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1、设计条件与要求设计目的：掌握用有限元方法分析弹性杆系结构问题的步骤和技巧，熟练使用编制的程序解决工程实际问题，并分析计算结果的正确性，绘出内力、位移图。设计条件：某双层双跨刚架如图所示，洞室序号16，岩石的弹性参数E＝28GPa，各梁的惯性矩I1=0.5m4，横截面积A1=0.3m2，各柱的I2=0.8m4，A2=0.4m2，a=5.6m，b=3.8m，q1=2.0kN/m，q2=1.0kN/m，q3=0.4kN/m。设计要求：计算刚架的内力及变形，并绘制内力图。图.双层双跨刚架计算图6单元划分图.单元号、节点号、约束条
2、件输入数据文件62zuoye29,18,10,2,0,61,2,3,0.,0.,4,5,6,5.6,0.7,8,9,11.2,0.,10,11,12,0.,3.813,14,15,5.6,3.8,16,17,18,11.2,3.80,0,0,0.,7.6,0,0,0,5.6,7.60,0,0,11.2,7.61,4,1,4,7,1,2,5,15,8,1,3,6,1,6,9,11,2,2,2,3,2,4,5,2,5,6,22.8E7,0.4,0.82.8E7,0.3,0.51,1,-0.4,-0.4,2,1,-0.4,-0
3、.47,1,1.0,1.0,8,1,1.0,1.09,1,2.0,2.0,10,1,2.0,2.0066有限元计算结果（输出数据文件）66(NO.=2)zuoye2NJ=:9N=:18NE=:10NM=:2NPJ=:0NPF=:6NO.(1)(2)(3)XY(1)123.000.000(2)4565.600.000(3)78911.200.000(4)101112.0003.800(5)1314155.6003.800(6)16171811.2003.800(7)000.0007.600(8)0005.6007.600(
4、9)00011.2007.600ELEMENTNO.NODE-1NODE-2MATERIALS11412471325145815361669171228232945210562NO.MATELASTICMODULUSAREAMOMENTOFINERTIA1.280000E+08.400000.8000002.280000E+08.300000.500000NON-NODELLOADSNO.ENO.LOAD.MODELAC11-.400-.40021-.400-.400711.0001.000811.0001.000912
5、.0002.0001012.0002.000**************************RESULTSOFCALCULATION**************************NO.NX-DISPLACEMENTY-DISPLACEMENTANG.ROT.(RAD)61.19742E-05.42822E-05.43314E-062.59173E-06.62345E-05.61667E-073-.53353E-06.46833E-05-.31125E-064.66921E-06.31482E-05.39484E
6、-065.26720E-06.47952E-05.67694E-076.60561E-07.34566E-05-.18278E-067.00000.00000.000008.00000.00000.000009.00000.00000.00000NO.EN(1)Q(1)M(1)N(2)Q(2)M(2)13.34232.07373.2031-3.3423-.553681.788929.27891.15673.5625-9.2789.36330-2.055134.2422-.38578-.76852-4.2422.38578
7、-.69745414.133-.67885-.89077-14.133.67885-1.688853.6155-1.6879-3.9644-3.61551.6879-2.4497610.188-1.9979-4.8733-10.1881.9979-2.718572.0737-3.3423-3.2031-2.0737-2.2577.1662281.6879-1.9845.60229-1.6879-3.61553.96449.60302-5.9366-5.3514-.60302-5.26343.466210.30995-4.
8、6277-1.8780-.30995-6.57237.32306正确性验证一、计算验证：模型竖向约束反力之和、作用于模型竖向荷载之和是否相等（误差不大于0.005kN）。作用于荷载竖向力Fy=11.2*2.0+11.2*1.0=33.6kN，根据输出数据计算得，竖向约束反力之和N=9.2789+14.133+10.1
