20. Siegfried M.Holzer, 1985, Computer Analysis of Structures Matrix Structural Analysis Structured Programming, Elsevier 21. Young W.

HTML
DOWNLOAD

Μέγεθος: px

Εμφάνιση ξεκινά από τη σελίδα:

Download "20. Siegfried M.Holzer, 1985, Computer Analysis of Structures Matrix Structural Analysis Structured Programming, Elsevier 21. Young W."

Ἀρίσταρχος Μάγκας
7 χρόνια πριν
Προβολές:

1 DAFTAR PUSTAKA 1. Amin Ghali dan Adam M. Neville, 1990, Analisa Struktur, Penerbit Erlangga.. Ansel C. Ugural, 1999, Stresses in plates and shells, McGraw-Hill 3. C.B Bieeno dan R.Grammel, 1959, Engineering Dynamic, London and Glasgow. Daniel Schodek, 1999, Struktur, Penerbit Erlangga. 5. David P.Billington, 1965, Thin Shell Concrete Struktur, McGraw-Hill Book Company 6. D.J. Dawe, 198, Matrix and Finite Element displacement Analysis Of Structures, Claron Press.Oxford 7. Erwin Kreysig, 1993, Advanced Engineering Mathematics, Jhon Willey and Sons. 8. Frank Ayres Jr, 199, Persamaan Differensial, Penerbit Erlangga. 9. G.S. Ramaswamy, 1981, Design and Construction Of Concrete Shell Roofs, Tata McGraw-Hill Publishing Company LTD NewDelhi 10. Journal Of The Engineering Mechanics Division 11. Murray R. Spiegel, 1986, Analisis Fourier (dengan penerapan pada soalsoal nilai batas), Penerbit Erlangga. 1. M. Pignataro, N. Rii, A. Luongo, 1991, Stability, Bifurcation and Postcritical Behaviour of Elastic Structures, Elsevier 13. M. Geradin atau D. Rixen, 199, Mechanical Vibrations, Printed France 1. Rudolph Silard, 1989, Teori dan Analisis Pelat, Penerbit Erlangga. 15. R.J. Astley, 199, Finite Elements in Solids and Structures, Chapman dan Hall 16. Reddy L N, 00, Nonlinear finite element analysis, Oxford 17. Robber D. Cook dkk, 001, Concepts and applications of finite element analysis, Printed in the United States 18. Stephen Timoshenko, S. Woinowsky Krieger, 199, Teori Pelat dan Cangkang, Penerbit Erlangga. 19. S.P. Timoshenko, James S. Gere, Theory of Elastic Stability, 1961, Mc. Graw Hill

2 0. Siegfried M.Holer, 1985, Computer Analysis of Structures Matrix Structural Analysis Structured Programming, Elsevier 1. Young W.Kwon dan Hyochoong Bang, The Finete Element Method Using Matlab, CRC Press. Warren C. Young, 1989, Roarks Formula for Stress and Strain, Mc. Graw Hill 3. William Weaver, Jr.,Paul R.Johnston, Struktural Dynamics by finite elements, 1987, Prentice-Hall, INC. Wilfried B. Kratig dan Hans-Jurgen Nieman, 1996, Dynamic of Civil Engineering Structures, Printed in the Netherlands 5. Winarni Hadipratomo, Dasar-dasar Metode Element Hingga, 005, PT Danamartha Sejahtera Utama

3 A -1 Perhitungan koordinat dan Perhitungan beban Struktur shell silinder Perhitungan koordinat untuk 9 elemen x9 sin(5,) x 73,5 6,917 ft 9 R(1 73,5 (1 cos(5,) 0,36 ft x17 sin(10,8) x 73,5 13,77 ft 17 R(1 73,5 (1 cos(10,8) 1,3018ft x5 sin(16,) x 73,5 0,506 ft R(1 73,5 (1 cos(16,) 5 x33 sin(1,6) x 73,5 7,057 ft 33 R(1 73,5 (1 cos(1,6) x sin (7) x 73,5 33,3683 ft 1,918 ft 5,161ft R(1 73,5 (1 cos 7) 8,0110 ft 1 x sin (3,) x 73,5 39,383 ft 9 R(1 73,5 (1 cos 3,) 11,19 ft 9 x sin (37,8) x 73,5 5,05 ft 57 R(1 73,5 (1 cos 37,8) 15, ft 57 Perhitungan koordinat untuk 6 elemen x10 sin(,75) x 73,5 6,05 ft R(1 73,5 (1 cos(,75) 10 x19 sin(9,5) x 73,5 1,067 ft 19 R(1 73,5 (1 cos(9,5) x8 sin(1,175) x 73,5 17,999 ft 8 R(1 73,5 (1 cos(1,175) x37 sin(18,9) x 73,5 3,808ft R(1 73,5 (1 cos(18,9) 37 x sin (3,65) x 73,5 9,55 ft 6 0,9 ft 0,997 ft,38 ft 3,96 ft

