《楼宇结构设计中水平地震作用下内力计算案例综述》2400字

楼宇结构设计中水平地震作用下内力计算案例综述目录TOC\o"1-2"\h\u11089楼宇结构设计中水平地震作用下内力计算案例综述 1123741.1重力荷载代表值计算 1272323．梁荷载计算 1159755．门、窗荷载计算 2254856．墙体荷载计算 2228677．重力荷载代表值计算 2116591.2自振周期计算 383751.3水平地震作用下剪力计算 316411.4地震作用下变形验算 4111741.5地震作用下剪重比验算 5156521.6地震作用下柱剪力计算 5144551.7地震作用下柱弯矩计算 6237501.8地震作用下梁端弯矩计算 7317311.9地震作用下梁剪力及柱轴力计算 81.1重力荷载代表值计算1．板恒载计算4层：51×18×5.3=4865.40kN2~3层：(51×18-7.2×7.2)×3.95+7.2×7.2×3.95=3626.10kN1层：(51×18-7.2×7.2)×3.95+7.2×7.2×3.95=3626.10kN2．板活载计算4层：51×18×2=1836kN2~3层：(51×18-7.2×7.2)×2.0+51×3.00×2.5+7.2×7.2×3.5=1990.26kN1层：(51×18-7.2×7.2)×2.0+51×3.00×2.5+7.2×7.2×3.5=1990.26kN3．梁荷载计算4层：0.30×0.65×51×4×25×1.05+0.30×0.65×7.2×18×25×1.05+0.30×0.45×3.00×9×25×1.05+0.25×0.50×7.2×12×25×1.05=2086.80kN2~3层：0.30×0.65×51×4×25×1.05+0.30×0.65×7.2×18×25×1.05+0.30×0.45×3.00×9×25×1.05+0.25×0.50×7.2×12×25×1.05=2086.80kN1层：0.30×0.65×51×4×25×1.05+0.30×0.65×7.2×18×25×1.05+0.30×0.45×3.00×9×25×1.05+0.25×0.50×7.2×12×25×1.05=2086.80kN5．门、窗荷载计算4层：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN2~3层：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN1层：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN6．墙体荷载计算屋面层女儿墙：(1.5×51×2+1.5×18×2)×2.800=579.60kN4层外墙：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN2~3层外墙：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN1层外墙：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN4层内墙：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN2~3层内墙：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN1层内墙：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN7．重力荷载代表值计算重力荷载代表值取结构和构配件自重标准值与可变荷载的组合值之和，集中在各楼层标高处。重力荷载代表值为各层楼面上的重力荷载代表值及上下各半层的门、窗、墙、柱等重量(其中女儿墙荷载全部计入顶层重力荷载)。4865.40+1836/2+2086.80+997.92/2+64.18/2+579.60+951.89/2+2124.72/2=10683.58kN3626.10+1990.26/2+2086.80+997.92/2+997.92/2+64.18/2+64.18/2+951.89/2+951.89/2+2124.72/2+2124.72/2=11175.59kN3626.10+1990.26/2+2086.80+997.92/2+1360.8/2+64.18/2+64.18/2+951.89/2+951.89/2+2124.72/2+2124.72/2=11337.19kN图4-11重力荷载代表值1.2自振周期计算；；框架结构的自振周期采用顶点位移法计算，计算过程用表格的形式列出。表4-23结构顶点位移计算层号410683.5810683.587226160.0147850.1610311175.5921859.177226160.0302500.1462211175.5933034.767226160.0457160.1159111337.1944371.946318540.0702250.0702由计算基本周期取，由表可知0.1610m，所以=0.477s1.3水平地震作用下剪力计算各楼层刚度分布较均匀，没有刚度突变，宜采用底部剪力法对其进行地震力计算，通过对建筑物工程地点查询《EQ建筑抗震设计规范》可知，该地区抗震设防烈度为7度(0.10g)，场地类别为Ⅱ类，设计地震分组为第二组，特征周期0.40s。对于地震影响系数;当0.1<＜时，；当<＜时，=0.0682用底部剪力法计算水平地震作用，即结构等效总重力荷载：0.85×44371.97=37716.15kN由于＜1.4×0.40=0.56s因此顶部附加地震作用系数=0470956.20kN·m0×2572.99=0kNEQ框架横向水平地震作用标准值计算公式如下结构底部：结构最顶层：其他层：表4-24水平地震剪力计算层号416.610683.58176813.22965.99965.99312.6511175.59141371.22772.361738.3528.7511175.5997786.41534.242272.5814.8511337.1954985.35300.402572.991.4地震作用下变形验算EQ水平地震作用下框架结构的层间位移按下式计算各楼层的层间位移均小于1/550，故各楼层均满足要求。