《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：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=-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=6DATA IO/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/ DATA JO/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/DATA RL1/1,2,3,50,53,100,101,102/DATA X/-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/DATA Y/-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。（3） 修改对应的截面参数，并前后统一；（4） 子程序1) 平面梁单元和铰接杆单元刚度矩阵BEMK、ROADK：REAL X(34) Y(34)2) 自重荷载作用下的等价集中力BEMLOAD：SUBROUTINE BEMLOD(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=-335.46CALL BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT) CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALL AAXA(RT,PF1,PF2,M)CALL AAXAA(KE,R,KR,M)CALL AAXAA(RT,KR,KS,M)斜拉索：AX=0.20BRO=-10.0DO 170 I=1,6DO 170 J=1,6KS(I,J)=0.0 170 CONTINUE CALL RODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT)CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,0)CALL AAXA(RT,PF1,PF2,M)CALL AAXAA(KE,R,KR,M)CALL AAXAA(RT,KR,KS,M)2）计算单元力塔墩：IZ=4.58AX=12.00BRO=-335.46CALL BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT) CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALL ELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX)斜拉索：AX=0.200BRO=-10.00 CALL RODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT)CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,0)CALL ELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX)三、计算主程序：PLANE ANALYSIS OF Cable-Stayed BRIDGEcPLANE ANALYSIS OF Cable-Stayed BRIDGEPROGRAM Cable_Stayed BRIDGEinteger ubw,f,ubw1real l,iz,lx,lyPARAMETER (NJ=34,NE=47,N=94,UBW1=12,NB1=8,NJX=102,M=6)integer io(NE),jo(NE),rl1(NB1),RLS(NJX),CRL(NJX),NIJ(M)REAL KO(N,UBW1),R(M,M),RT(M,M),KE(M,M),KR(M,M),KS(M,M)REAL A(NE,7),XU(N),p(N),xv(NJX),pij(M),pij2(M),fij(M)REAL PF1(M),PF2(M),X(NJ),Y(NJ)CREADING ARRAYSDATA IO/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/ DATA JO/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/DATA RL1/1,2,3,50,53,100,101,102/DATA X/-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/DATA Y/-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/CBEGIN THE CALCULATION open(5,file=uu.dat,status=new) DO 10 I=1,NB1J=RL1(I)RLS(J)=1 10CONTINUEWRITE(5,20) 20FORMAT(1X,18H开始计算约束表rls=)WRITE(5,40) RLS 40FORMAT(1X,/24I3)do 60 I=1,njxK=0DO 50 J=1,IK=K+RLS(J) 50CONTINUECRL(I)=K 60CONTINUEWRITE(5,70) 70FORMAT(1X,4HCRL=)WRITE(5,40) CRLWRITE(5,100) 100FORMAT(1X,12H开始计算总刚)F=0UBW=0WW=0YE=2.5E+07 110 F=F+1IF(F.GT.19) GOTO 150IZ=2.20AX=63.1BRO=-180.00 115 CALL BEMK(io,jo,ke,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)DO 120 I=1,6DO 120 J=1,6KS(I,J)=0.0KS(I,J)=KE(I,J) 120CONTINUECALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)DO 140 I=1,6PF2(I)=PF1(I) 140CONTINUEGOTO 270 150 IF(F.GT.31) GOTO 160IZ=4.58AX=12.00BRO=-335.46CALL BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT) CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALL AAXA(RT,PF1,PF2,M)CALL AAXAA(KE,R,KR,M)CALL AAXAA(RT,KR,KS,M)GOTO 270 160 AX=0.20BRO=-10.0DO 170 I=1,6DO 170 J=1,6KS(I,J)=0.0 170 CONTINUE 180CALL RODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT)CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,0)CALL AAXA(RT,PF1,PF2,M)CALL AAXAA(KE,R,KR,M)CALL AAXAA(RT,KR,KS,M) 270DO 280 J=1,3NIJ(J)=I1+J-1NIJ(J+3)=J1+J-1 280CONTINUECALL COMBK(NJ,N,UBW,NIJ,CRL,RLS,KO,KS,P,PF2,M,NJX,ubw1)WRITE(5,285) F,UBW 285FORMAT(1X,2HF=,I3,4HUBW=,I3) WW=WW+L*BROIF (F.LT.NE) GOTO 110CALL CHOLS(N,UBW,KO) CALL CHOLEJ(N,UBW,P,XU,KO)CDEVELOPMENT OF UDO 320 I=1,3*NJIF (RLS(I).NE.1) GOTO 310XV(I)=0.0GOTO 320 310XV(I)=XU(I-CRL(I) 320CONTINUEWRITE(5,325) 325FORMAT(25X,14H节点位移xv(i)=)DO 330 I=1,NJWRITE(5,335) I,(XV(3*(I-1)+J),J=1,3) 330CONTINUE 335FORMAT(1X,I3,3(8X,F11.7)CSULUTION OF ELEMENT FORCEWRITE(5,395) 395FORMAT(1X,14H开始计算单元力)f=0 400f=f+1IF(F.GT.19) GOTO 425IZ=2.2AX=6.31BRO=-180.00 402 CALL BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)DO 405 J=1,3PIJ(J)=XV(I1+J-1)PIJ(J+3)=XV(J1+J-1) 405CONTINUEA(F,1)=FCALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALL AAXA(KE,PIJ,FIJ,M)DO 407 I=1,6A(F,I+1)=FIJ(I)-PF1(I) 407 CONTINUEGOTO 445 425IF (F.GT.31) GOTO 437AX=12.00IZ=4.58BRO=-335.46CALL BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT) CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,1)CALL ELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX) 420 CONTINUEGOTO 445 437AX=0.200BRO=-10.00 CALL RODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)CALL BEMR(LX,LY,L,R,RT)CALL BEMLOD(BRO,L,XM,XN,PF1,PF2,0)CALL ELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX) 445IF (F.LT.NE) GOTO 400WRITE(5,450) 450FORMAT(25X,13H单元力a(I,J)=)DO 460 I=1,NEWRITE(5,465) (A(I,J),J=1,7) 460CONTINUE 465FORMAT(1X,f4.0,3(8X,F15.5)/12X,F15.5,2(8X,F15.5)C OPEN (6,FILE=OUT.txt) WRITE(5,466) WW 466FORMAT(1X,F18.4)ENDc500cholesky FACTORIZATIONsubroutine chols(N,UBW,KO)INTEGER P,Q,UBWREAL KO(N,UBW)IC=N-UBW+1DO 560 I=1,NIF (I.LT.IC) THENP=UBWELSEP=N-I+1END IFDO 550 J=1,PQ=UBW-JIF (I-1).LE.Q) Q=I-1SUM=KO(I,J)IF (Q.GE.1) THENDO 510 K=1,QSUM=SUM-KO(I-K,1+K)*KO(I-K,J+K) 510CONTINUEEND IF 520IF (J.NE.1) GOTO 540IF (SUM.LE.0.0) WRITE(*,530) I 530FORMAT(1X,11H出现错误 i=,I3)TEMP=1/SQRT(SUM)KO(I,J)=TEMPGOTO 550 540KO(I,J)=SUM*TEMP 550CONTINUE 560CONTINUERETURNENDC600SOLUE K*U=PSUBROUTINE CHOLEJ(N,UBW,P,XU,KO)INTEGER UBWREAL P(N),XU(N),KO(N,UBW)DO 620 I=1,NIF (I.LT.UBW) THENJ=1ELSEJ=I-UBW+1END IFSUM=P(I)DO 610 K=J,I-1SUM=SUM-KO(K,I-K+1)*XU(K) 610CONTINUEXU(I)=SUM*KO(I,1) 620CONTINUEDO 640 I=N,1,-1IF (N-I+1).LT.UBW) THENJ=NELSEJ=I+UBW-1END IFSUM=XU(I)DO 630 K=I+1,JSUM=SUM-KO(I,K-I+1)*XU(K) 630CONTINUEXU(I)=SUM*KO(I,1) 640CONTINUERETURNENDC700GENERATE OF BEM Ksubroutine BEMK(IO,JO,KE,I1,J1,YE,AX,IZ,NE,F,L,LX,LY,X,Y,XM,XN)INTEGER