4 A - R(1 73,5 (1 cos 3,65) 6,160 ft 6 x sin (8,35) x 73,5 3,90 ft 55 R(1 73,5 (1 cos 8,35) 8,815 ft 55 x sin (33,075) x 73,5 0,111 ft 6 R(1 73,5 (1 cos 33,075) 11,910 ft 6 x sin (37,8) x 73,5 5,05 ft 73 R(1 73,5 (1 cos 37,8) 15, ft 73 Perhitungan koordinat untuk 81 elemen shell pek x11 sin(,) x 73,5 5,383 ft 11 R(1 73,5 (1 cos(,) x1 sin(8,) x 73,5 10,737 ft 1 R(1 73,5 (1 cos(8,) 0,197 ft 0,788 ft x31 sin(1,6) x 73,5 16,033ft 31 R(1 73,5 (1 cos(1,6) 1,770 ft x1 sin(16,8) x 73,5 1,3 ft 1 R(1 73,5 (1 cos(16,8) x sin (1) x 73,5 6,30 ft 51 3,137 ft R(1 73,5 (1 cos 1),881 ft 51 x sin (5,) x 73,5 31,9 ft 61 R(1 73,5 (1 cos 5,) 6,95 ft 61 x sin (9,) x 73,5 36,081 ft 71 R(1 73,5 (1 cos 9,) 9,65 ft 71 x81 sin(33,6) x 73,5 0,67ft 81 R(1 73,5 (1 cos(33,6) 1,80 ft x sin (37,8) x 73,5 5,05 ft R(1 73,5 (1 cos 37,8) 15,

5 A -3 Perhitungan koordinat untuk 81 elemen shell panjang x11 sin(3,899) x 5 1,6999 ft 11 R(1 73,5 (1 cos(3,899) x1 sin(7,718) x 5 3,357 ft 1 R(1 73,5 (1 cos(7,718) x31 sin(11,67) x 5 5,056 ft R(1 73,5 (1 cos(11,67) 31 x1 sin(15,56) x 5 6,706 ft 1 R(1 73,5 (1 cos(15,56) x sin (19,5) x 5 8,3 ft 51 0,057 ft 0,6 ft 0,516 ft 0,916 ft R(1 5 (1 cos19,5) 1,6 ft 51 x sin (3,3) x 5 9,90 ft 61 R(1 5 (1 cos 3,3),05 ft 61 x sin (7,3) x 5 11,9 ft 71 R(1 5 (1 cos 7,3),770 ft 71 x81 sin(31,1) x 5 1,90 ft R(1 5 (1 cos(31,1) 81 x sin (35,01) x 5 1,3 ft 91 3,597 ft 91 R(1 5 (1 cos 35,01),53 Perhitungan beban 9 elemen S 37,8 x π x73,5 7 6, ,5 x 6,97 x,5 909,17 909,17 7,9 909,17 5,585

6 A - Perhitungan beban 6 elemen S 37,8 x π x73,5 8 6, ,5 x 6,061 x, , ,068 17,01 696,068 38,03 Perhitungan beban 81 elemen shell pek S 37,8 x π x73,5 9 5, ,5 x 5,388 x 1,9 550,05 550,05 137, ,05 75,015 Perhitungan beban 81 elemen shell panjang S 35 x π x5 9 1, x 1,696 x,65 39, 39, 98,05 39, 196,1