表4-25位移验算层号4965.997226161.3373.91/291731738.357226162.4063.91/162122272.587226163.1453.91/124012572.996318544.0724.851/11911.5地震作用下剪重比验算根据规范可知，任一楼层的地震剪力与楼层的比例（剪重比）要满足一定的限值，公式如下所示：——第i层水平地震剪力标准值；——为剪力系数；——第j层的重力荷载代表值；表4-26剪重比验算层号剪重比剪重比限值4965.9910683.580.0900.01631738.3521859.170.08022272.5833034.760.06912572.9944371.940.058各楼层剪重比均满足要求。1.6地震作用下柱剪力计算EQ水平荷载内力计算采用D值法，将对应层的层间剪力根据抗侧刚度分配每根柱子，剪力分配公式，EQVi为柱子的剪力EQDi为对应柱子的抗侧刚度EQ∑Di为某层柱子抗侧刚度总和EQF为水平荷载作用下的层间剪力。表4-27水平地震作用下柱剪力层号柱轴号4A16788722616.01965.9922.44B25049722616.01965.9933.48C25049722616.01965.9933.48D16788722616.01965.9922.443A16788722616.011738.3540.39B25049722616.011738.3560.26C25049722616.011738.3560.26D16788722616.011738.3540.392A16788722616.012272.5852.80B25049722616.012272.5878.78C25049722616.012272.5878.78D16788722616.012272.5852.801A16184631853.932572.9965.90B19633631853.932572.9979.95C19633631853.932572.9979.95D16184631853.932572.9965.901.7地震作用下柱弯矩计算反弯点即为弯矩为零的点，反弯点的位置主要由梁柱线刚度、上下层的层高、以及上下层梁线刚度等因素决定。各层柱反弯点，通过查表计算，如下所示：表4-28反弯点高度比y计算结果层号A轴线边柱B轴线中柱C轴线中柱D轴线边柱40.3000.3880.3880.30030.4000.4500.4500.40020.5000.4880.4880.50010.6500.5770.5770.650柱端弯矩计算公式：；、EQ分别为柱下、上端弯矩；为柱子剪力；为柱反弯点高度比以1层A柱为例，进行详细的过程演算，其余如下表格形式列出。-4.85×0.65×65.9=-207.76kN.m-4.85×0.35×65.9=-111.87kN.m表4-29柱下端弯矩计算层号柱号(m)(kN)(kN.m)4A3.90.30022.44-26.26B3.90.38833.48-50.69C3.90.38833.48-50.69D3.90.30022.44-26.263A3.90.40040.39-63.00B3.90.45060.26-105.75C3.90.45060.26-105.75D3.90.40040.39-63.002A3.90.50052.80-102.96B3.90.48878.78-149.97C3.90.48878.78-149.97D3.90.50052.80-102.961A4.850.65065.90-207.76B4.850.57779.95-223.70C4.850.57779.95-223.70D4.850.65065.90-207.76表4-30柱上端弯矩计算层号柱号(m)(kN)(kN.m)4A3.90.70022.44-61.27B3.90.61233.48-79.90C3.90.61233.48-79.90D3.90.70022.44-61.273A3.90.60040.39-94.51B3.90.55060.26-129.25C3.90.55060.26-129.25D3.90.60040.39-94.512A3.90.50052.80-102.96B3.90.51278.78-157.26C3.90.51278.78-157.26D3.90.50052.80-102.961A4.850.35065.90-111.87B4.850.42379.95-164.05C4.850.42379.95-164.05D4.850.35065.90-111.871.8地震作用下梁端弯矩计算节点梁端弯矩计算公式：梁左弯矩:梁右弯矩:、EQ为节点左、右梁端弯矩EQ分别为节点上、下端柱弯矩EQ为节点左右梁线刚度表4-31梁端弯矩计算(kN·m)层号AB梁左AB梁右BC梁左BC梁右CD梁左CD梁右461.2744.4835.4235.4244.4861.273120.76100.1779.7779.77100.17120.762165.96146.41116.60116.60146.41165.961214.83174.81139.21139.21174.81214.83图4-12地震作用下弯矩图(kN.m)1.9地震作用下梁剪力及柱轴力计算水平荷载梁剪力、EQ分别为梁左、右端弯矩，l为梁计算跨度以1层AB跨梁为例，进行详细的过程演算，其余如下表格形式列出。-(214.83+174.81)/7.2=-54.12kN表4-32梁剪力计算(kN)层号梁跨l(m)M左(kN.m)M右(kN.m)(kN)4AB7.261.2744.48-14.69BC335.4235.42-23.61CD7.261.2744.48-14.693AB7.2120.76100.17-30.69BC379.7779.77-53.18CD7.2120.76100.17-30.692AB7.2165.9648.00-29.72BC3116.60116.60-77.73CD7.2165.9648.00-29.721AB7.2214.83174.81-54.12BC3139.21139.21-92.81CD7.2