.12kN由上面计算可知，一层重力荷载代表值为：G1=1858.032+1191.33+（556.4+538.8+1160.615+1241.345+53.43+53.43+4.41+4.095+1077.12）×0.5=5142.55KN第二层：梁柱板：板=20.4×26.4×3.45=1858.032kN梁AB=32.77×5=163.85kNBC=26.91×5=134.55kNCD=32.77×5=163.85kN纵=29.84×16+20.97×12=729.08kN梁总计=1191.33kN标准层柱=26.91×20=538.8kN墙门窗标准层墙=（46.4×2-0.5×14）×3.3-118.725）×2.3+（124-0.5×4）×3.3-27.3）×2.3=1241.345kN标准层窗户计算：118.725×0.45=53.43kN标准层门重计算：27.3×0.15=4.095kN楼板活载计算：活载：26.4×2×20.4=1077.12kN由上面计算可知，二层重力荷载代表值为：G2=1858.032+1191.33+（538.8+538.8+1241.345+1241.345+53.43+53.43+4.095+4.095+1077.12）×0.5=5173.952KN第三层：梁柱板：板=20.4×26.4×3.45=1858.032kN梁AB=32.77×5=163.85kNBC=26.91×5=134.55kNCD=32.77×5=163.85kN纵=29.84×16+20.97×12=729.08kN梁总计=1191.33kN标准层柱=26.91×20=538.8kN墙门窗标准层墙=（46.4×2-0.5×14）×3.3-118.725）×2.3+（124-0.5×4）×3.3-27.3）×2.3=1241.345kN标准层窗户计算：118.725×0.45=53.43kN标准层门重计算：27.3×0.15=4.095kN楼板活载计算：活载：26.4×2×20.4=1077.12kN由上面计算可知，三层重力荷载代表值为：G3=1858.032+1191.33+（538.8+538.8+1241.345+1241.345+53.43+53.43+4.095+4.095+1077.12）×0.5=5173.952KN第四层：梁柱板：板=20.4×26.4×3.45=1858.032kN梁AB=32.77×5=163.85kNBC=26.91×5=134.55kNCD=32.77×5=163.85kN纵=29.84×16+20.97×12=729.08kN梁总计=1191.33kN标准层柱=26.91×20=538.8kN墙门窗标准层墙=（46.4×2-0.5×14）×3.3-118.725）×2.3+（124-0.5×4）×3.3-27.3）×2.3=1241.345kN标准层窗户计算：118.725×0.45=53.43kN标准层门重计算：27.3×0.15=4.095kN活载计算：活载：26.4×0.5×20.4=1077.12kN由上面计算可知，四层重力荷载代表值为：G4=1858.032+1191.33+（538.8+1241.345+53.43+4.095+1077.12）×0.5+126.56+33.88=4415.557kN结果如下所示：横梁线刚度ib的计算表梁截面(m)跨度(m)ib=EcI0/l(kN/m)中框架边框架AB0.3×0.67.2225004500033750BC0.3×0.66270005400040500CD0.3×0.67.2225004500033750柱ic：层层高（m）截面(m)截面惯性矩(m4)线刚度43.90.5×0.50.00524000033.90.5×0.50.00524000023.90.5×0.50.00524000014.350.5×0.50.005232862柱的侧移刚度D值计算：中跨首层柱截面(m)层高(m)线刚度KαD=α×12ic/h2A0.5×0.54.35328621.370.5511462B0.5×0.54.35328623.010.714588C0.5×0.54.35328623.010.714588D0.5×0.54.35328621.370.5511462中跨2-4层柱截面(m)层高(m)线刚度KαD=α×12ic/h2A0.5×0.53.94000020.515779B0.5×0.53.9400004.950.7122406C0.5×0.53.9400004.950.7122406D0.5×0.53.94000020.515779边跨首层柱截面(m)层高(m)线刚度KαD=α×12ic/h2A0.5×0.54.35328621.030.510420B0.5×0.54.35328622.260.6513546C0.5×0.54.35328622.260.6513546D0.5×0.54.35328621.030.510420边跨2-4层柱截面(m)层高(m)线刚度KαD=α×12ic/h2A0.5×0.53.9400001.690.4614512B0.5×0.53.9400003.710.6520512C0.5×0.53.9400003.710.6520512D0.5×0.53.9400001.690.4614512柱侧移刚度之和层中跨数目边跨数目∑D4763703700482369206376370370048236920627637037004823692061521003479322252164结构基本自震周期T1的计算层各层重量KN总重量KN各层刚度∑Di△μi=∑G/∑Diμm44415.5574415.5573692060.01190.149435173.95210316.5023692060.02790.137525173.95215490.4543692060.04190.120815142.5519906.0112521640.07890.0789T1=1.7×0.7×√0.15=0.461,4Tg=1.4×0.3=0.49s横向水平地震作用的计算7度抗震，地震影响系数0.08。