《教學(xué)樓結(jié)構(gòu)計算中的水平荷載內(nèi)力探析案例》3300字

A教學(xué)樓結(jié)構(gòu)計算中的水平荷載內(nèi)力分析案例綜述目錄TOC\o"1-2"\h\u27481教學(xué)樓結(jié)構(gòu)計算中的水平荷載內(nèi)力分析案例綜述 161901.1重力荷載代表值 1181191.1.1梁柱重力荷載標(biāo)準(zhǔn)值 1189781.1.2各層重力荷載代表值 4182571.2結(jié)構(gòu)抗側(cè)剛度及自振周期 6235411.3橫向地震作用計算 621414特征周期Tg=0.55s 7320421.4地震作用變形驗算 931368抗規(guī)1.1.1，層間位移 9208941.5地震作用內(nèi)力分析 10266181.1.1反彎點(diǎn)計算 10303321.1.2地震荷載內(nèi)力計算 1210471柱M 12163211.7風(fēng)荷載位移驗算 19227981.8風(fēng)荷載內(nèi)力分析 20314951.8.1反彎點(diǎn)計算 20300011.8.2風(fēng)荷載內(nèi)力計算 211.1重力荷載代表值1.1.1梁柱重力荷載標(biāo)準(zhǔn)值梁柱可根據(jù)尺寸及材料自重計算出單位長度的重力荷載，在計算樓和屋面恒載時需要考慮板自重，因此在計算梁柱時應(yīng)要減去板厚。（1）頂層單位長度梁柱重力荷載（2）標(biāo)準(zhǔn)層單位長度梁柱重力荷載縱（3）底層單位長度梁柱重力荷載AB、CD梁：表1.1梁柱重力荷載標(biāo)準(zhǔn)值層構(gòu)件b(m)hn(m)γ1(kN/m3)γ2(kN/m3)g(kN/m)Ln(m)g0(kN)5AB梁0.300.5825204.69876.80360.81BC梁0.300.3325202.76330.8081.10CD梁0.300.5825204.69870.40330.74縱梁0.300.3825203.078151.50478.63次梁0.000.00000.0000.000.00柱子0.500.5025206.8503.7821.894AB梁0.300.5825204.69876.80360.81BC梁0.300.3325202.76330.8081.10CD梁0.300.5825204.69870.40330.74縱梁0.300.3825203.078151.50478.63次梁0.000.00000.0000.000.00柱子0.500.5025206.8503.7821.893AB梁0.300.5825204.69876.80360.81BC梁0.300.3325202.76330.8081.10CD梁0.300.5825204.69870.40330.74縱梁0.300.3825203.078151.50478.63次梁0.000.00000.0000.000.00柱子0.500.5025206.8503.7821.892AB梁0.300.5825204.69876.80360.81BC梁0.300.3325202.76330.8081.10CD梁0.300.5825204.69870.40330.74縱梁0.300.3825203.078151.50478.63次梁0.000.00000.0000.000.00柱子0.500.5025206.8503.7821.891AB梁0.300.5825204.69871.60351.17BC梁0.300.3325202.76330.8081.10CD梁0.300.5825204.69869.30321.57縱梁0.300.3825203.078153.15471.40次梁0.000.00000.0000.000.00柱子0.550.5525208.2234.9840.951.1.2各層重力荷載代表值（1）根據(jù)標(biāo)準(zhǔn)層為例計算可知：=1\*GB3①樓面板重：3.96×787.6=3118.9kN=2\*GB3②梁重：4.7×75.6+2.76×30.8+4.7×69.3+3.08×153.15=3\*GB3③墻重外橫墻線荷載:0.5+0.02×20+5.5×0.2=4\*GB3④柱重：=5\*GB3⑤樓面活荷載×0.5G=3118.9+1237.24+0.5×(1833.57+1867.86)+0.5×(1216.97根據(jù)以上的計算，可得出表1.2重力荷載代表值層女兒墻樓板重梁自重柱自重墻自重活載Gi(kN)51031.023426.061251.281216.971833.57157.527391.144/3118.901251.281216.971833.571056.108480.813/3118.901251.281216.971833.571056.108480.812/3118.901251.281216.971833.571056.108480.811/3118.901237.241924.561867.861056.108833.71G5=7395.14kNG4=8480.81kNG3=8480.81kNG2=8480.81kNG1=8833.71kN1.1各層重力荷載代表值1.2結(jié)構(gòu)抗側(cè)剛度及自振周期表1.3結(jié)構(gòu)整體側(cè)向剛度層中梁邊梁∑DiABCDABCD1120551395913959120551097812849128491097856357521490018762187621490012668165231652312668722688314900187621876214900126681652316523126687226884149001876218762149001266816523165231266872268851490018762187621490012668165231652312668722688建筑自振周期通過頂點(diǎn)位移法計算，周期折減系數(shù)α0=0.7。