《樓宇結(jié)構(gòu)設(shè)計(jì)中水平地震作用下內(nèi)力計(jì)算案例綜述》2400字

樓宇結(jié)構(gòu)設(shè)計(jì)中水平地震作用下內(nèi)力計(jì)算案例綜述目錄TOC\o"1-2"\h\u11089樓宇結(jié)構(gòu)設(shè)計(jì)中水平地震作用下內(nèi)力計(jì)算案例綜述 1123741.1重力荷載代表值計(jì)算 1272323．梁荷載計(jì)算 1159755．門、窗荷載計(jì)算 2254856．墻體荷載計(jì)算 2228677．重力荷載代表值計(jì)算 2116591.2自振周期計(jì)算 383751.3水平地震作用下剪力計(jì)算 316411.4地震作用下變形驗(yàn)算 4111741.5地震作用下剪重比驗(yàn)算 5156521.6地震作用下柱剪力計(jì)算 5144551.7地震作用下柱彎矩計(jì)算 6237501.8地震作用下梁端彎矩計(jì)算 7317311.9地震作用下梁剪力及柱軸力計(jì)算 81.1重力荷載代表值計(jì)算1．板恒載計(jì)算4層：51×18×5.3=4865.40kN2~3層：(51×18-7.2×7.2)×3.95+7.2×7.2×3.95=3626.10kN1層：(51×18-7.2×7.2)×3.95+7.2×7.2×3.95=3626.10kN2．板活載計(jì)算4層：51×18×2=1836kN2~3層：(51×18-7.2×7.2)×2.0+51×3.00×2.5+7.2×7.2×3.5=1990.26kN1層：(51×18-7.2×7.2)×2.0+51×3.00×2.5+7.2×7.2×3.5=1990.26kN3．梁荷載計(jì)算4層：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層：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層：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．門、窗荷載計(jì)算4層：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN2~3層：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN1層：1.8×2.1×28×0.40+1×2.1×26×0.40=64.18kN6．墻體荷載計(jì)算屋面層女兒墻：(1.5×51×2+1.5×18×2)×2.800=579.60kN4層外墻：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN2~3層外墻：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN1層外墻：(3.25×51×2+3.25×7.2×4+3.45×3.00×2-1.8×2.1×28)×2.800=951.89kN4層內(nèi)墻：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN2~3層內(nèi)墻：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN1層內(nèi)墻：(3.25×51×2+3.25×7.2×24-1×2.1×26)×2.400=2124.72kN7．重力荷載代表值計(jì)算重力荷載代表值取結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值與可變荷載的組合值之和，集中在各樓層標(biāo)高處。重力荷載代表值為各層樓面上的重力荷載代表值及上下各半層的門、窗、墻、柱等重量(其中女兒墻荷載全部計(jì)入頂層重力荷載)。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圖4-11重力荷載代表值1.2自振周期計(jì)算；；框架結(jié)構(gòu)的自振周期采用頂點(diǎn)位移法計(jì)算，計(jì)算過(guò)程用表格的形式列出。表4-23結(jié)構(gòu)頂點(diǎn)位移計(jì)算層號(hào)410683.5810683.587226160.0147850.1610311175.5921859.177226160.0302500.1462211175.5933034.767226160.0457160.1159111337.1944371.946318540.0702250.0702由計(jì)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計(jì)算各樓層剛度分布較均勻，沒(méi)有剛度突變，宜采用底部剪力法對(duì)其進(jìn)行地震力計(jì)算，通過(guò)對(duì)建筑物工程地點(diǎn)查詢《EQ建筑抗震設(shè)計(jì)規(guī)范》可知，該地區(qū)抗震設(shè)防烈度為7度(0.10g)，場(chǎng)地類別為Ⅱ類，設(shè)計(jì)地震分組為第二組，特征周期0.40s。