于基本自震周期的α1的值为0.0832水平地震作用值为Fek=α1Geq=0.0832×0.85×19906.011=1407.75kN各质点分配的地震作用为：层Gi/kNHi/mH/MGHGiHi/∑GjHjFi/kNVi/kN44415.5573.916.0570869.680.356501.16501.1635173.9523.912.1562863.520.316444.85946.0125173.9523.98.2542685.10.215302.671248.6815142.554.354.3522370.090.113159.071407.75各层水平地震作用4、水平地震荷载作用下的结构形变验算本结构变形计算如下表所示：层剪力Vi/kN刚度层间位移△μiH/mθe=△μi/hi4501.163692060.00143.90.00013946.013692060.00263.90.000121248.683692060.00333.90.001111407.752521640.00564.350.0012由表可知，最大层间弹性位移发生在第一层，0.00121/450，满足要求。地震荷载作用下柱剪力计算层D(KN/MA柱D(KN/MB柱D(KN/MC柱D(KN/MD柱∑D(KN/MVI/KNVK=VID/∑DVAVBVCVD415779224062240615779369206501.1621.4130.430.421.41315779224062240615779369206946.0140.4357.457.440.432157792240622406157793692061248.6853.3675.875.853.361114621458814588114622521641407.7563.981.481.463.9柱端弯矩的计算层m)Hkn）VAKN.m)MAVBMBVCMCVDMD上下上下上下上下43.921.41-41.75-41.7530.4-59.28-59.2830.4-59.28-59.2821.41-41.75-41.7533.940.43-78.83-78.8357.4-111.93-111.9357.4-111.93-111.9340.43-78.83-78.8323.953.36-104.52-104.5275.8-147.81-147.8175.8-147.81-147.8153.36-104.52-104.5214.3563.9-92.665-185.3381.4-118.03-236.0681.4-118.03-236.0663.9-92.665-185.33梁端弯矩层数MABMBCMCD左右左右左右441.7526.9533.1533.1526.9541.753120.5877.8293.3893.3877.82120.582183.35118.06141.67141.67118.06183.351197.18138.3165.96165.96138.3197.18梁端剪力V=M/LAB=7.2mBC=6mCD=7.2mM为梁两端弯矩之和剪力层VAB（kN）VBC（kN）VCD（kN）4-9.54-11.05-9.543-27.55-31.13-27.552-41.86-47.21-41.861-46.6-55.32-46.6地震作用下柱轴力轴力层A（kN）B（kN）C（kN）D（kN）4-9.54-1.511.519.543-37.09-5.095.0937.092-78.95-10.4410.4478.951-125.55-19.1619.16125.553.4、风荷载作用下框架内力侧移计算1、风荷载计算层次βzμsH（m）μzW0（kN/m2）Pw（kN）411.316.051.150.8522.5311.312.151.050.8527.15211.38.2510.8525.86111.34.3510.8527.35柱剪力层D(KN/MA柱D(KN/MB柱D(KN/MC柱D(KN/MD柱∑D(KN/MVI/KNVK=VID/∑DVAVBVCVD4157792240622406157797637022.54.656.66.64.653157792240622406157797637049.6510.2314.614.610.232157792240622406157797637075.5115.622.222.215.611146214588145881146252100102.8622.6328.828.822.63柱端弯矩计算层m)Hkn）VAKN.m)MAVBMBVCMCVDMD上下上下上下上下43.94.65-9.07-9.076.6-9.9-9.96.6-9.9-9.94.65-9.07-9.0733.910.23-19.95-19.9514.6-28.47-28.4714.6-28.47-28.4710.23-19.95-19.9523.915.6-30.42-30.4222.2-43.29-43.2922.2-43.29-43.2915.6-30.42-30.4214.3522.63-32.8-65.628.8-41.76-83.5228.8-41.76-83.5222.63-32.8-65.6梁端弯矩层数MABMBCMCD左右左右左右49.074.55.45.44.59.07329.0218.7422.1622.1618.7429.02250.3732.6239.1439.1432.6250.37163.2238.4846.1846.1838.4863.22梁端剪力V=M/LAB=7.2mBC=6mCD=7.2mM为梁端弯矩之和剪力层VAB（kN）VBC（kN）VCD（kN）4-1.88-1.8-1.883-6.63-7.4-6.632-11.53-13.05-11.531-14.13-15.4-14.13风荷载作用下柱轴力轴力层A（kN）B（kN）C（kN）D（kN）4-1.88-0.080.081.883-8.51-0.850.858.512-20.04-2.372.3720.041-34.17-3.643.6434.173.5内力组合组合11.2恒+1.4活+0.84风21.35恒+0.98活31.2恒+0.6活+1.3地梁端调幅系数0.8AB梁：位置类别恒载活载左风载左震荷载组合1组合2组合3第四层左M-23.65-1.929.0741.75-23.4492-33.809124.743V31.22.2-1.88-9.5438.940844.27626.358跨中M29.451.80037.8641.521536.42右M-39.95-2.884.526.95-48.192-56.7549-14.633V-36.8-2.54-1.88-9.54-49.2952-52.1692-58.086第三层左M-44.64-7.0829.02120.58-39.1032-67.202498.938V51.98.76-6.63-27.5568.974878.649831.721跨中M46.917.90067.35271.070561.032右M-57.22-11.3218.