表1.4結(jié)構(gòu)頂點(diǎn)位移層Gi(kN)∑Gi(kN)Di△μi(m)μi(m)5739573957226880.01020.185348481158767226880.02200.175138481243577226880.03370.153128481328387226880.04540.119418834416715635750.07390.07391.3橫向地震作用計算《建筑與市政工程抗震通用規(guī)范》4.2.2、抗規(guī)1.1.5、1.2.1及附錄A場地類別為3類；設(shè)防烈度為7度；地震分組第2組；影響系數(shù)α特征周期Tg=0.55sT1=0.51≤1.4Tg=0.77；則δn=0各層地震力Fi=GiH表1.5地震作用及剪力層h(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)53.9020.7073951530790.29824.13824.1343.9016.8084811424780.27767.061591.1933.9012.9084811094020.21588.992180.1823.909.008481763270.15410.922591.1011.101.108834450520.09242.552833.65根據(jù)抗規(guī)1.2.5條及建筑與市政工程抗震通用規(guī)范4.2.3Vi>λj=inVii層剪力Gjj層重力荷載代表值λ剪力系數(shù)，按照抗規(guī)表1.2.5及建筑和市政工程抗震通用規(guī)范表4.2.3取值表1.6地震作用下剪重比驗算層Vi(kN)∑Gi(kN)剪重比[λ]5824.1373950.1110.01641591.19158760.1000.01632180.18243570.0900.01622591.10328380.0790.01612833.65416710.0680.016滿足。

圖1.2地震作用下水平力簡圖1.4地震作用變形驗算抗規(guī)1.1.1，層間位移△μ≤[θe]h（1.3△μ地震時最大層間位移；[θe]位移角限值，根據(jù)抗規(guī)1.1.h計算高度。表1.7結(jié)構(gòu)層間位移層Vi(kN)Di△μh(m)△μ/h5824.137226880.00113.901/342041591.197226880.00223.901/177132180.187226880.00303.901/129322591.107226880.00363.901/108812833.655635750.00501.101/1014滿足。1.5地震作用內(nèi)力分析1.1.1反彎點(diǎn)計算計算水平作用時VVij=Dij∑DDij：i層j根柱抗側(cè)剛度；S=S0+S1+S：柱反彎點(diǎn)比值S0S1S2、S表1.8A軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.901.7840.3890.0000.0000.0000.3891.51843.901.7840.4500.0000.0000.0000.4501.75533.901.7840.4890.0000.0000.0000.4891.90823.901.7840.5000.0000.0000.0000.5001.95011.101.5930.6500.0000.0000.0000.6503.315表1.9B軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.9002.9210.4460.0000.0000.0000.4461.74043.9002.9210.4960.0000.0000.0000.4961.93533.9002.9210.5000.0000.0000.0000.5001.95023.9002.9210.5000.0000.0000.0000.5001.95011.1002.6090.5890.0000.0000.0000.5893.005表1.10C軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.902.9210.4460.0000.0000.0000.4461.74043.902.9210.4960.0000.0000.0000.4961.93533.902.9210.5000.0000.0000.0000.5001.95023.902.9210.5000.0000.0000.0000.5001.95011.102.6090.5890.0000.0000.0000.5893.005表1.11D軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.901.7840.3890.0000.0000.0000.3891.51843.901.7840.4500.0000.0000.0000.4501.75533.901.7840.4890.0000.0000.0000.4891.90823.901.7840.5000.0000.0000.0000.5001.95011.101.5930.6500.0000.0000.0000.6503.3151.1.2地震荷載內(nèi)力計算柱MMc上=Vij1?SMc下=VijSh梁MMb左j=ib左iMb右j=ib右ib左Mb邊j=Mc下j+1+梁VVb=Mb左+柱NNi=k=in(V表1.12A軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij(kN)SM上(kN.m)M下(kN.m)M右(kN.m)5824.13149007226880.0216.990.39-40.48-21.7940.4841591.19149007226880.0232.810.45-70.37-57.5896.1632180.18149007226880.0244.950.49-89.55-81.76147.1322591.10149007226880.0253.420.50-104.18-104.18189.9312833.65120555635750.0260.610.65-108.20-200.94212.37表1.13B軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij/kNSM上(kN.m)M下(kN.m)M左(kN.m)M右(kN.m)5824.13187627226880.0321.400.45-46.22-37.2228.2318.0041591.19187627226880.0341.310.50-81.19-79.9272.3146.1032180.18187627226880.0356.600.50-110.37-110.37116.2074.0922591.10187627226880.0367.270.50-131.17-131.17147.5094.0512833.65139595635750.0270.190.59-147.08-210.88169.91108.34表1.14C軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij/kNSM上(kN.m)M下(kN.m)M左(kN.m)M右(kN.m)5824.13187627226880.0321.400.45-46.22-37.2218.0028.2341591.19187627226880.0341.310.50-81.19-79.9246.1072.3132180.18187627226880.0356.600.50-110.37-110.3774.09116.2022591.10187627226880.0367.270.50-131.17-131.1794.05147.