F,IO(NE),JO(NE)REAL KE(6,6),X(34),Y(34),IZ,L,LX,LYII=IO(F)JJ=JO(F)I1=3*II-2J1=3*JJ-2LX=X(JJ)-X(II)LY=Y(JJ)-Y(II)L=SQRT(LX*LX+LY*LY)XM=LY/LXN=LX/LDO 710 I=1,6DO 710 J=1,6KE(I,J)=0.0 710CONTINUEW1=12*YE*IZW2=YE*AXKE(1,1)=W2/LKE(4,4)=kE(1,1)KE(4,1)=-KE(1,1)KE(2,2)=W1/L/L/LKE(5,5)=KE(2,2)KE(3,2)=KE(2,2)*L*0.5KE(6,2)=KE(3,2)KE(5,3)=-KE(3,2)KE(6,5)=KE(5,3)KE(3,3)=W1/L/3.0KE(6,6)=KE(3,3)KE(5,2)=-KE(2,2)KE(6,3)=0.1667*W1/LDO 740 I=2,6DO 730 J=1,I-1KE(J,I)=KE(I,J) 730CONTINUE 740CONTINUERETURNENDC GENERATE OF ROAD KSUBROUTINE RODK(IO,JO,KE,I1,J1,YE,AX,NE,F,L,LX,LY,X,Y,XM,XN)INTEGER F,IO(NE),JO(NE)REAL KE(6,6),X(34),Y(34),LX,LY,LII=IO(F)JJ=JO(F)I1=3*II-2J1=3*JJ-2LX=X(JJ)-X(II)LY=Y(JJ)-Y(II)L=SQRT(LX*LX+LY*LY)XM=LY/LXN=LX/LDO 750 I=1,6DO 750 J=1,6KE(I,J)=0.0 750 CONTINUEKE(1,1)=YE*AX/LKE(4,4)=KE(1,1)KE(1,4)=-KE(1,1)KE(4,1)=KE(1,4)RETURNENDC GENERATE OF BEM RSUBROUTINE BEMR(LX,LY,L,R,RT)real R(6,6),RT(6,6),LX,LY,LDO 810 I=1,6DO 810 J=1,6R(I,J)=0.0RT(I,J)=0.0 810CONTINUEXN=LX/LXM=LY/LR(1,1)=XNR(2,2)=R(1,1)R(4,4)=R(1,1)R(5,5)=R(1,1)R(1,2)=XMR(2,1)=-R(1,2)R(3,3)=1.0R(4,5)=R(1,2)R(5,4)=R(2,1)R(6,6)=1.0DO 840 I=1,6DO 830 J=1,6RT(J,I)=R(I,J) 830CONTINUE 840CONTINUERETURNENDC900GENERATE OF BEM LOADSUBROUTINE BEMLOD(BRO,L,XM,XN,PF1,PF2,IAA)REAL L,PF1(6),PF2(6)DO 910 I=1,6PF1(I)=0.0PF2(I)=0.0 910CONTINUEW1=BRO*LPF1(1)=.5PF1(4)=.5PF2(2)=.5PF2(5)=.5PF2(3)=L/12.0*IAAPF2(6)=-L/12.0*IAADO 920 I=1,6PF1(I)=PF1(I)*W1*XMPF2(I)=PF2(I)*W1*XNPF1(I)=PF1(I)+PF2(I) 920CONTINUERETURNENDC1000COMBINE KSUBROUTINE COMBK(NJ,N,UBW,NIJ,CRL,RLS,KO,KS,P,PF2,M,NJX,ubw1)INTEGER row,col,ubw1,UBW,NIJ(M),CRL(NJX),RLS(NJX)REAL KO(N,UBW1),KS(M,M),P(N),PF2(M)DO 1030 I=1,6MU=NIJ(I)IF (RLS(MU).EQ.1) GOTO 1020ROW=MU-CRL(MU)KO(ROW,1)=KO(ROW,1)+KS(I,I)P(ROW)=P(ROW)+PF2(I)DO 1010 J=I+1,6NU=NIJ(J)IF (RLS(NU).EQ.1) GOTO 1010IF (NU.LT.MU) THENROW=NU-CRL(NU)COL=MU-ROW+1-CRL(MU)ELSEROW=MU-CRL(MU)COL=NU-ROW+1-CRL(NU)END IFKO(ROW,COL)=KO(ROW,COL)+KS(I,J) 1010CONTINUE 1020IF (COL.GT.UBW) UBW=COL 1030CONTINUERETURNENDC1100METHOD OF ELEMENT FORCE SUBROUTINE ELMFOC(F,NE,R,XV,A,PF1,KE,I1,J1,M,NJX) INTEGER FREAL PIJ(6),XV(NJX),A(NE,7),PIJ2(6),R(M,M),FIJ(6),KE(M,M) $,PF1(M)DO 1110 J=1,3PIJ(J)=XV(I1+J-1)PIJ(J+3)=XV(J1+J-1) 1110CONTINUEA(F,1)=Fcall aaxa(r,pij,pij2,m)call aaxa(ke,pij2,fij,m)do 1160 i=1,6a(f,I+1)=FIJ(I)-PF1(I) 1160CONTINUEENDCAA*B1=C1SUBROUTINE AAXA(A,B,C,K1)REAL A(K1,K1),B(K1),C(K1)DO 1 I=1,K1C(I)=0.0DO 1 J=1,K1C(I)=C(I)+A(I,J)*B(J) 1CONTINUEENDCAA*BB=CCSUBROUTINE AAXAA(A,B,C,K1)REAL A(K1,K1),B(K1,K1),C(K1,K1)DO 3 I=1,K1DO 3 J=1,K1C(I,J)=0.0DO 3 K=1,K1C(I,J)=C(I,J)+A(I,K)*B(K,J) 3CONTINUEEND四、运行结果：开始计算约束表rls= 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 CRL= 1 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 7 8 开始计算总刚 F= 1UBW= 6 F= 2UBW= 10 F= 3UBW= 10 F= 4UBW= 10 F= 5UBW= 10 F= 6UBW= 12 F= 7UBW= 12 F= 8UBW= 12 F= 9UBW= 12 F= 10UBW= 12 F= 