7 C -1 Matlab function analisis statik Struktur shell silinder function[kk]feasmbl1(kk,ke,index) hal 11 edoflength(index); for i1:edof iiindex(i); for j1:edof jjindex(j); kk(ii,jj)kk(ii,jj)+ke(i,j); function[kk,ff]feaplyc(kk,ff,bcdof,bcval) nlength(bcdof); sdofsie(kk); for i1:n cbcdof(i); for j1:sdof kk(c,j)0; kk(c,c)1; ff(c)bcval(i); function[dhdx,dhdy]federiv(nnel,dhdr,dhds,invjacob) hal 188 for i1:nnel dhdx(i)invjacob(1,1)*dhdr(i)+invjacob(1,)*dhds(i); dhdy(i)invjacob(,1)*dhdr(i)+invjacob(,)*dhds(i); function[index]feeldof(nd,nnel,ndof) hal 11 edofnnel*ndof; k0; for i1:nnel start(nd(i)-1)*ndof; for j1:ndof kk+1; index(k)start+j; function [point1,weight1]feglqd1(ngl) hal 180 point1eros(ngl,1); weight1eros(ngl,1);

8 C - if ngl1 point(1)0.0; weight1(1).0; elseif ngl point1(1) ; point1()-point1(1); weight1(1)1.0; weight1()weight1(1); elseif ngl3 point1(1) ; point1()0.0; point1(3)-point1(1); weight1(1) ; weight1() ; weight1(3)weight1(1); elseif ngl point1(1) ; point1() ; point1(3)-point1(); point1()-point1(1); weight1(1) ; weight1() ; weight1(3)weight1(); weight1()weight1(1); else point1(1) ; point1() ; point1(3)0.0; point1()-point1(); point1(5)-point1(1); weight1(1) ; weight1() ; weight1(3) ; weight1()weight1(); weight1(5)weight1(1); function [point,weight]feglqd(nglx,ngly) hal 18 if nglx > ngly nglnglx; else nglngly; pointeros(ngl,); weighteros(ngl,); [pointx,weightx]feglqd1(nglx);[pointy,weighty]feglqd1(ngly); for intx1:nglx point(intx,1)pointx(intx); weight(intx,1)weightx(intx); for inty1:ngly point(inty,)pointy(inty); weight(inty,)weighty(inty);

9 C -3 function [shapeq,dhdrq,dhdsq]feisoq(rvalue,svalue) hal 188 shapeq(1)0.5*(1-rvalue)*(1-svalue); shapeq()0.5*(1+rvalue)*(1-svalue); shapeq(3)0.5*(1+rvalue)*(1+svalue); shapeq()0.5*(1-rvalue)*(1+svalue); dhdrq(1)-0.5*(1-svalue); dhdrq()0.5*(1-svalue); dhdrq(3)0.5*(1+svalue); dhdrq()-0.5*(1+svalue); dhdsq(1)-0.5*(1-rvalue); dhdsq()-0.5*(1+rvalue); dhdsq(3)0.5*(1+rvalue); dhdsq()0.5*(1-rvalue); function[jacob]fejacob(nnel,dhdr,dhds,xcoord,ycoord) hal 189 jacoberos(,); for i1:nnel jacob(1,1)jacob(1,1)+dhdr(i)*xcoord(i); jacob(1,)jacob(1,)+dhdr(i)*ycoord(i); jacob(,1)jacob(,1)+dhds(i)*xcoord(i); jacob(,)jacob(,)+dhds(i)*ycoord(i); function [kinmtsb]fekinesb(nnel,dhdx,dhdy) for i1:nnel i1(i-1)*6+1; ii1+1; i3i+1; ii3+1; i5i+1; i6i5+1; kinmtsb(1,i5)dhdx(i); kinmtsb(,i)-dhdy(i); kinmtsb(3,i5)dhdy(i); kinmtsb(3,i)-dhdx(i); kinmtsb(3,i6)0; function [kinmtsm]fekinesm(nnel,dhdx,dhdy) for i1:nnel i1(i-1)*6+1; ii1+1; i3i+1; ii3+1; i5i+1; i6i5+1;

