《桥梁结构振动与抗震》静力电算分析报告

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1、《桥梁结构振动与抗震》课程电算程序结果报告书（一）指导教师姓名学号系、年级一、斜拉桥模型基本信息：1、结构体系：漂浮体系；2、主梁：（1）跨径：中跨：100m；边跨：50m；（2）截面参数：换算截面：A=6.31m2,惯性矩：I=2.20m4,每延米重：BRO=-180.00KN/m3、塔墩：双塔（1）索塔高40m，塔跨比为2/5，墩高16m（2）截面参数：换算截面：A=12.00m2,惯性矩：I=4.58m4,每延米重：BRO=-335.46KN/m4、斜拉索（1）竖琴形单索面形式，索距：主梁10m，索塔8m；（2）截面参数：换算截面：A=0.200m2,每延米重：BRO=-

2、10.00KN/m二、程序修改部分：（1）结构参数NJ=34,NE=47,N=94,UBW1=12,NB1=8,NJX=102,M=6DATAIO/17,15,12,9,6,4,7,10,13,16,19,22,25,28,31,29,26,23,20,1,2,3,5,8,11,34,33,32,30,27,24,6,9,12,15,5,8,11,14,28,25,22,19,30,27,24,21/DATAJO/15,12,9,6,4,7,10,13,16,19,22,25,28,31,29,26,23,20,18,2,3,5,8,11,14,33,32,30,27,24,2

3、1,5,8,11,14,7,10,13,16,30,27,24,21,29,26,23,20/DATARL1/1,2,3,50,53,100,101,102/DATAX/-50,-50,-50,-50,-50,-60,-40,-50,-70,-30,-50,-80,-20,-50,-90,-10,-100,100,10,90,50,20,80,50,30,70,50,40,60,50,50,50,50,50/DATAY/-16,-8,0,0,10,0,0,20,0,0,30,0,0,40,0,0,0,0,0,0,40,0,0,30,0,0,20,0,0,10,0,0,-8,-1

4、6/（2）单元编号主梁：~；塔墩：~；斜拉索：~；如下图所示。（1）修改对应的截面参数，并前后统一；（2）子程序1)平面梁单元和铰接杆单元刚度矩阵BEMK、ROADK：REALX(34)Y(34)2)自重荷载作用下的等价集中力BEMLOAD：SUBROUTINEBEMLOD(BRO,L,XM,XN,PF1,PF2,IAA)其中梁单元IAA=1.0，铰接杆单元IAA=0.0;（5）主程序1）整体刚度矩阵和荷载等价集中力列阵:塔墩：IZ=4.58AX=12.00BRO=-335.46CALLBEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,

5、XM,XN)CALLBEMR(LX,LY,L,R,RT)CALLBEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALLAAXA(RT,PF1,PF2,M)CALLAAXAA(KE,R,KR,M)CALLAAXAA(RT,KR,KS,M)斜拉索：AX=0.20BRO=-10.0DO170I=1,6DO170J=1,6KS(I,J)=0.0170CONTINUECALLRODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALLBEMR(LX,LY,L,R,RT)CALLBEMLOD(BRO,L,XM,XN,PF1,PF2,

6、0)CALLAAXA(RT,PF1,PF2,M)CALLAAXAA(KE,R,KR,M)CALLAAXAA(RT,KR,KS,M)2）计算单元力塔墩：IZ=4.58AX=12.00BRO=-335.46CALLBEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)CALLBEMR(LX,LY,L,R,RT)CALLBEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALLELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX)斜拉索：AX=0.200BRO=-10.00CALLRODK(IO,JO,K

7、E,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALLBEMR(LX,LY,L,R,RT)CALLBEMLOD(BRO,L,XM,XN,PF1,PF2,0)CALLELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX)三、计算主程序：PLANEANALYSISOFCable-StayedBRIDGEcPLANEANALYSISOFCable-StayedBRIDGEPROGRAMCable_StayedBRIDGEintegerubw,f,u