11UBW= 12 F= 12UBW= 12 F= 13UBW= 12 F= 14UBW= 12 F= 15UBW= 12 F= 16UBW= 12 F= 17UBW= 12 F= 18UBW= 12 F= 19UBW= 12 F= 20UBW= 12 F= 21UBW= 12 F= 22UBW= 12 F= 23UBW= 12 F= 24UBW= 12 F= 25UBW= 12 F= 26UBW= 12 F= 27UBW= 12 F= 28UBW= 12 F= 29UBW= 12 F= 30UBW= 12 F= 31UBW= 12 F= 32UBW= 12 F= 33UBW= 12 F= 34UBW= 12 F= 35UBW= 12 F= 36UBW= 12 F= 37UBW= 12 F= 38UBW= 12 F= 39UBW= 12 F= 40UBW= 12 F= 41UBW= 12 F= 42UBW= 12 F= 43UBW= 12 F= 44UBW= 12 F= 45UBW= 12 F= 46UBW= 12 F= 47UBW= 12 节点位移xv(i)= 1 0.0000000 0.0000000 0.0000000 2 0.0023798 -0.0010090 -0.0005779 3 0.0089758 -0.0019464 -0.0010541 4 0.0001419 -0.0198829 -0.0021328 5 0.0219120 -0.0030175 -0.0015065 6 0.0002015 0.0012510 -0.0017829 7 0.0000823 -0.0406460 -0.0022542 8 0.0381571 -0.0037762 -0.0016736 9 0.0002415 0.0132329 -0.0006699 10 0.0000405 -0.0668690 -0.0029453 11 0.0545363 -0.0042785 -0.0015857 12 0.0002698 0.0154953 0.0001894 13 0.0000126 -0.0978554 -0.0031262 14 0.0699383 -0.0045104 -0.0015173 15 0.0002852 0.0100672 0.0008620 16 -0.0000007 -0.1260122 -0.0022918 17 0.0002852 0.0000000 0.0010108 18 -0.0002843 0.0000000 -0.0010108 19 0.0000016 -0.1260121 0.0022918 20 -0.0002843 0.0100672 -0.0008620 21 -0.0699372 -0.0045103 0.0015173 22 -0.0000117 -0.0978553 0.0031262 23 -0.0002689 0.0154953 -0.0001894 24 -0.0545353 -0.0042785 0.0015857 25 -0.0000396 -0.0668690 0.0029453 26 -0.0002406 0.0132330 0.0006699 27 -0.0381562 -0.0037762 0.0016736 28 -0.0000814 -0.0406461 0.0022542 29 -0.0002006 0.0012512 0.0017829 30 -0.0219113 -0.0030175 0.0015065 31 -0.0001410 -0.0198829 0.0021328 32 -0.0089755 -0.0019464 0.0010541 33 -0.0023796 -0.0010090 0.0005779 34 0.0000000 0.0000000 0.0000000 开始计算单元力 单元力a(I,J)= 1. -0.00007 435.99573 0.00500 0.00007 1364.00427 -4635.92773 2. 243.40140 787.16528 4635.93164 -243.40140 1012.83472 -5761.96387 3. 446.65356 807.53455 5761.97168 -446.65356 992.46545 -6687.68506 4. 631.44165 714.00171 6687.69238 -631.44165 1085.99829 -8553.07129 5. 939.77545 1926.61975 8553.08301 -939.77545 -126.61975 1704.50342 6. 939.77539 126.61719 -1704.50000 -939.77539 1673.38281 -6038.97607 7. 660.48767 1048.78369 6038.98047 -660.48767 751.21637 -4562.57520 8. 439.72781 1314.96216 4562.54590 -439.72781 485.03790 -426.28650 9. 209.60477 1604.06812 426.29321 -209.60477 195.93188 6602.52197 10. -18.27313 1799.99524 -6602.52441 18.27313 1800.00476 6602.43848 11. 209.60500 195.93170 -6602.40625 -209.60500 1604.06836 -426.32520 12. 439.72809 485.03781 426.30298 -439.72809 1314.96216 -4562.58008 13. 660.48798 751.22510 4562.54688 -660.48798 1048.77490 -6038.84814 14. 939.77368 1673.37183 6038.84766 -939.77368 126.62811 1704.52148 15. 939.77271 -126.63086 -1704.51025 -939.77271 1926.63086 -8553.18945 16. 631.43842 1086.00806 8553.19043 -631.43842 713.99194 -6687.71436 17. 446.65005 992.47211 6687.71045 -446.65005 807.52789 -5761.93213 18. 243.40045 1012.83636 5761.93164 -243.40045