有限元法计算双层框架

/有限元法计算双层框架双层双跨刚架如图F-2所示，材料的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=0.4m图F-2双层双跨刚架计算图表F-2尺寸及荷载序号结构a(m)b(m)q1(kN/m)q2(kN/m)q3(kN/m)1双层框架4.43.63.41.00.5网格划分及节点、单元编号（剖分图）输入数据（可用数据文件）在PFSAP.IN中输入如下数据：1example2-1fig.2-49,18,10,2,0,61,2,3,0.0,0.0,4,5,6,4.4,0.0,7,8,9,8.8,0.010,11,12,0.0,-3.6,13,14,15,4.4,-3.6,16,17,18,8.8,-3.60,0,0,0.0,-7.2,0,0,0,4.4,-7.2,0,0,0,8.8,-7.21,2,1,2,3,1,4,5,1,5,6,1,1,4,2,4,7,2,2,5,2,5,8,2,3,6,2,6,9,22.8e7,0.3,0.52.8e7,0.4,0.81,1,1.0,1.0,2,1,1.0,1.0,3,1,3.4,3.4,4,1,3.4,3.4,5,1,-0.5,-0.5,6,1,-0.5,-0.50有限元计算结果（可用计算机打印结果）(NO.=1)example2-1fig.2-4NJ=:9N=:18NE=:10NM=:2NPJ=:0NPF=:6NO.(1)(2)(3)XY(1)123.000.000(2)4564.400.000(3)7898.800.000(4)101112.000-3.600(5)1314154.400-3.600(6)1617188.800-3.600(7)000.000-7.200(8)0004.400-7.200(9)0008.800-7.200ELEMENTNO.NODE-1NODE-2MATERIALS11212231345145615142647272528582936210692NO.MATELASTICMODULUSAREAMOMENTOFINERTIA1.280000E+08.300000.5000002.280000E+08.400000.800000NON-NODELLOADSNO.ENO.LOAD.MODELAC111.0001.000211.0001.000313.4003.400413.4003.40051-.500-.50061-.500-.500**************************RESULTSOFCALCULATION**************************NO.NX-DISPLACEMENTY-DISPLACEMENTANG.ROT.(RAD)1-.18025E-05.44890E-05.33462E-062-.65250E-06.57735E-05.81355E-073.26200E-06.50118E-05-.17765E-064-.68918E-06.35477E-05.40884E-065-.28392E-06.49420E-05.80045E-076-.65134E-07.39561E-05-.17244E-067.00000.00000.000008.00000.00000.000009.00000.00000.00000NO.EN(1)Q(1)M(1)N(2)Q(2)M(2)1-2.1955-2.9285-2.41022.1955-1.4715-.795252-1.7459-1.11561.59651.7459-3.28443.17503-.77367-8.1087-5.8222.77367-6.85133.05614-.41769-5.9366-1.2864.41769-9.02348.07755-2.92852.19552.41022.9285-.395542.25376-11.0371.16923.568511.037.63079-2.59937-2.5871-.44968-.801272.5871.44968-.817588-15.375-.80567-.9521415.375.80567-1.94839-3.2844-1.7459-3.17503.28441.7459-3.110110-12.308-2.1635-4.967412.3082.1635-2.82144．采用结构力学求解器计算的结果位移计算杆端位移值(乘子=1)杆端1杆端2单元码u-水平位移v-竖直位移?-转角u-水平位移v-竖直位移?-转角10.00000180-0.00000449-0.000000330.00000065-0.00000577-0.0000000820.00000065-0.00000577-0.00000008-0.00000026-0.000005010.0000001830.00000069-0.00000355-0.000000410.00000028-0.00000494-0.0000000840.00000028-0.00000494-0.000000080.00000007-0.000003960.0000001750.00000180-0.00000449-0.000000330.00000069-0.00000355-0.0000004160.00000069-0.00000355-0.000000410.000000000.000000000.0000000070.00000065-0.00000577-0.000000080.00000028-0.00000494-0.0000000880.00000028-0.00000494-0.000000080.000000000.000000000.000000009-0.00000026-0.000005010.000000180.00000007-0.000003960.00000017100.00000007-0.000003960.000000170.000000000.000000000.00000000内力计算杆端内力值(乘子=1)杆端1杆端2单元码轴力剪力弯矩轴力剪力弯矩1-2.195542032.92851225-2.41020485-2.19554203-1.471487750.795249052-1.745861391.115571221.59652304-1.74586139-3.28442878-3.174963593-0.773672538.10865160-5.82221041-0.77367253-6.85134840-3.056143394-0.417686875.93657507-1.28642850-0.41768687-9.02342493-8.077498205-2.92851225-2.195542032.41020485-2.92851225-0.39554203-2.253746456-11.0371638-1.169214553.56846396-11.03716380.630785452.599291577-2.587058970.44968063-0.80127399-2.587058970.449680630.817576308-15.37498240.80566629-0.95213859-15.37498240.805666291.948260059-3.284428781.74586139-3.17496359-3.284428781.745861393.1101374210-12.30785372.16354826-4.96736078-12.30785372.163548262.82141297反力计算约束反力值(乘子=1)结点约束反