5012833.65139595635750.0270.190.59-147.08-210.88108.34169.91表1.15D軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij(kN)SM上(kN.m)M下(kN.m)M左(kN.m)5824.13149007226880.0216.990.39-40.48-21.7940.4841591.19149007226880.0232.810.45-70.37-57.5896.1632180.18149007226880.0244.950.49-89.55-81.76147.1322591.10149007226880.0253.420.50-104.18-104.18189.9312833.65120555635750.0260.610.65-108.20-200.94212.37表1.16地震下梁剪力及柱軸力層梁V柱NAB梁BC梁CD梁ABCD5-9.54-12.00-9.54-9.54-2.462.469.544-23.40-30.74-23.40-32.94-9.799.7932.943-36.57-49.39-36.57-69.51-22.6122.6169.512-46.87-62.70-46.87-116.38-38.4438.44116.381-53.10-72.23-53.10-169.47-57.5757.57169.47圖1.3地震作用下彎矩圖1.4地震作用下剪力圖1.5地震作用下軸力

1.6風(fēng)荷載標(biāo)準(zhǔn)值ωk=βzμsFω=ωkA荷規(guī)8.3.1，μs=1.3；μz荷規(guī)8.4.1、8.4.3及工程結(jié)構(gòu)通用規(guī)范4.6.5條，βz頂層：女兒墻的面積加頂層面積的二分之一標(biāo)準(zhǔn)層：本層的面積一半加上上層面積的二分之一表1.17風(fēng)荷載計算層βzμsz(m)μzω0(kN/m2)面積(m2)Fw(kN)51.21.319.9501.2290.4511.5313.3941.21.316.0501.1510.4517.5514.1831.21.312.1501.0560.4517.5513.0121.21.38.2501.0000.4517.5512.3211.21.34.3501.0000.4518.5613.03圖1.6橫向風(fēng)荷載圖1.7風(fēng)荷載位移驗算表1.18風(fēng)荷載水平位移層Fw(kN)Vk(kN)∑D(kN/m)△uk(m)H(m)△uk/H513.3913.39673250.00023.901/19603414.1827.57673250.00043.901/9522313.0140.58673250.00063.901/6470212.3252.90673250.00083.901/4963113.0361.93520290.00131.101/4024EQ小于1/550，滿足。1.8風(fēng)荷載內(nèi)力分析1.8.1反彎點(diǎn)計算計算水平作用時VVij=Dij∑DS=S0+S1S0表1.19A軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.901.7840.3890.0000.0000.0000.3891.51843.901.7840.4390.0000.0000.0000.4391.71333.901.7840.4890.0000.0000.0000.4891.90823.901.7840.5000.0000.0000.0000.5001.95011.101.5930.5910.0000.0000.0000.5913.013表1.20B軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.902.9210.4460.0000.0000.0000.4461.74043.902.9210.4500.0000.0000.0000.4501.75533.902.9210.5000.0000.0000.0000.5001.95023.902.9210.5000.0000.0000.0000.5001.95011.102.6090.5500.0000.0000.0000.5502.805表1.21C軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.902.9210.4460.0000.0000.0000.4461.74043.902.9210.4500.0000.0000.0000.4501.75533.902.9210.5000.0000.0000.0000.5001.95023.902.9210.5000.0000.0000.0000.5001.95011.102.6090.5500.0000.0000.0000.5502.805表1.22D軸柱反彎點(diǎn)層層高/mKS0S1S2S3SS?h/m53.901.7840.3890.0000.0000.0000.3891.51843.901.7840.4390.0000.0000.0000.4391.71333.901.7840.4890.0000.0000.0000.4891.90823.901.7840.5000.0000.0000.0000.5001.95011.101.5930.5910.0000.0000.0000.5913.0131.8.2風(fēng)荷載內(nèi)力計算柱MMc上=Vi1Mc下=ViS梁MMb左j=ib左iMb右j=ib右iMb邊j=M梁VVb=Mb左+柱NNi=k=in(V表1.23A軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij(kN)SM上(kN.m)M下(kN.m)M右(kN.m)513.3914900673250.222.960.39-7.06-4.507.06427.5714900673250.226.100.44-13.35-10.4517.85340.5814900673250.228.980.49-17.89-17.1428.35252.9014900673250.2211.710.50-22.83-22.8339.97161.9312055520290.2311.280.59-31.89-46.0254.72表1.24B軸梁柱彎矩及柱剪力層Vi(kN)Di∑DDi/∑DVij/kNSM上(kN.m)M下(kN.m)M左(kN.m)M右(kN.m)513.3918762673250.283.730.45-8.06-6.494.923.14427.5718762673250.287.680.45-16.48-13.4914.038.95340.5818762673250.2811.310.50-22.05-22.0521.7013.84252.901876