《桥梁结构振动与抗震》静力电算分析报告.doc

《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:结构体系:漂浮体系;主梁:跨径:中跨:100m;边跨:50m;截面参数:换算截面:A=,惯性矩:I=,每延米重:BRO=-: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=,惯性矩:I=,每延米重:BRO=-(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=,每延米重:BRO=-、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/15,12,9,6,4,7,10,13,16,19,22,25,28,31,29,26,23,20,18,2,3,5,8,11,14,33,32,30,27,24,21,5,8,11,14,7,10,13,16,30,27,24,21,29,26,23,20/ 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,-16/(2)单元编号主梁:~;塔墩:~;斜拉索:~;如下图所示。修改对应的截面参数,并前后统一;子程序平面梁单元和铰接杆单元刚度矩阵BEMK、ROADK:REALX(34)Y(34)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=,铰接杆单元IAA=;(5)主程序1)整体刚度矩阵和荷载等价集中力列阵:塔墩:IZ= AX= BRO=- CALLBEMK(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) CALLAAXA(RT,PF1,PF2,M) CALLAAXAA(KE,R,KR,M) CALLAAXAA(RT,KR,KS,M)斜拉索:AX= BRO=- DO170I=1,6 DO170J=1,6 KS(I,J)=(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,PF2,0) CALLAAXA(RT,PF1,PF2,M) CALLAAXAA(KE,R,KR,M) CALLAAXAA(RT,KR,KS,M)2)计算单元力塔墩:IZ== BRO=- CALLBEMK(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= BRO=-(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,PF2,0) CALLELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX)三、计算主程序:PLANEANALYSISOFCable-StayedBRIDGE c PLANEANALYSISOFCable-StayedBRIDGE PROGRAMCable_StayedBRIDGE int