ABAQUS鋼框架結(jié)構(gòu)抗震仿真分析之歐陽育創(chuàng)編

歐陽育創(chuàng)編歐陽育創(chuàng)編2021.02.04 歐陽育創(chuàng)編2021.02.04歐陽育創(chuàng)編歐陽育創(chuàng)編2021.02.04 歐陽育創(chuàng)編2021.02.04時間：2021.02.04創(chuàng)作^歐陽育時程分析法是對結(jié)構(gòu)動力方程直接進(jìn)行逐步積分求解的一種動力分析方法。時程分析法將地震波按時段進(jìn)行數(shù)值化后，輸入結(jié)構(gòu)體系的振動微分方程，采用直接積分法計算出結(jié)構(gòu)在整個強(qiáng)震時域中的振動狀態(tài)全過程，給出各個時刻各個桿件的內(nèi)力和變形。現(xiàn)已成為多數(shù)國家抗震設(shè)計規(guī)范或規(guī)程的分析方法之一O二、 有限元軟件ABAQUS簡介ABAQUS是美國ABAQUS公司（原名HKS公司?即Hibbitt,Karlsson&So「ensen,INC.2005年被法國達(dá)索公司收購，2007年公司更名為SIMULIA）°ABAQUS已成為國際上最先進(jìn)的大型通用有限元力學(xué)分析軟件之一。ABAQUS是一套功能強(qiáng)大的進(jìn)行工程模擬的有限元軟件。其解決問題的范圍從相對簡單的線性分析到許多復(fù)雜的非線性問題。ABAQUS擁有CAE工業(yè)領(lǐng)域最為廣泛的材料模型，它可以模擬絕大部分工程材料的線形和非線形行為，可以進(jìn)行結(jié)構(gòu)的靜態(tài)和動態(tài)分析，如應(yīng)力、變形、振動、熱傳導(dǎo)以及對流等。也可以模擬廣泛的材料性能，如金屬、橡膠、塑料、彈性泡沬等，而且任何一種材料都可以和任何一種單元或復(fù)合材料的層一起用于任何合適的分析類型。三、 模型建立與求解IsPartCreatePart:Name:Ban,3D,Deformable,Shell,Planar,輸入坐標(biāo)創(chuàng)建一個18X9m的殼部件，作為混凝土樓板部件；CreatePart:Name:Zhu,3D,Deformable,Wire,Planar,輸入坐標(biāo)創(chuàng)建一個長3m線部件，作為柱部件；CreatePart:Name:Liang,3D,Deformable,Wire,Planar,輸入坐標(biāo)創(chuàng)建一個長6X3m,寬4.5X2m的線網(wǎng)部件，作為梁網(wǎng)部件；2、 SectionCreateMaterial:Name:steel,General,Density7800；Mechanical,Elasticity,Young'sModulus2.1ell,Poisson1Ratio0.3；CreateMaterial:Name:concrete,General,Density2500；Mechanical,Elasticity,Young1sModulus3el0,Poisson'Ratio0.3oCreateProfile:分別創(chuàng)建梁剖面LiangProfile和柱剖面ZhuProfile為0.3X0.3m,厚0.1m和0.6X0.6m,厚0.1m。CreateSection:板截面：Name:BanSection,Shell,Homogeneous,ShellThicknessValue:0.1,Material:concrete；梁截面：Name:LiangSection,Profilename:LiangProfile,Materialname:steel；柱截面：Name:ZhuSection,Profilename:ZhuProfile,Materialname:steel。AssignSection:分別把創(chuàng)建好的板、梁和柱截面指派到板、梁、柱部件上，梁和柱截面指派時同時指派部件方向。3、 AssemblyCreateInstance:選擇板、梁、柱部件，用Dependent方式生成實體；將柱子旋轉(zhuǎn)，使其與板和梁平面垂直；陣列柱子4X3=12根，將12根柱子分別移到梁網(wǎng)交點處，完成一層框架的構(gòu)造；將構(gòu)造好的一層框架陣列成3X2=6個框架層（陣列時，注意各個框架層間的距離應(yīng)該稍大，這樣利于平移框架），平移各層框架層，完成6層框架模型的構(gòu)造。4、 StepCreateStep:Step-1,General,StaticGeneral,重力分析，結(jié)果作為時程分析數(shù)據(jù)；Step-2,General,DynamicImplicit,Timeperiod:10o5、 InteractionCreateconstraint:Tie,選擇板、梁、柱接觸點、面,綁定。6、 LoadCreateBoundaryCondition:Name:BC-1,Step:Step-2,Mechanical,Displacement/Rotation,選擇柱低端，約束住柱低端除X方向外的5個自由度；

CreateBoundaryCondition:Name:BC-2,Step:Step-2,Mechanical,Acceleration/Angularacceleration,選擇柱低端，確定；勾選Al:l（加速度單位m/s2）,在Amplitude中創(chuàng)建一個Name:ac,Type:Tabula『,Timespan:Toaltime,復(fù)制ElCentro數(shù)據(jù)到AmplitudeData,OK,Amplitude右框下拉選擇剛才建好的ac加速度，OK。7、MeshSeedPartInstance；AssignMeshControls:Quard,Free,Advancingfront；AssignElementType:Standard,Linear,ReducedIntegration,殼單元S4R；MeshPart；最后VerifyMesh檢查網(wǎng)格是否錯誤。8、 JobCreateJob；WriteInput（輸出inp文件）.Submit；打開Monitor觀察是否有錯誤、警報；點擊Result進(jìn)入可視化窗口Visualizatiorio9、 VisualizationResult,Step/Frame分析步/幀，查看各時程變形情況；Tools,XYData,Create.ODBfieldoutput,plot頂層樓板位移時程曲線，各層樓板加速度時程曲線，各層樓板位移曲線。10、 數(shù)據(jù)后處理在Visualization,XYDataManager中點擊Edit,輸出各層樓板位移數(shù)據(jù)到Excel中，利用Excel:相鄰兩層的位移作差后得到層間相對位移，畫出以Time為橫軸、層間相對位移為縱軸畫出各層層間位移時程曲線；然后層間相對位移除以層高得到層間位移角，畫出以Time為橫軸、層間位移角為縱軸畫出各層層間位移角時程曲線。四、 結(jié)果展喬鋼框架內(nèi)力云圖1鋼框架內(nèi)力云圖2鋼框架內(nèi)力云圖3頂層樓板位移時程曲線底端加速度時程曲線—層樓板加速度時程曲線二層樓板加速度時程曲線三層樓板加速度時程曲線四層樓板加速度時程曲線五層樓板加速度時程曲線頂層樓板加速度時程曲線底端與一層樓板層間位移—層與二層樓板層間位移二層與三層樓板層間位移三層與四層樓板層間位移四層與五層樓板層間位移五層與頂層樓板層間位移底端與一層樓板層間位移角—層與二層樓板層間位移角二層與三層樓板層間位移角三層與四層樓板層間位移角四層與五層樓板層間位移角五層與六層樓板層間位移角五、 總結(jié)與分析通過分析數(shù)據(jù)：該鋼框架模型頂層樓板最大位移發(fā)生在9.904615s時，值為0.521279；根據(jù)《》：多層柱頂位移H/500,對于該模型為18m/500=0.036m,頂層樓板最大位移超出規(guī)范要求。該鋼框架模型最大加速度：底端發(fā)生在2.13928s,值為3.40922,一層樓板發(fā)生在4.53904s,值為7.02656,二層樓板發(fā)生在2.64224s，值為7.58957,三層樓板發(fā)生在3.22835s，值為8.61059,四層樓板發(fā)生在4.78149s，值為11.1651,五層樓板發(fā)生在4.78149s,值為12.4091,頂層樓板發(fā)生在4.53904,值為13.9828o該鋼框架模型層間位移：底端與一層樓板最大值為0.006104,一層與二層樓板最大值為0.025158,二層與三層樓板最大值為0.016052,三層與四層樓板最大值為0.021461,四層與五層樓板最大值為0.012741,五層與六層樓板最大值為0.016035；根據(jù)《》：多層層間位移限值h/400,對于該模型為3m/400=0.0.0075m,最大層間位移超出規(guī)范要求。該鋼框架模型層間位移角：底端與一層樓板最大值為0.002035,一層與二層樓板最大值為0.008386,二層與三層樓板最大值為0.005356,三層與四層樓板最大值為0.007154,四層與五層樓板最大值為0.004247,五層與六層樓板最大值為0.005345；根據(jù)《》GB50011-2010第5.5.1條規(guī)定:“地震作用下，多、彈性限值為1/250”，最大層間位移角超出規(guī)范要求。由以上分析，頂層樓板位移、層間位移、層間位移角均超出規(guī)范要求，作者對此結(jié)果進(jìn)行了簡單分析，造成此結(jié)果可能原因有：沒有對時程地震波ElCentro波進(jìn)行系數(shù)調(diào)整，以滿足抗震規(guī)范；超過加速度時程的加速度沒有按規(guī)范將其最大值調(diào)整為0.35m/s2;對于輸入的地震加速度時程曲線沒有滿足抗震規(guī)范，要滿足地震動三要素：頻譜特性、有效峰值和持續(xù)時間要符合規(guī)定的要求。對于此鋼框架結(jié)構(gòu)，其抗側(cè)剛度不足，應(yīng)通過增加柱截面、梁高和梁寬等措施提高結(jié)構(gòu)抗側(cè)剛度。以上分析可能不夠準(zhǔn)確，望讀者批評指出。參考文獻(xiàn)王勖成，有限單元法.北京:清華大學(xué)出版社，2003馬曉峰，ABAQUS6.il有限元分析從入門到精通.北京:清華出版社，2013⑶曹金鳳等，ABAQUS有限元分析常見問題與解答.北京：機(jī)械工業(yè)出版社，2010[4]徐珂.ABAQUS建筑結(jié)構(gòu)分析應(yīng)用.北京:中國建筑出版社出版社，2013命令流★Heading**Jobname:gkjdzfzfxModelname:Model-1**Generatedby:Abaqus/CAE6.13-1★Preprint,echo=NO,model=NO,history二NO,contact=NO★★**PARTS*Part,name=Ban*Node1,9.,4.5,0.2,7.19999981,4.5,0.3,5.4000001,4.5,0.4,3.5999999,4.5,0.5,1.79999995,4.5,0.6,o.,4.5,0.7,-1.79999995,4.5,0.8,-3.5999999,4.5,0.9,-5.4000001,4.5,0.10,-7.19999981,4.5,0.11,-9.,4.5,0.12,9.,2.70000005,0.13,7.19999981,2.70000005,0.14,5.4000001,2.70000005,0.15,3.5999999,2.70000005,0.16,1.79999995,2.70000005,0.17,0.,2.70000005,0.18,-1.79999995,2.70000005,019,-3.5999999,2.70000005,0.20,-5.4000001,2.70000005,0.21,-7.19999981,2.70000005,022,-9.,2.70000005,0.TOC\o"1-5"\h\z9., 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-4.5,0.65,-7.19999981, -4.5,066,-9., -4.5, 0.