對(duì)于地震影響系數(shù);當(dāng)0.1<＜時(shí)，；當(dāng)<＜時(shí)，=0.0682用底部剪力法計(jì)算水平地震作用，即結(jié)構(gòu)等效總重力荷載：0.85×44371.97=37716.15kN由于＜1.4×0.40=0.56s因此頂部附加地震作用系數(shù)=0470956.20kN·m0×2572.99=0kNEQ框架橫向水平地震作用標(biāo)準(zhǔn)值計(jì)算公式如下結(jié)構(gòu)底部：結(jié)構(gòu)最頂層：其他層：表4-24水平地震剪力計(jì)算層號(hào)416.610683.58176813.22965.99965.99312.6511175.59141371.22772.361738.3528.7511175.5997786.41534.242272.5814.8511337.1954985.35300.402572.991.4地震作用下變形驗(yàn)算EQ水平地震作用下框架結(jié)構(gòu)的層間位移按下式計(jì)算各樓層的層間位移均小于1/550，故各樓層均滿足要求。表4-25位移驗(yàn)算層號(hào)4965.997226161.3373.91/291731738.357226162.4063.91/162122272.587226163.1453.91/124012572.996318544.0724.851/11911.5地震作用下剪重比驗(yàn)算根據(jù)規(guī)范可知，任一樓層的地震剪力與樓層的比例（剪重比）要滿足一定的限值，公式如下所示：——第i層水平地震剪力標(biāo)準(zhǔn)值；——為剪力系數(shù)；——第j層的重力荷載代表值；表4-26剪重比驗(yàn)算層號(hào)剪重比剪重比限值4965.9910683.580.0900.01631738.3521859.170.08022272.5833034.760.06912572.9944371.940.058各樓層剪重比均滿足要求。1.6地震作用下柱剪力計(jì)算EQ水平荷載內(nèi)力計(jì)算采用D值法，將對(duì)應(yīng)層的層間剪力根據(jù)抗側(cè)剛度分配每根柱子，剪力分配公式，EQVi為柱子的剪力EQDi為對(duì)應(yīng)柱子的抗側(cè)剛度EQ∑Di為某層柱子抗側(cè)剛度總和EQF為水平荷載作用下的層間剪力。表4-27水平地震作用下柱剪力層號(hào)柱軸號(hào)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地震作用下柱彎矩計(jì)算反彎點(diǎn)即為彎矩為零的點(diǎn)，反彎點(diǎn)的位置主要由梁柱線剛度、上下層的層高、以及上下層梁線剛度等因素決定。各層柱反彎點(diǎn)，通過(guò)查表計(jì)算，如下所示：表4-28反彎點(diǎn)高度比y計(jì)算結(jié)果層號(hào)A軸線邊柱B軸線中柱C軸線中柱D軸線邊柱40.3000.3880.3880.30030.4000.4500.4500.40020.5000.4880.4880.50010.6500.5770.5770.650柱端彎矩計(jì)算公式：；、EQ分別為柱下、上端彎矩；為柱子剪力；為柱反彎點(diǎn)高度比以1層A柱為例，進(jìn)行詳細(xì)的過(guò)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柱下端彎矩計(jì)算層號(hào)柱號(hào)(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柱上端彎矩計(jì)算層號(hào)柱號(hào)(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地震作用下梁端彎矩計(jì)算節(jié)點(diǎn)梁端彎矩計(jì)算公式：梁左彎矩:梁右彎矩:、EQ為節(jié)點(diǎn)左、右梁端彎矩EQ分別為節(jié)點(diǎn)上、下端柱彎矩EQ為節(jié)點(diǎn)左右梁線剛度表4-31梁端彎矩計(jì)算(kN·m)層號(hào)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圖4-12地震作用下彎矩圖(kN.m)1.9地震作用下梁剪力及柱軸力計(jì)算水平荷載梁剪力、EQ分別為梁左、右端彎矩，l為梁計(jì)算跨度以1層AB跨梁為例，進(jìn)行詳細(xì)的過(guò)程演算，其余如下表格形式列出。-(214.83+174.81)/7.2=-54.12kN表4-32梁剪力計(jì)算(kN)層號(hào)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