建筑地震荷載計算過程案例1700字

建筑地震荷載計算過程案例綜述目錄TOC\o"1-3"\h\u13591建筑地震荷載計算過程案例綜述 177951.1結(jié)構(gòu)基本自振周期計算過程 1178151.2水平地震及層間剪力計算 1257181.3水平地震作用下層間位移驗算 2207731.4水平地震作用下框架內(nèi)力計算 31.1結(jié)構(gòu)基本自振周期計算過程結(jié)構(gòu)基本周期的計算采用的是頂點位移法，對于質(zhì)量沿高度范圍分布均勻的剪切型懸臂構(gòu)件，可按下式計算。uT可以按照下列公式計算：結(jié)構(gòu)頂點假想位移計算見下表：表1.16結(jié)構(gòu)頂點的假想位移計算樓層Gi(kN)Vi(kN)ΣDi(N/mm)Δui(mm)uT(mm)11570.248536.1910581680.6780.6721451.566961.9612939053.84134.5131451.565510.3912939041.59177.1041451.564054.8312939031.34208.4451451.562599.2712939020.09228.5361143.701143.701293908.84237.37從表中可以得出uT=0.24m，所以結(jié)構(gòu)自振周期為：T1=1.7φT√uT=1.7×0.6×√0.24=0.497s1.2水平地震及層間剪力計算采用底部剪力法進行計算水平地震作用該工程項目的抗震設(shè)防烈度為7度（0.10g），可查得αmax=0.08；Ⅲ類場地，設(shè)計地震分組為第二組，可查的Tg=0.55s。結(jié)構(gòu)等效重力荷載代表值：χ—結(jié)構(gòu)總重力荷載等效系數(shù)，取0.85；∑Gi—結(jié)構(gòu)總重力；Geq—結(jié)構(gòu)等效重力荷載；故Geq=0.85×8536.19=7251.76kN由于0.1s<T1=0.497s<Tg=0.55s，故α=0.08采用底部剪力法時，結(jié)構(gòu)的水平地震作用標準值可按下式進行計算：故FEk=0.08×7251.76=580.46kN已知Tg=0.55s，T1=0.497s≤1.4Tg=0.77s，按照建筑抗震設(shè)計規(guī)范表1.1，頂部附加地震作用系數(shù)δn=0，故δn=0。根據(jù)建筑抗震設(shè)計規(guī)范1.1，頂部附加水平地震作用可按下式計算：故?Fn=0×580.46=0kN根據(jù)建筑抗震設(shè)計規(guī)范1.1，可以按下式算出作用在結(jié)構(gòu)各樓層上的水平地震作用。各樓層剪力為Vi=∑Fi，具體計算過程見下表：表1.17各質(zhì)點橫向水平地震作用及樓層地震剪力計算樓層Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GiHiFi(kN)Vi(kN)11.051570.247929.710.07644.11581.0328.051451.5611717.260.11361.59536.92311.051451.5616083.940.15589.97471.33414.051451.5620450.620.197114.35381.36517.051451.5624817.300.239138.73267.01620.051143.7022931.190.221128.28128.281.3水平地震作用下層間位移驗算水平地震作用下層間位移頂點位移各層層間彈性位移角hi—每一層柱高；計算過程及結(jié)構(gòu)見下表：表1.18橫向水平地震作用下的位移驗算樓層Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)hi(mm)θe1581.031058161.491.4950500.0010871292536.921293904.159.6430000.0013833333471.331293903.6413.2830000.0012133334381.361293901.9516.2330000.0009833335267.011293901.0618.2930000.0006866676128.281293900.9919.2830000.00033根據(jù)《建筑抗震設(shè)計規(guī)范》（GB50011-2010）1.1，鋼筋混凝土框架彈性層間位移角限值為1/550。1.4水平地震作用下框架內(nèi)力計算其計算原理與風荷載相同，地震荷載作用下柱端剪力按如下計算:地震荷載作用下的上下柱端彎矩按如下計算：表1.19A柱端彎矩及剪力計算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816243170.23133.644.340.7194.885802536.92129390232060.17996.111.681.32126.87161.463471.33129390232060.17984.371.21.8151.87101.244381.36129390232060.17968.260.721.28151.6349.155267.01129390232060.17947.790.241.76131.911.476128.28129390232060.17921.96-0.513.5180.59-11.71表1.20B柱端彎矩及剪力計算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816285910.27156.883.691.36213.36578.892536.92129390414890.321171.351.531.47253.35263.73471.33129390414890.321151.31.21.8271.34181.564381.36129390414890.321121.420.991.01246.06121.25267.01129390414890.32181.710.691.31197.9959.146128.28129390414890.32141.180.211.79114.898.65表1.21C柱端彎矩及剪力計算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816285910.27156.883.691.36213.36578.892536.92129390414890.321171.351.531.47253.35263.73471.33129390414890.321151.31.21.8271.34181.564381.36129390414890.321121.420.991.01246.06121.25267.01129390414890.32181.710.691.31197.9959.146128.28129390414890.32141.180.211.79114.898.65表1.22D柱端彎矩及剪力計算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816243170.23133.644.340.7194.885802536.92129390232060.17996.111.681.32126.87161.463471.33129390232060.17984.371.21.8151.87101.244381.36129390232060.17968.260.721.28151.6349.155267.01129390232060.17947.790.241.76131.911.476128.28129390232060.17921.96-0.513.5180.59-11.71由節(jié)點平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點左右梁端彎矩之和按左右梁的線剛度比例分配，可求出各梁端彎矩，進而由梁的平衡求出梁端剪力。地震荷載作用下的梁端彎矩、軸力、剪力按下式計算：表1.23A柱節(jié)點處梁端彎矩計算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)103.7594.885800256.34203.75126.87161.460228.11303.75151.87101.240201.02403.75151.6349.150167.1503.75131.911.470120.19603.7580.59-11.71080.59表1.24B柱節(jié)點處梁端彎矩計算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.753.33213.36578.89251.68224.3823.753.33253.35263.7230.35204.5633.753.33271.34181.56208.44181.143.753.33246.06121.2161.65143.5553.753.33197.9959.14109.4597.1963.753.33114.898.6560.8554.04表1.25C柱節(jié)點處梁端彎矩計算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.333.75213.36578.89224.38251.6823.333.75253.35263.7204.56230.3533.333.75271.34181.56181.1208.4443.333.75246.06121.2143.55161.6553.333.75197.9959.1497.19109.4563.333.75114.898.6554.0460.85表1.26D柱節(jié)點處梁端彎矩計算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.75094.88580256.34023.750126.87161.46228.11033.750151.87101.24201.02043.750151.6349.15167.1053.750131.911.47120.19063.75080.59-11.7180.590表1.27梁端剪力及柱軸力計算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)17.21.47.270.7186.9870.7-288.44-468.91468.91288.4427.21.47.263.68170.4763.68-217.74-351.