C ---****************************************************************** C ---* * C ---* PROGRAM DAFI * C ---* (Diaphragm and Frame Interaction) * C ---* * C ---* Written By Dave Bohnhoff November 14, 1989 * C ---* * C ---****************************************************************** C --- Description of Program Arrays C --- SD = Diaphragm Stiffnesses C --- SF = Frame Stiffnesses C --- RF = Concentrated Loads Applied to Frames C --- FL = Loads Resisted By Frames C --- FFRAC = Fraction of Load Applied to Frame that is Resisted C --- by the Frame C --- DD = Shear Displacement of Diaphragms C --- DL = Shear Loads in Diaphragms C --- S = Stiffness Matrix (prior to reduction) C --- R = Load Vector (prior to reduction) C --- = Displacements (after back-substitutuion) C --- NEQ= Degree of Freedom Number Associated with Frame (frames with C --- infinite stiffness have no displacement DOF) C --- C --- Description of Some Program Variables C --- NB = Number of Bays C --- NF = Number of Frames C --- NDF= Number of Displacement Degrees of Freedom C --- DIMENSION SD(80),SF(81),RF(81),FL(81),FFRAC(81),DD(80),DL(80), * R(81),S(81,2),NEQ(81) CHARACTER OUTFLE*12,INFILE*12 OUTFLE=' ' INFILE =' ' NDF=0 WRITE(*,2000) READ(*,'(A12)') OUTFLE IF(OUTFLE.EQ.' ')THEN IFLAG=0 ELSE IFLAG=1 IOUT=6 OPEN(IOUT,FILE=OUTFLE,STATUS='NEW') ENDIF WRITE(*,2002) READ(*,'(A12)') INFILE IF(INFILE.EQ.' ')THEN KFLAG=0 ELSE KFLAG=1 IIN=5 OPEN(IIN,FILE=INFILE) ENDIF IF(KFLAG.EQ.1)THEN READ(IIN,*)NB DO 10 J=1,NB READ(IIN,*)SD(J) 10 CONTINUE NF=NB+1 DO 15 J=1,NF READ(IIN,*)SF(J) IF(SF(J).LT.0)THEN NEQ(J)=0 ELSE NDF=NDF+1 NEQ(J)=NDF ENDIF 15 CONTINUE DO 25 J=1,NF READ(IIN,*)RF(J) 25 CONTINUE ELSE WRITE(*,2005) READ(*,*)NB DO 30 J=1,NB WRITE(*,2010)J READ(*,*)SD(J) 30 CONTINUE NF=NB+1 DO 40 J=1,NF WRITE(*,2015)J READ(*,*)SF(J) IF(SF(J).LT.0)THEN NEQ(J)=0 ELSE NDF=NDF+1 NEQ(J)=NDF ENDIF 40 CONTINUE DO 50 J=1,NF WRITE(*,2020)J READ(*,*)RF(J) 50 CONTINUE ENDIF C --- Load Frame Stiffnesses into Banded Stiffness Matrix and Loads C --- into Load Vector. DO 60 N=1,NF R(N)=RF(N) S(N,1)=SF(N) 60 CONTINUE C --- Load Diaphragm Stiffnesses into Banded Stiffness Matrix. DO 70 N=1,NB S(N,1)=S(N,1)+SD(N) S(N,2)=-SD(N) S(N+1,1)=S(N+1,1)+SD(N) 70 CONTINUE S(NF,2)=0.0D0 C --- Reduce Stiffness Matrix and Load Vector for Infinitely Stiff C --- Frames. IF(NDF.LT.NF)THEN DO 71 K=1,NF J=NEQ(K) IF(J.EQ.0.AND.K.NE.1) S(K-1,2)=0 71 CONTINUE DO 72 K=1,NF J=NEQ(K) IF(J.EQ.0)THEN GOTO 72 ELSE S(J,1)=S(K,1) S(J,2)=S(K,2) R(J)=R(K) ENDIF 72 CONTINUE ENDIF C --- Forward Reduction of the NDF-by-2 Stiffness Matrix. DO 80 N=1,NDF IF(S(N,2).EQ.0) GOTO 80 I=N+1 C=S(N,2)/S(N,1) S(I,1)=S(I,1)-C*S(N,2) S(N,2)=C 80 CONTINUE C --- Forward Reduction of the Load Vector. DO 90 N=1,NDF IF (S(N,2).EQ.0) GOTO 89 I=N+1 