ansys桁架结构分析作业

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1、桁架结构受力分析1问题描述例题1平面桁架2计算模型［单元，材料，边界条件，载荷条件等］单元：每一个杆件为一个单元材料：E=30MPA泊松比=0.3边界条件：节点5受x方向约束节点1受x，y方向约束载荷条件：节点2,3,4受y方向载荷，大小为-15KN3计算结果［数据，图示］桁架位移应力云NOOALSOLUTXONAN5HSTEP-1MAY162015SUB-110:43:57TIME-1USUM(AVG)RSYS-0DMX=1.61361SMX»1.61361.3585817929537877171591.075741.43432.8964491.25

2、5031.61361桁架轴力LINESTRESSANSYSR16.0STEP-1MAY162015SUB-110:48:17TIME-1LSILSIMIN=-.120E+07ELEM=7MAX-750000ELEM-8888o.120E+07-983333*66667-550000•333333•116667100000316667533333750000节点反力PRINTREACTIONSOLUTIONSPERNODE*****POST1TOTALREACTIONSOLUTIONLISTING*****LOADSTEP-0SUBSTEP-1TIME=

3、1.0000LOADCASE=0THEFOLLOWINGX.V.ZSOLUTIONSAREINTHEGLOBALCOORDINATESVSTEMNODEFXFVFZ10.12000E*0645000.2-0.12000E^06TOTALUALUESUALUE0.10186E-0945000.0.0000节点位移NODEUXUVUZ10.00000.00000.000020.0000-0.45000E-010.000030.80000E-01-0.466670.000040.16000-1.03220.00005-0.21333-1.59940.0000

4、6-0.18667一1-04720.0000?-0.16000一0.4666?0.0000usun0.00000.45000E-010.473471.04451.61361.06370.49333各单元受力情况LOADSTEP1SUBSTEP-iTIME*l.HHHHLOADCASE-EL-1NODES-12HAT-1XC.YC.ZG-8.1FORCE--4S00H.STRESS—e.4S0eeE>06EPEL-0.1&.E01TtW-0.IW0.H0EPTH-0.HO0H•5marea-B.ieemLINK180EL-2HOPES*23KAI-1XC

5、.YC'ZC-2.BB0FORCE-60HUH.STRESS-EFEL-0.2mMNIfc-01TEMP-0.R00.H0EPTH-0.M0Hareu-e.imeeLINK180EL-3NODES*34MAI-1XC.VC.ZC-(.MMPOME，6HHHH.STRESS*H.60H(WE>MEPEL-0.2MMM1E01TEHP-0.R00.H0EPTH-0.RA0Aa.tfmAREA-0.1MW0LINK180EL-4MODES-45WAT-1XC^VC.ZC-10.00FORCE-25000.STRESS*0.2S00eE«06EPEL-0.83

6、333E-02TEMP-0.000.08EPTH-0.0000.smarea-e.ieemLIHX180EL-SMODES•56WAT-1XC.VC^ZC-10.00FORCE-—2BRHM.STRESS■—0.200ME*MEFEL—0.6G667E-0/TEMP-0.000.00EPTH-0.00000.0marea-e.ieemLIHK180EL-6MODES-G7HAT-1XC.VC,ZC-6.000FORCE--200A0.STRESS—0.20000E*06EPEL—0.66667E-0STOT-0.000.00EPTH-0.m0Hared

7、-e.ieeeeLINK180EL-7MODES-71hftT-1XC，VC,ZO2.1FORCE—e.l2RHHF«O6STRESS—0.120ME*07EFEL—0.4R00RE-01TEMP-0.000.0tfEPTH-0.IW00area-e.immLINK180EL-8NODES-2?MAT-1XC,VC.ZC-2.AAAforce-?seee.stress，0.7S0eeE«06efel-0.2S0eeE-eiTEW-e.HM0.HOEPTH-H.HHHH1.5AAAREA-0.LINK180EL-9MODES-74WAT-1XC，VC,Z

8、O6.RMforce-seeee.stress—e.se0eeE»e6epel—0.U667E