某中學(xué)宿舍樓結(jié)構(gòu)計算和水平地震作用計算過程案例目錄TOC\o"1-3"\h\u5421某中學(xué)宿舍樓結(jié)構(gòu)計算和水平地震作用計算過程案例 1192091結(jié)構(gòu)計算 1199861.1一榀框架的選取及確定計算簡圖 1169081.2梁的線剛度計算 2281721.3柱線剛度計算 252992水平地震作用計算 365222.1底部剪力法 3229642.2平地震作用下柱端彎矩及剪力值計算 7205032.3水平地震作用下梁剪力及柱軸力計算 81結(jié)構(gòu)計算1.1一榀框架的選取及確定計算簡圖取一榀框架DA-1進(jìn)行計算，框架的計算簡圖用梁、柱的軸線表示，假定基礎(chǔ)頂面至為，因此框架底層柱高為，二三四層均高為，框架的計算跨度為圖2計算簡圖Figure2calculationculation1.2梁的線剛度計算框架梁的線剛度計算見表：表6-1梁線剛度Table6-1Rnessofbeamline跨度尺寸(mm)（）邊跨300×6008.1中間跨200×4002.141.3柱線剛度計算表6-2柱線剛度計算Table6-2Calculationofcolumnstiffness樓層尺寸（mm）（）()2-4600×60010.891600×60010.85.9相對線剛度計算：嘉定2-4層柱子的線剛度為1；則1層柱的線剛度為0.66，邊跨的線剛度為0.9,；中間跨梁的線剛度為0.272水平地震作用計算表7-1框架柱抗側(cè)移剛度計算Table7-1Calculationoflateraldisplacementstiffnessofframecolumns層次邊柱中柱2-40.90.310258331.140.3633025011216610.3630.1055736.111.740.1941059832668表7-2結(jié)構(gòu)頂點(diǎn)位移計算Table7-2VertexDisplacementCalculation層次411258.54100949423860.990.01120.2442747.08670.29312602.45100949423860.990.02360.2332936.37684.17212805.25100949436666.240.03630.2092676.30559.34114212.3529401250878.590.1730.1732458.74425.362.1底部剪力法本次設(shè)計場地類別為Ⅱ類，地震設(shè)計分組為第三組[10]，查得=0.45，本次設(shè)計抗震設(shè)防烈度為7（0.1g）度；阻尼比為，，，因?yàn)?，所以考慮頂部附加地震作用的影響，表7-3層間位移計算Table7-3InterlayerDisplacementCalculation樓層（kN）（m）（）41020.1710094941.0113.62.1831942.6710094941.8303.65.0822450.1510094942.4273.66.7412854.302940129.7085.512.65查《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)范》，層間最大位移角0.001765<1/550，滿足要求。2.1.1采用D值法計算四層三層二層一層2.1.2反彎點(diǎn)高度確定求各柱反彎點(diǎn)高度：表7-4柱反彎點(diǎn)高度計算Table7-4Calculationofheightofbackbendofframecolumn樓層DCBA4K=0.9,αc=0.31K=1.14,αc=0.363K=1.14αc=0.363K=0.9αc=0.31續(xù)表7-43K=0.9K=1.14K=1.14K=0.92K=0.9K=1.14K=1.14K=0.91K=0.9K=1.14K=1.14K=0.92.2平地震作用下柱端彎矩及剪力值計算表7-5邊柱柱端彎矩及剪力值計算Table7-5CalculationofBendingMomentandShearValueatEndofSideColumn樓層43.6113.35258331121660.23026.110.3532.9061.1033.6205.30258331121660.23042.280.4576.5993.6123.6269.52258331121660.23062.070.50111.73111.7315.5312.145736326680.17655.690.83254.2252.04表7-6中柱柱端彎矩及剪力值計算Table7-6Calculationofbendingmomentandshearvalueofmiddlecolumnend樓層43.6113.35302501121660.23030.570.3545.1264.9333.6205.30302501121660.23055.370.4589.70109.6323.6269.52302501121660.23042.690.50130.84130.8415.5312.1410598326680.176102.890.83333.88232.02表7-7梁端彎矩值計算Table7-7CalculationofBendingMomentatBeamEnd節(jié)點(diǎn)左梁線剛度(104)右梁線剛度(104)D4061.1008.1061.10D332.9093.6108.10126.51D276.59111.7308.10188.32D111.7352.0708.10163.80C4064.938.12.1451.3613.57C345.12109.638.12.1491.1332.34C289.70130.848.12.14174.4546.09C1130.84232.028.12.14282.0375.83續(xù)表7-7節(jié)點(diǎn)左梁線剛度(104)右梁線剛度(104)B4061.102.148.113.5751.36B332.9093.612.148.132.3491.13B276.59111.732.148.146.09174.45B111.7352.072.148.175.83282.03A4064.938.1061.100A345.12109.638.10126.510A289.70130.848.10188.320A1130.84232.028.10163.800圖3水平地震作用下框架彎矩圖Figure3Framebendingmomentdiagramunderhorizontalearthquakeaction2.3水平地震作用下梁剪力及柱軸力計算表7-8梁端剪力值計算Table7-8Calculationofshearforceatbeamend梁號樓層梁跨左右左右CD46.661.1051.3615.6215.6236.6126.5191.1330.2330.2326.6188.32174.4550.3850.3816.6163.80282.0362.6262.62CB42.713.5713.5710.0510.0532.732.3432.3423.9623.9622.746.0946.0934.1434.1412.775.8375.8356.1756.17BA46.651.3661.1015.6215.6236.691.13126.5130.2330.2326.6174.45188.3250.3850.3816.6282.03163.8062.6262.62表7-9柱端軸力值計算Table7-9Calculationofaxialforceatcolumnend柱號樓層左右D40-15.62-15.6230-30.23-45.8520-50.38-96.2310-62.62-158.85C4-15.62-10.05-5.573-30.23-23.96-11.842-50.38-34.14-28.081-62.62-56.17-34.53B4-10.05-15.62-5.573-23.96-30.23-11.842-34.14-50.38-28.081-5