R(I)=R(I)-S(N,2)*R(N) 89 R(N)=R(N)/S(N,1) 90 CONTINUE C --- Solve for Unknowns by Back-Substitution. DO 100 M=2,NDF N=NDF+1-M IF(S(N,2).EQ.0) GOTO 100 K=N+1 R(N)=R(N)-S(N,2)*R(K) 100 CONTINUE C --- Expand Displacement Array R to Include Zero Displacements of C --- Infinitely Stiff Frames. IF(NDF.LT.NF)THEN DO 105 K=1,NF KK=NF-K+1 J=NEQ(KK) IF(J.EQ.0)THEN R(KK)=0.0D0 ELSE R(KK)=R(J) ENDIF 105 CONTINUE ENDIF C --- Calculate Shear Deformation of & Force in Each Diaphragm. DO 110 N=1,NB DD(N)=ABS(R(N)-R(N+1)) DL(N)=DD(N)*SD(N) 110 CONTINUE C --- Calculate Frame Loads & Fraction of Load Taken By Frame. DO 120 N=1,NF IF(NEQ(N).NE.0)THEN FL(N)=R(N)*SF(N) ELSEIF(NEQ(N).EQ.0.AND.N.EQ.1)THEN FL(N)=RF(N)+(R(2)-R(1))*SD(1) ELSEIF(NEQ(N).EQ.0.AND.N.EQ.NF)THEN FL(N)=RF(N)+(R(N-1)-R(N))*SD(N-1) ELSE FL(N)=RF(N)+(R(N-1)-R(N))*SD(N-1)+(R(N+1)-R(N))*SD(N) ENDIF IF(RF(N).EQ.0.0D0)THEN FFRAC(N)=-1 ELSE FFRAC(N)=FL(N)/RF(N) ENDIF 120 CONTINUE C --- Output Results. WRITE(*,2025) IF(IFLAG.EQ.1) WRITE(IOUT,2025) DO 130 N=1,NF IF(FFRAC(N).LE.0.0D0.AND.NEQ(N).NE.0) THEN WRITE(*,2028)N,SF(N),RF(N),R(N),FL(N) IF(IFLAG.EQ.1) WRITE(IOUT,2028)N,SF(N),RF(N),R(N),FL(N) ELSEIF(FFRAC(N).GT.0.0D0.AND.NEQ(N).NE.0) THEN WRITE(*,2030)N,SF(N),RF(N),R(N),FL(N),FFRAC(N) IF(IFLAG.EQ.1) WRITE(IOUT,2030)N,SF(N),RF(N),R(N), * FL(N),FFRAC(N) ELSEIF(FFRAC(N).LE.0.0D0.AND.NEQ(N).EQ.0) THEN WRITE(*,2032)N,RF(N),R(N),FL(N) IF(IFLAG.EQ.1) WRITE(IOUT,2032)N,RF(N),R(N),FL(N) ELSEIF(FFRAC(N).GT.0.0D0.AND.NEQ(N).EQ.0) THEN WRITE(*,2034)N,RF(N),R(N),FL(N),FFRAC(N) IF(IFLAG.EQ.1) WRITE(IOUT,2034)N,RF(N),R(N), * FL(N),FFRAC(N) ENDIF 130 CONTINUE WRITE(*,2035) IF(IFLAG.EQ.1) WRITE(IOUT,2035) DO 140 N=1,NB WRITE(*,2040)N,SD(N),DD(N),DL(N) IF(IFLAG.EQ.1) WRITE(IOUT,2040)N,SD(N),DD(N),DL(N) 140 CONTINUE STOP 2000 FORMAT(5X,'OUTPUT FILE NAME ? (IF OUTPUT ONLY TO SCREEN HIT', * ' RETURN) ',\) 2002 FORMAT(5X,'INPUT FILE NAME ? (IF INPUT FROM KEYBOARD HIT', * ' RETURN) ',\) 2005 FORMAT(5X,'NUMBER OF BUILDING BAYS ? ',\) 2010 FORMAT(5X,'STIFFNESS OF THE ROOF DIAPHRAGM FOR BAY ',I2,' ? ',\) 2015 FORMAT(5X,'STIFFNESS OF BUILDING FRAME ',I2,' ?',/,5X, * ' (IF INFINITELY STIFF ENTER A NEGATIVE NUMBER) ',\) 2020 FORMAT(5X,'LOAD ON BUILDING FRAME ',I2,' ? ',\) 2025 FORMAT(//,5X,' FRAME FRAME APPLIED HORIZONTAL LOAD', * ' RESISTED FRACTION OF',/,5X,'NUMBER STIFFNESS LOAD ', * ' DISPLACEMENT BY FRAME APPLIED LOAD',/,5X,69(1H-)) 2028 FORMAT(7X,I2,3X,F10.2,1X,F9.1,2X,F10.7,6X,F7.1) 2030 FORMAT(7X,I2,3X,F10.2,1X,F9.1,2X,F10.7,6X,F7.1,6X,F8.4) 2032 FORMAT(7X,I2,3X,' Infinite ',1X,F9.1,2X,F10.7,6X,F7.1) 2034 FORMAT(7X,I2,3X,' Infinite ',1X,F9.1,2X,F10.7,6X,F7.1,6X,F8.4) 2035 FORMAT(//,5X,'DIAPHRAGM DIAPHRAGM SHEAR SHEAR',/,5X, * ' NUMBER STIFFNESS DISPLACEMENT LOAD',/,5X,44(1H-)) 2040 FORMAT(7X,I2,6X,F10.2,4X,F10.7,3X,F7.1) END