★Element,type二S4R1,2,13,122,3,14,133,4,15,144,5,16,155,6,17,166,7,18,177,8,19,188,9,20,199,10,21,2010,11,22,2113,24,2314,25,2415,26,2527,2617,28,2716,17,18,29,2817,18,19,30,2919,20,31,3020,21,32,3121,22,33,3223,24,35,3424,25,36,3525,26,37,3626,27,38,3727,28,39,3828,29,40,3929,30,41,4030,31,42,4131,32,43,4232,33,44,4334,35,46,4535,36,47,4636,37,48,4737,38,49,4838,39,50,4939,40,51,5040,42,52,5141,42,53,5242,43,54,5343,44,55,5445,46,57,5646,47,58,5747,48,59,5848,49,60,5949,50,61,6050,51,62,6151,52,63,6252,53,64,6353,54,65,6454,55,66,65★Nset,nset二Set generate1,66,1★Elset,elset二Set-1,generate1,50,1★Nset,nset二Set?4,generate1,66,1★Elset,elset二Set-4,generate1,50,1★Nset,nset二Set?5,generate1,66,1★Elset,elset二Set-5,generate1,50,1**Section:BanSection*ShellSection,elset二Set-5,material二concrete0.1,5*EndPart*Part,name二Liang*Node1,-3., 4.5,0.2,3., 4.5,0.3,9., 4.5,0.4,9., 0.,0.5,9., -4.5,0.6,3., -4.5,0.7,-3., -4.5,0.8,-9., -4.5,0.9,-9., 0.,0.10,-3., 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57,58,59,60,61,62,63,64,65,66,67,68,69,70,71,72,73,74,75,76,77,78,79,80,81,82,83,84,85,86,87,88,89,90,0.I.0.0.0.0.0.0.0.0.).0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.0.2021.02.042021.02.042021.02.042021.02.04歐陽育創(chuàng)編2021.02.04歐陽育創(chuàng)編91,-3.,-2.25,0.92,-3.,?1.6875,0.93,-3.,-1.125,0.94,-3.,-0.5625,0.95,-3.,0.5625,0.96,-3.,1.125,0.97,-3.,1.6875,0.98,-3.,2.25,0.99,-3.,2.8125,0.100,■3.,3.375,0.101,■3.,3.9375,0.102,2.4000001, 0.,0.103,1.79999995, 0.,0.104,1.20000005, 0.,0.105,0.600000024, 0?0.106,0.,0.,0.107,-0.600000024, 0.,0.108,-1.20000005, 0.,0.109,-1.79999995, 0.,0.110,-2.4000001, 0.,0.111,3.,-3.9375,0.112,3.,-3.375,0.113,3.,-2.8125,0.114,3.,-2.25,0.115,3.,?1.6875,0.116,3.,-1.125,0.117,3.,-0.5625,0.118,3.,0.5625,0.119,3.,1.125,0.120,3.,1.6875,0.121,3.,2.25,0.122,3.,2.8125,0.123,3.,3.375,0.124,3.,3.9375,0.歐陽育創(chuàng)編2021.02.04歐陽育創(chuàng)編2021.02.042021.02.04歐陽育創(chuàng)編歐陽育創(chuàng)編2021.02.04 歐陽育創(chuàng)編 2021.02.04歐陽育創(chuàng)編2021.02.04歐陽育創(chuàng)編125,8.39999962, 0.,0.126,7.80000019, 0.,0.127,7.19999981, 0.,0.128,6.5999999, 0.,0.129,6.,0.,0.130,5.4000001, 0.,0.131,4.80000019, 0.,0.132,4.19999981, 0.,0.133,3.5999999, 0.,0.134,-9., 3.9375,0.135,-9., 3.375,0.136,-9., 2.8125,