7477.82-68.7704-88.340625.71V-56.3-10.24-6.63-27.55-87.4652-86.0402-109.519第二层左M-44.64-7.0850.37183.35-21.1692-67.2024180.539V51.98.79-11.53-41.8664.900878.679213.136跨中M46.717.980067.22470.878960.84右M-57.22-11.1632.62118.06-56.8872-88.183878.118V-56.3-10.21-11.53-41.86-91.5392-86.0108-128.104第一层左M-41.9-6.863.22197.18-6.6952-63.229201.974V51.48.68-14.13-46.661.962877.89646.308跨中M47.627.940068.2672.068261.908右M-57.6-11.5238.48138.3-52.9248-89.0496103.758V-56.8-10.32-14.13-46.6-94.4772-86.7936-134.932BC梁：位置类别恒载活载左风载左震荷载组合1组合2组合3第四层左M-42.8-4.65.433.15-53.264-62.288-11.025V53.45.64-1.8-11.0570.46477.617253.099跨中M37.3023.8520050.155254.1326647.0736右M-42.8-4.6-1.833.15-59.312-62.288-11.025V-53.4-5.645.4-11.05-67.44-77.6172-81.829第三层左M-57.76-17.422.1693.38-75.0576-95.02841.642V70.1422.5-7.4-31.13109.452116.73957.199跨中M47.4216.310079.73880.000866.69右M-57.76-17.4-7.493.38-99.888-95.02841.642V-70.14-22.522.16-31.13-97.0536-116.739-138.137第二层左M-57.4-17.639.14141.67-60.7944-95.028104.419V70.1422.5-13.05-47.21104.706116.73936.295跨中M47.3616.150079.73880.000866.69右M-57.4-17.639.14141.67-60.7944-95.028104.419V-70.14-22.5-13.05-47.21-126.63-116.739-159.041第一层左M-57.28-17.2846.18165.96-54.1368-94.2624136.644V70.1422.5-15.4-55.32102.732116.73925.752跨中M47.9216.470080.56280.832667.386右M-57.28-17.2846.18165.96-54.1368-94.2624136.644V-70.14-22.5-15.4-55.32-128.604-116.739-169.584CD梁：位置类别恒载活载左风载左震荷载组合1组合2组合3第四层右M-23.65-1.929.0741.75-23.4492-33.809124.743V31.22.2-1.88-9.5438.940844.27626.358跨中M29.451.80037.8641.521536.42左M-39.95-2.884.526.95-48.192-56.7549-14.633V-36.8-2.54-1.88-9.54-49.2952-52.1692-58.086第三层右M-44.64-7.0829.02120.58-39.1032-67.202498.938V51.98.76-6.63-27.5568.974878.649831.721跨中M46.917.90067.35271.070561.032左M-57.22-11.3218.7477.82-68.7704-88.340625.71V-56.3-10.24-6.63-27.55-87.4652-86.0402-109.519第二层右M-44.64-7.0850.37183.35-21.1692-67.2024180.539V51.98.79-11.53-41.8664.900878.679213.136跨中M46.717.980067.22470.878960.84左M-57.22-11.1632.62118.06-56.8872-88.183878.118V-56.3-10.21-11.53-41.86-91.5392-86.0108-128.104第一层右M-41.9-6.863.22197.18-6.6952-63.229201.974V51.48.68-14.13-46.661.962877.89646.308跨中M47.627.940068.2672.068261.908左M-57.6-11.5238.48138.3-52.9248-89.0496103.758V-56.8-10.32-14.13-46.6-94.4772-86.7936-134.932AB梁：位置类别恒载活载右风载右震荷载组合1组合2组合3第四层左M-23.65-1.92-9.07-41.75-38.6868-33.8091-83.807V31.22.21.889.5442.099244.27651.162跨中M29.451.80037.8641.521536.42右M-39.95-2.88-4.5-26.95-55.752-56.7549-84.703V-36.8-2.541.889.54-46.1368-52.1692-33.282第三层左M-44.64-7.08-29.02-120.58-87.8568-67.2024-214.57V51.98.766.6327.5580.113278.6498103.351跨中M46.917.90067.35271.070561.032右M-57.22-11.32-18.74-77.82-100.2536-88.3406-176.622V-56.3-10.246.6327.55-76.3268-86.0402-37.889第二层左M-44.64-7.08-50.37-183.35-105.7908-67.2024-296.171V51.98.7911.5341.8684.271278.6792121.972跨中M46.717.980067.22470