开设转角窗的高层剪力墙结构分析

:10096825(2010)29004202:20100619:(1985),,,063000(1977),,,,063000张景坤马立杰:以某工程实例为背景,对不同方案的高层剪力墙结构建立力学模型,用SATWE软件分析并计算转角部位墙体开洞后对结构整体效应的影响,得出了相应的变化规律:剪力墙,转角窗,扭转周期:TU973.16:A0,,,,,,,,1PKPM,:,;,,2SATWE,,,,,,,PKPM,SATWE2.1塔楼各种方案的结构力学模型1)900mm,600mm,1200mm,1500mm,1800mm,2400mm2)1500mm,400mm,600mm,800mm,1000mm,1200mm3)900mm,1500m,12,14,16,18,20224)1300mm1500mm,700mm,800mm900mm5)2.2板楼各种方案的结构力学模型1)900mm,600mm,1200mm,1500mm,1800mm,2400mm2)1500mm,400mm,600mm,800mm,1000mm,1200mm3)1/mm/mmXYXYV/kNXYM/kNmXY9006000.368121.0715.010.990.912802.333293.59111501.63134101.6690012000.368321.7915.441.030.942695.773184.44107496.13129915.5390015000.377422.2115.671.050.952644.613131.53105533.20127804.9790018000.387322.6215.851.070.972596.353086.07103620.59126008.7290024000.409223.3616.201.100.982510.493002.30100284.41122654.292/mm/mmXYXYV/kNXYM/kNmXY40015000.444523.6316.071.080.962520.023045.63100655.30124306.7960015000.405923.0015.911.070.962567.553074.08102539.81125515.3280015000.383722.4615.761.060.962617.633110.58104449.49126988.38100015000.372821.9515.581.040.952674.143154.57106651.71128689.46120015000.366421.4115.381.020.942742.953207.92109226.49130711.013/mmXYXYV/kNXYM/kNmXY7000.35320.883421.3415.331.030.942743.063212.29109349.11130981.778000.35810.878521.2115.291.020.942763.843226.29110066.78131459.139000.36390.874321.1115.261.010.932782.953238.66110712.02131867.02StudyonshearcarryingcapacityforthejointofsteelencasedRCcompositebeamcolumnZHAOJingZONGRongAbstract:ThisthesisanalyzesthestressofthejointsofsteelpipeandconcreteinUtypesteelencasedRCcompositebeamcolumnjointsundertheaxisforce,unbalancedmomentandshear,obtainstheshearcarryingcapacitycalculationformulaoftheconnectionjointsofnewsteelencasedRCcompositebeamandsteelpipeconcretecolumn,whichhaslaidafoundationforthepromotionandapplicationofthisnewstructurepattern.Keywords:beamcolumnjoints,stress,shearcarryingcapacity42第36卷第29期2010年10月山西建筑SHANXIARCHITECTUREVol.36No.29Oct.201033.1SATWE软件的电算结果3.1.11)12)23)1500mm,1300mm,34)1500mm,900mm,44/mm/mmXYXYV/kNXYM/kNmXY1290015000.246612.087.720.810.642990.643802.6883566.09108183.831490015000.289015.1410.020.880.732864.623551.8591195.63115291.481690015000.332218.4712.640.950.842751.723331.2398414.84121660.881890015000.377422.2115.671.050.952644.613131.53105533.20127804.971990015000.420426.0018.911.131.062554.982961.87111751.83132795.672090015000.465430.2022.571.231.182467.732806.30117977.38137828.643.1.21)55/mm/mmXYXYV/kNXYM/kNmXY9006000.431616.5215.240.660.935905.905961.74255007.23263302.3490012000.432916.6615.300.670.946177.066230.69249582.59257770.3190015000.439116.8015.400.680.956149.786237.84246684.89255777.1790018000.444516.9315.490.680.956084.186195.13244176.97253931.3690024000.456217.1515.650.690.965957.906126.37239341.83250632.942)66/mm/mmXYXYV/kNXYM/kNmXY40015000.470217.1715.580.680.955863.136175.79236975.70252381.3060015000.453917.0315.510.680.956006.956210.68241360.53253525.0980015000.442616.8715.450.680.956063.686176.21245064.33254869.44100015000.435616.7115.380.670.945666.885724.76248261.78256496.52120015000.431016.5515.270.670.944461.014471.83251519.86158544.443)77/mmXYXYV/kNXYM/kNmXY0.327621.2515.051.020.832772.963288.10110833.21134338.840.409216.4415.080.670.936418.016412.36255543.55262157.723.2扭转周期比较结果1:,,,,;,0.47020.4310,0.0392,0.44450.3664,0.0781,2:,,,,1200mm,;,0.43160.4562,0.0246,0.36810.4092,0.0411,1,2:,,:[1]章天恩.钢筋混凝土高层住宅转角窗处结构设计[J].江苏建筑,2004,3(3):4043.[2]刘义年,张雪.有转角窗的高层住宅大开间剪力墙结构设计[J].江苏建筑,2007(2):3233.[3]周雪峰.高层住宅楼转角窗设计的技术探讨[J].青海大学学报,2005,12(6):1618.[4]喻步实.高层剪力墙住宅转角窗设计[J].广东土木与建筑,2007,2(2):3334.[5]张宇鑫,刘海成,张星源.PKPM结构设计应用[M].上海:同济大学出版社,2006.[6]张维斌.设置转角窗的高层住宅剪力墙结构分析[J].工程抗震,2003,3(1):612.[7]莫千里,陈敏.浅谈结构设计中的构造问题[J].山西建筑,2009,35(18):7879.StructureanalysisonhighriseshearwallwithcornerwindowsZHANGJingkunMALijieAbstract:Takinganengineeringexampleasbackground,itestablishesmechanicalmodelforhighriseshearwallwithdifferentprograms,analyzesandcalculatestheimpactofopeningwallsatcornerpartonoverallstructureeffectwithSATWEsoftware,andobtainscorrespondingvariation.Keywords:shearwall,cornerwindows,reversecycle43第36卷第29期2010年10月: