建筑結(jié)構(gòu)水平荷載計(jì)算過程綜述目錄TOC\o"1-3"\h\u17596建筑結(jié)構(gòu)水平荷載計(jì)算過程綜述 1320171.1風(fēng)荷載計(jì)算 15631.1.1荷載計(jì)算 186691.1.2風(fēng)荷載位移驗(yàn)算 2187791.1.3內(nèi)力計(jì)算 3175001.2地震荷載計(jì)算 9123161.1.1結(jié)構(gòu)基本自振周期計(jì)算過程 97781.1.2水平地震及層間剪力計(jì)算 96091.1.3水平地震作用下層間位移驗(yàn)算 10112351.1.4水平地震作用下框架內(nèi)力計(jì)算 111.1風(fēng)荷載計(jì)算1.1.1荷載計(jì)算根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB5009-2012）8.1，垂直于建筑物表面上的風(fēng)荷載標(biāo)準(zhǔn)值，應(yīng)按下式確定，其中w0=0.3kN/m2，地面粗糙度為B類。為簡(jiǎn)化計(jì)算，通常將外墻面的風(fēng)荷載以集中力的形式等效加在樓面處。需要注意的是，底層高度Hi是底層層高與室內(nèi)外高差之和，μz的計(jì)算則是通過GB50009-2012建筑結(jié)構(gòu)荷載規(guī)范中表8.1.1進(jìn)行線性插值計(jì)算，hi以及hj則是以每一層樓板處位置作為參照的上下柱高，如圖1.1所示。圖1.1上下層柱高示意圖計(jì)算如下表所示：表1.1風(fēng)荷載的結(jié)構(gòu)荷載計(jì)算表格樓層Hi(m)μzμsw0βzwk

(kN/m2)hi(m)hj(m)B(m)Wk(kN)14.051.001.30.31.000.394.0537.810.7227.051.001.30.31.000.39337.89.13310.051.001.30.31.000.39337.89.13413.051.081.30.31.000.42337.89.83516.051.151.30.31.000.45337.810.53619.051.211.30.31.000.4731.807.88.801.1.2風(fēng)荷載位移驗(yàn)算風(fēng)荷載作用下的框架的層間位移可按如下計(jì)算：各層樓板標(biāo)高處側(cè)移值是該層以下各層層間側(cè)移之和，頂點(diǎn)的側(cè)移是所有各層層間側(cè)移之和。表1.2風(fēng)荷載的位移驗(yàn)算樓層Wk(kN)Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)h(mm)θ=Δui/h110.7258.141058160.550.5540500.0001358029.1347.421293900.370.9230000.0001233339.1338.291293900.301.2230000.0001000049.8329.161293900.231.4530000.00007667510.5319.331293900.151.6030000.0000500068.808.801293900.071.6730000.00002333側(cè)移驗(yàn)算由“彈性層間位移角限值”可知，對(duì)于框架結(jié)構(gòu)，樓層層間最大位移為與層高之比的限值為1/550。均小于1/550，滿足規(guī)范要求。1.1.3內(nèi)力計(jì)算框架在風(fēng)荷載作用下的內(nèi)力計(jì)算采用D值法。計(jì)算時(shí)首先將框架各樓層的層間總剪力，按各層柱的側(cè)移剛度在該層的總側(cè)移剛度所占的比例分配到各柱。根據(jù)求得的各柱層間剪力和修正后的反彎點(diǎn)位置，即可確定柱端彎矩。由接點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)左右梁端彎矩之和按線剛度分配，可求各梁彎矩，進(jìn)而求出梁端剪力。故內(nèi)力計(jì)算分為以下四步：第一，求出各柱反彎點(diǎn)高度；第二，求出各柱端彎矩以及剪力；第三，求出梁端彎矩及剪力；第四，求出柱軸力。求出各柱反彎點(diǎn)高度影響柱反彎點(diǎn)高度的因素主要有三個(gè)方面：第一是樓層位置；第二是上下層梁的線剛度比值；第三是上下層柱高，反彎點(diǎn)高度的計(jì)算公式如下;表1.3A柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)11.050.2390.910-0.0500.864.34230.1420.6600-0.10.561.68330.1420.400000.41.2430.1420.240000.240.72530.1420.080000.080.24630.142-0.17000-0.17-0.51表1.4B柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)11.050.4520.770-0.0400.733.69230.2680.5700-0.060.511.53330.2680.400000.41.2430.2680.330000.330.99530.2680.230000.230.69630.2680.070000.070.21表1.5C柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)11.050.4520.770-0.0400.733.69230.2680.5700-0.060.511.53330.2680.400000.41.2430.2680.330000.330.99530.2680.230000.230.69630.2680.070000.070.21表1.6D柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)11.050.2390.910-0.0500.864.34230.1420.6600-0.10.561.68330.1420.400000.41.2430.1420.240000.240.72530.1420.080000.080.24630.142-0.17000-0.17-0.51風(fēng)荷載作用下柱端剪力按如下計(jì)算:風(fēng)荷載作用下的上下柱端彎矩按如下計(jì)算：表1.7A柱端彎矩及剪力計(jì)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)158.14105816243170.2313.374.340.719.4958.03247.42129390232060.1798.491.681.3211.2114.26338.29129390232060.1796.851.21.811.338.22429.16129390232060.1791.220.721.2811.93.76519.33129390232060.1793.460.241.769.550.8368.80129390232060.1791.58-0.513.511.55-0.81表1.8B柱端彎矩及剪力計(jì)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)158.14105816285910.2711.73.691.3621.3557.93247.42129390414890.32111.221.531.4721.3723.29338.29129390414890.32111.291.21.821.1214.75429.16129390414890.3219.360.991.0118.819.27519.33129390414890.3216.20.691.3114.324.2868.80129390414890.3211.820.211.797.870.59表1.9C柱端彎矩及剪力計(jì)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)158.14105816285910.2711.73.691.3621.3557.93247.42129390414890.32111.221.531.4721.3723.29338.29129390414890.32111.291.21.821.1214.75429.16129390414890.3219.360.991.0118.819.27519.33129390414890.3216.20.691.3114.324.2868.80129390414890.3211.820.211.797.870.59表1.10D柱端彎矩及剪力計(jì)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)158.14105816243170.2313.374.340.719.4958.03247.42129390232060.1798.491.681.3211.2114.26338.29129390232060.1796.851.21.811.338.22429.16129390232060.1791.220.721.2811.93.76519.33129390232060.1793.460.241.769.550.8368.80129390232060.1791.58-0.513.511.55-0.81由節(jié)點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)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(jìn)而由梁的平衡求出梁端剪力。風(fēng)荷載作用下的梁端彎矩、軸力、剪力按下式計(jì)算：表1.11A柱節(jié)點(diǎn)處梁端彎矩計(jì)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)103.759.4958.03023.75203.7511.2114.26019.43303.7511.338.22016.09403.7511.93.76011.73503.759.550.8308.74603.751.55-0.8101.55表1.12B柱節(jié)點(diǎn)處梁端彎矩計(jì)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)13.753.3321.3557.9323.642123.753.3321.3723.2919.6617.4633.753.3321.1214.7516.6314.7643.753.3318.819.2711.2310.8653.753.3314.324.287.97.0163.753.337.870.594.173.7表1.13C柱節(jié)點(diǎn)處梁端彎矩計(jì)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)13.333.7521.3557.932123.6423.333.7521.3723.2917.4619.6633.333.7521.1214.7514.7616.6343.333.7518.819.2710.8611.2353.333.7514.324.287.017.963.333.757.870.593.74.17表1.14D柱節(jié)點(diǎn)處梁端彎矩計(jì)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)13.7509.4958.0323.75023.75011.2114.2619.43033.75011.338.2216.09043.75011.93.7611.73053.7509.550.838.74063.7501.55-0.811.550在計(jì)算出梁端彎矩之后，再對(duì)梁端剪力與柱的軸力進(jìn)行計(jì)算。表1.15梁端剪力及柱軸力計(jì)算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)17.21.47.26.5817.56.58-23.68-38.6438.6423.6827.21.47.21.4314.551.43-17.1-27.7227.7217.137.21.47.24.5411.34.54-11.67-18.618.611.6747.21.47.23.479.053.47-7.13-10.8410.847.1357.21.47.21.311.841.31-3.66-1.261.263.6667.21.47.21.353.081.35-1.35-1.731.731.35內(nèi)力圖如下：a)彎矩圖b)剪力圖c)軸力圖圖1.2內(nèi)力圖1.2地震荷載計(jì)算1.1.1結(jié)構(gòu)基本自振周期計(jì)算過程結(jié)構(gòu)基本周期的計(jì)算采用的是頂點(diǎn)位移法，對(duì)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(jì)算。uT可以按照下列公式計(jì)算：結(jié)構(gòu)頂點(diǎn)假想位移計(jì)算見下表：表1.16結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)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=0.497s1.1.2水平地震及層間剪力計(jì)算采用底部剪力法進(jìn)行計(jì)算水平地震作用該工程項(xiàng)目的抗震設(shè)防烈度為7度（0.10g），可查得αmax=0.08；Ⅲ類場(chǎng)地，設(shè)計(jì)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(shí)，結(jié)構(gòu)的水平地震作用標(biāo)準(zhǔn)值可按下式進(jìn)行計(jì)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(jì)規(guī)范表1.1.1，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(jì)規(guī)范1.1.1，頂部附加水平地震作用可按下式計(jì)算：故?Fn=0×580.46=0kN根據(jù)建筑抗震設(shè)計(jì)規(guī)范1.1.1，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(jì)算過程見下表：表1.17各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算樓層Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GiHiFi(kN)Vi(kN)11.051570.247929.710.07644.11581.0328.051451.5611717.260.11361.59536.92311.051451.5616083.940.15589.97471.33414.051451.5620450.620.197114.35381.36517.051451.5624817.300.239138.73267.01620.051143.7022931.190.221128.28128.281.1.3水平地震作用下層間位移驗(yàn)算水平地震作用下層間位移頂點(diǎn)位移各層層間彈性位移角hi—每一層柱高；計(jì)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(yàn)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(jì)規(guī)范》（GB50011-2010）1.1.1，鋼筋混凝土框架彈性層間位移角限值為1/550。1.1.4水平地震作用下框架內(nèi)力計(jì)算其計(jì)算原理與風(fēng)荷載相同，地震荷載作用下柱端剪力按如下計(jì)算:地震荷載作用下的上下柱端彎矩按如下計(jì)算：表1.19A柱端彎矩及剪力計(jì)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(jì)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(jì)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(jì)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(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)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(jìn)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(jì)算：表1.23A柱節(jié)點(diǎn)處梁端彎矩計(jì)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(diǎn)處梁端彎矩計(jì)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)13.753.33213.36578.89251.68224.3823.753.33253.35263.7230.35204.5633.753.33271.34181.56208.44181.143.753.33246.06