.878960.84右M-57.22-11.16-32.62-118.06-111.6888-88.1838-228.838V-56.3-10.2111.5341.86-72.1688-86.0108-19.268第一层左M-41.9-6.8-63.22-197.18-112.9048-63.229-310.694V51.48.6814.1346.685.701277.8964127.468跨中M47.627.940068.2672.068261.908右M-57.6-11.52-38.48-138.3-117.5712-89.0496-255.822V-56.8-10.3214.1346.6-70.7388-86.7936-13.772BC梁：位置类别恒载活载右风载右震荷载组合1组合2组合3第四层左M-42.8-4.6-5.4-33.15-62.336-62.288-97.215V53.45.641.811.0573.48877.617281.829跨中M37.3023.8520050.155254.1326647.0736右M-42.8-4.61.8-33.15-56.288-62.288-97.215V-53.4-5.64-5.411.05-76.512-77.6172-53.099第三层左M-57.76-17.4-22.16-93.38-112.2864-95.028-201.146V70.1422.57.431.13121.884116.739138.137跨中M47.4216.310079.73880.000866.69右M-57.76-17.47.4-93.38-87.456-95.028-201.146V-70.14-22.5-22.1631.13-134.2824-116.739-57.199第二层左M-57.4-17.6-39.14-141.67-126.5496-95.028-263.923V70.1422.513.0547.21126.63116.739159.041跨中M47.3616.150079.73880.000866.69右M-57.4-17.6-39.14-141.67-126.5496-95.028-263.923V-70.14-22.513.0547.21-104.706-116.739-36.295第一层左M-57.28-17.28-46.18-165.96-131.7192-94.2624-294.852V70.1422.515.455.32128.604116.739169.584跨中M47.9216.470080.56280.832667.386右M-57.28-17.28-46.18-165.96-131.7192-94.2624-294.852V-70.14-22.515.455.32-102.732-116.739-25.752CD梁：位置类别恒载活载右风载右震荷载组合1组合2组合3第四层右M-23.65-1.92-9.07-41.75-38.6868-33.8091-83.807V31.22.21.889.5442.099244.27651.162跨中M29.451.80037.8641.521536.42左M-39.95-2.88-4.5-26.95-55.752-56.7549-84.703V-36.8-2.541.889.54-46.1368-52.1692-33.282第三层右M-44.64-7.08-29.02-120.58-87.8568-67.2024-214.57V51.98.766.6327.5580.113278.6498103.351跨中M46.917.90067.35271.070561.032左M-57.22-11.32-18.74-77.82-100.2536-88.3406-176.622V-56.3-10.246.6327.55-76.3268-86.0402-37.889第二层右M-44.64-7.08-50.37-183.35-105.7908-67.2024-296.171V51.98.7911.5341.8684.271278.6792121.972跨中M46.717.980067.22470.878960.84左M-57.22-11.16-32.62-118.06-111.6888-88.1838-228.838V-56.3-10.2111.5341.86-72.1688-86.0108-19.268第一层右M-41.9-6.8-63.22-197.18-112.9048-63.229-310.694V51.48.6814.1346.685.701277.8964127.468跨中M47.627.940068.2672.068261.908左M-57.6-11.52-38.48-138.3-117.5712-89.0496-255.822V-56.8-10.3214.1346.6-70.7388-86.7936-13.772A、D柱：层位置类别恒载活载左风载左震荷载组合1组合2组合3四柱顶M29.562.4-9.07-41.7531.213242.258-17.363N144.58.14-1.88-9.54183.2168203.0522165.882V-14.8-1.594.6521.41-16.08-21.53829.119柱底M28.153.8-9.07-41.7531.481241.7265-18.215N144.58.14-1.88-9.54183.2168203.0522165.882三柱顶M27.75.1-19.95-78.823.62242.393-66.14N344.6840.66-8.51-37.09463.3916505.1648389.795V-14.1-2.4810.2340.43-11.7988-21.465434.151柱底M27.34.58-19.95-78.822.41441.3434-66.932N344.2840.66-8.51-37.09462.9116504.6248389.315二柱顶M28.34.6-30.42-104.5214.847242.713-99.156N544.8373.21-20.04-78.95739.4564807.2663595.087V-16-2.6215.653.36-9.764-24.167648.596柱底M345.63-30.42-104.5223.129251.4174-91.698N544.8373.21-20.04-78.95739.4564807.2663595.087一柱顶M18.92.9-32.8-92.665-0.81228.3