《在水平荷載作用下建筑物框架內(nèi)力分析計算案例》2600字

II在水平荷載作用下建筑物框架內(nèi)力分析計算案例綜述1.1建筑物層間的橫向剛度計算1.1.1建筑物i梁的線剛度計算在計算該建筑物的梁線剛度時，需要綜合考慮樓板對梁剛度會長身一定有利的影響，即樓板作為該結(jié)構(gòu)單元的翼緣。在實地工程中，我們?yōu)榱擞嬎愕姆奖?，通常先計算梁的某一轉(zhuǎn)動慣量I0，此時該轉(zhuǎn)動慣量按矩形截面進行計算，再乘以增加系數(shù)。中框梁I=2.0I0側(cè)框梁I=1.5I0梁由C35混凝土制成，(4-1)I0=1/12×bh3(m4)(4-2)KB單位：KNm側(cè)架：側(cè)跨梁：250×650mm中跨梁：250×350mm表4-1框架梁線剛度計算部分第m2節(jié)跨度米截面的慣性矩側(cè)架中框I=1.5I0KB=EI/L我=2.0我0KB=EI/L跨CD1-50.25×0.65_7.55.721×10-38.582×10-33604411.44×10-348056邊跨AB1~50.25×0.65_6.95.721×10-38.582×10-33917911.44×10-352226跨BC1-50.25×0.35_3.00.893×10-31.340×10-3140701.786×10-3187531.1.2鋼筋剛度立柱采用C35混凝土，首層高度1.9m，2-5層3.9m。欄目部分：550mm×5050mmI=I0=1/12×bh3=7.626×10-3m4Kc先===1.9×104KNmKc(2-5層)===5.87×104KNm1.1.3。立柱側(cè)向剛度D通用層：=D=(4-4)一樓：=D=(4-5)D與C柱的橫向剛度層數(shù)框架位置支柱的數(shù)量HKb(×104KNm)Kc(×104KNm)?D(×104)∑D(×104)(男)2~5層中框中柱C(18)3.913.45.871.140.361.6866.10側(cè)柱D（18件）3.99.65.870.820.291.34側(cè)架中柱C（4個）3.910.05.870.850.301.39側(cè)柱D（4件）3.97.25.870.610.231.07底層中框中柱C(18)1.96.71.91.370.551.3556.38側(cè)柱D（18件）1.91.81.90.980.501.22側(cè)架中柱C（4個）1.95.01.91.020.501.22側(cè)柱D（4件）1.93.61.90.730.451.10表4-3框架柱A、B側(cè)向剛度層數(shù)框架位置支柱的數(shù)量HKb(×104KNm)Kc(×104KNm)?D(×104)∑D(×104)(男)2~5層中框中柱B(18)3.911.25.871.210.381.7668.00側(cè)柱A（18個）3.910.45.870.890.311.44側(cè)架中柱B（4個）3.910.65.870.900.311.44側(cè)柱A（4個）3.97.85.870.660.251.16底層中框中柱B(18)1.97.11.91.450.571.4057.22側(cè)柱A（18個）1.95.21.91.060.511.25側(cè)架中柱B（4個）1.95.31.91.080.511.25側(cè)柱A（4個）1.93.91.90.800.461.13∑D先/∑D2=56.38/66.10=0.85﹥0.7符合要求_____∑D先/∑D2=68/57.22=1.19﹥0.7符合要求_____1.2水平地震作用、層間地震剪力與彈性位移計算使用底部剪切法計算水平地震作用抗震設(shè)防烈度：7度多發(fā)地震（最大水平地震影響系數(shù)）罕見的地震施工場地類型：II類，結(jié)構(gòu)設(shè)計抗震分組；第1組，∴查表=0.35s表4-5地震周期計算層數(shù)我_∑Gi_∑Di=∑Gi/∑Di(千牛)(千牛)(牛/毫米)(男)(男)515567.64915567.649661OO00.02360.3624414861.10130428.75661OO00.0460314861.10145289.851661OO00.0685214861.10160150.952661OO00.0910114991.22775142.1795638000.1333T1=1.7=1.7×0.7×=0.72S(4-6)施工場地等級II，第一組Tg=0.35s，7度設(shè)防，T1>1.4Tg=0.49s=0.08× 0.72+0.07=0.1273(4-7)Tg<T<5Tg=0.042(4-8)=0.85×75142.179=63870.85千牛(4-9)0.042×63870.85=2669.65千牛(4-10)(4-11)(4-12)(4-13)1.2.1。水平地震下剪力計算表4-6水平地震剪切力粒子i級作用的標準值粒子希(米)Gi(KN)(千牛)(千牛)(千牛)(千牛)520.515567.6492669.650.1273339.85775.471115.32416.614861.101599.451711.77312.714861.101458.612173.3828.814861.101317.782491.1611.914991.27178.492669.651.2.2.建筑物在水平地震作用下各個層間的位移與頂點位移驗算表4-7水平地震作用下的層間位移與頂點位移層力(KN)單位（米）ΣDi(KN/m)51115.323.9661OO00.00170.01610.0038/3.9<1/4500.0047/1.9<1/4500.0161/20.5<1/55041711.773.9661OO00.00260.014432173.383.9661OO00.00330.011822491.163.9661OO00.00380.008512669.651.95638000.00470.0047﹤(4-14)經(jīng)驗算，本次設(shè)計中的建筑物的彈性位移能夠滿足規(guī)范中規(guī)定要求。1.3建筑物水平地震作用下的框架-柱剪力與柱彎矩（使用修正的拐點-D值法）1.3.1拐點高度修正(4-15)-拐點到柱下端節(jié)點的距離，即拐點的高度。-標準拐點高度比。某層上、下梁不同時線剛度的修正值。-上層高度與本層高度不同時，反演點高度的修正值。-下層高度與當(dāng)前樓層高度不同時，反轉(zhuǎn)點高度的修正值。根據(jù)框架總層數(shù)，查表得到柱所在層數(shù)與梁柱線剛度比。側(cè)柱（中框）表4-8表4-8側(cè)柱D反彎點高度修正層小時（米）是0y1y2是3是的53.90.820.350.000.0000.000.3543.90.820.400.000.0000.000.4033.90.820.450.000.0000.000.4523.90.820.600.000.0000.000.6011.90.98120.650.000.0000.000.65表4-9中跨A側(cè)柱反彎點高度修正層小時（米）是0y1y2是3是的53.90.890.350.000.0000.000.3543.90.890.400.000.0000.000.4033.90.890.450.000.0000.000.4523.90.890.500.000.0000.000.5011.91.06120.650.000.0000.000.65中柱（中框）表格4-10跨中中心柱C反彎點高度修正層小時（米）是0y1y2是3是的53.91.140.350.000.0000.000.3543.91.140.450.000.0000.000.4533.91.140.450.000.0000.000.4523.91.140.500.000.0000.000.5011.91.370.650.000.0000.000.65表4-11跨中中心柱B反彎點高度修正層小時（米）是0y1y2是3是的53.91.210.350.000.0000.000.3543.91.210.450.000.0000.000.4533.91.210.450.000.0000.000.4523.91.210.500.000.0000.000.5011.91.450.650.000.0000.000.651.3.2.柱端彎矩(1)(4-16)(2);(4-17)(3)(4-18)側(cè)柱（中框）表4-12跨中邊柱D端彎矩計算表層高（米）∑迪D(KNm)D/∑DiVi(KN)維克(KN)低于M(KNm)開米(KNm)53.9661OO0134000.02031115.3222.640.3530.9057.3943.9661OO0134000.02031711.7731.810.4051.3081.4433.9661OO0134000.02032173.3841.120.4577.4391.6423.9661OO0134000.02032491.1650.570.60118.3378.8911.9563800122000.02162669.6557.660.65183.6598.89表4-13個跨中邊柱A柱端部彎矩計算表層高（米）∑迪D(KNm)D/∑DiVi(KN)維克(KN)低于M(KNm)開米(KNm)53.9661OO0144000.02181115.3221.310.3533.2561.7543.9661OO0144000.02181711.7737.380.4058.3187.4733.9661OO0144000.02182173.3847.380.4583.15101.6323.9661OO0144000.02182491.1651.310.50105.09105.9011.9563800125000.02222669.6559.270.65188.77101.65中柱（中框）4-14跨中跨C柱端彎矩計算表層高（米）∑迪D(KNm)D/∑DiVi(KN)維克(KN)低于M(KNm)開米(KNm)53.9661OO0168000.02541115.3228.330.3538.6771.8243.9661OO0168000.02541711.7743.560.4067.95101.9333.9661OO0168000.02542173.3855.200.4596.88118.4023.9661OO0168000.02542491.1663.280.50123.40123.4011.9563800135000.02392669.6566.210.65203.20109.424-15跨中跨中B柱末端彎矩計算表層高（米）∑迪D(KNm)D/∑DiVi(KN)維克(KN)低于M(KNm)開米(KNm)53.9661OO0176000.02661115.3229.670.3540.5075.2143.9661OO0176000.02661711.7745.610.4071.15106.7333.9661OO0176000.02662173.3857.810.45101.46121.0023.9661OO0176000.02662491.1666.260.50129.21129.2111.9563800140000.02482669.6566.210.65210.88113.551.4水平地震作用下梁端彎矩按下式計算梁軸彎矩由柱端彎矩根據(jù)節(jié)點平衡求得圖4-2地震作用下的框架圖μ1=K1/K1+K2μ2=K2/K1+K2MDC=(M上+M下)μ1MCD=(M上+M下)μ2表4-16梁端彎矩計算表層D軸C軸在MC上中號B1甲乙_在MC上中號μB1μB2工商管理碩士_公元前_557.3930.90157.3971.8238.670.720.2851.7120.11481.4451.301112.36101.9367.950.720.28101.2339.37391.6477.431148.94118.4096.880.720.28131.1752.18278.89118.331156.32123.40123.400.720.28158.6061.68198.89183.651219.98109.42203.200.720.28167.6365.19表4-17梁端彎矩計算表層A軸B軸在MC上中號μB1甲乙_在MC上中號μB1μB2工商管理碩士_公元前_561.7533.25161.7575.2140.500.730.2751.9020.31487.4758.311120.72106.7371.150.730.27107.4839.753101.6383.151159.94121.00101.460.730.27142.4652.692105.90105.091189.05