10 C - kinmtsm(1,i1)dhdx(i); kinmtsm(,i)dhdy(i); kinmtsm(3,i1)dhdy(i); kinmtsm(3,i)dhdx(i); kinmtsm(3,i6)0; function [kinmtss]fekiness(nnel,dhdx,dhdy,shape) for i1:nnel i1(i-1)*6+1; ii1+1; i3i+1; ii3+1; i5i+1; i6i5+1; kinmtss(1,i3)dhdx(i); kinmtss(1,i5)shape(i); kinmtss(,i3)dhdy(i); kinmtss(,i)-shape(i); kinmtss(,i6)0; function [matmtrx]fematiso(iopt,elastic,poisson) hal 331 if iopt1 matmtrxelastic/(1-poisson*poisson)*... [1 poisson 0;... poisson 1 0; (1-poisson)/]; elseif iopt matmtrxelastic/((1+poisson)*(1-*poisson))*... [(1-poisson) poisson 0; poisson (1-poisson) 0; 0 0 (1-*poisson)/]; elseif iopt3 matmtrxelastic/((1+poisson)*(1-*poisson))*... [(1-poisson) poisson poisson 0; poisson (1-poisson) poisson 0; poisson poisson (1-poisson) 0; (1-*poisson)/]; else matmtrxelastic/((1+poisson)*(1-*poisson))*... [(1-poisson) poisson poisson 0 0 0; poisson (1-poisson) poisson 0 0 0; poisson poisson (1-poisson) 0 0 0; (1-*poisson)/ 0 0; (1-*poisson)/ 0; (1-*poisson)/];

11 C -5 function [tr3d,xprime,yprime]fetransh(xcoord,ycoord,coord,nnel) v1xxcoord()-xcoord(1); v1yycoord()-ycoord(1); v1coord()-coord(1); I1sqrt(v1x^+v1y^+v1^); v3xxcoord(3)-xcoord(); v3yycoord(3)-ycoord(); v3coord(3)-coord(); I3sqrt(v3x^+v3y^+v3^); v3xxcoord()-xcoord(3); v3yycoord()-ycoord(3); v3coord()-coord(3); I3sqrt(v3x^+v3y^+v3^); v1xxcoord()-xcoord(1); v1yycoord()-ycoord(1); v1coord()-coord(1); I1sqrt(v1x^+v1y^+v1^); v13xxcoord(3)-xcoord(1); v13yycoord(3)-ycoord(1); v13coord(3)-coord(1); I13sqrt(v13x^+v13y^+v13^); v1txv1y*v1-v1*v1y; v1tyv1*v1x-v1x*v1; v1tv1x*v1y-v1y*v1x; v1yxv1ty*v1-v1t*v1y; v1yyv1t*v1x-v1tx*v1; v1yv1tx*v1y-v1ty*v1x; vxxv1x/i1; vxyv1y/i1; vxv1/i1; vyxv1yx/sqrt(v1yx^+v1yy^+v1y^); vyyv1yy/sqrt(v1yx^+v1yy^+v1y^); vyv1y/sqrt(v1yx^+v1yy^+v1y^); vxv1tx/sqrt(v1tx^+v1ty^+v1t^); vyv1ty/sqrt(v1tx^+v1ty^+v1t^); vv1t/sqrt(v1tx^+v1ty^+v1t^); for i1:*nnel i1(i-1)*3+1; ii1+1; i3i+1; tr3d(i1,i1)vxx; tr3d(i1,i)vxy; tr3d(i1,i3)vx; tr3d(i,i1)vyx; tr3d(i,i)vyy; tr3d(i,i3)vy; tr3d(i3,i1)vx; tr3d(i3,i)vy; tr3d(i3,i3)v; alpa13acos((i1^+i13^-i3^)/(*i1*i13)); alpa31acos((i13^+i1^-i3^)/(*i13*i1)); alpa1y*atan(1)-alpa13-alpa31; xprime(1)0;yprime(1)0; xprime()i1;yprime()0; xprime(3)i13*cos(alpa13);yprime(3)i13*sin(alpa13);

12 C -6 xprime()i1*sin(alpa1y);yprime()i1*cos(alpa1y); function [tr3d,xprime,yprime]kwtransh(xcoord,ycoord,corrd,n) v1xxcoord()-xcoord(1); v1yycoord()-ycoord(1); v1coord()-coord(1); I1sqrt(v1x^+v1y^+v1^); v3xxcoord(3)-xcoord(); v3yycoord(3)-ycoord(); v3coord(3)-coord(); I3sqrt(v3x^+v3y^+v3^); v3xxcoord()-xcoord(3); v3yycoord()-ycoord(3); v3coord()-coord(3); I3sqrt(v3x^+v3y^+v3^); v1xxcoord()-xcoord(1); v1yycoord()-ycoord(1); v1coord()-coord(1); I1sqrt(v1x^+v1y^+v1^); v13xxcoord(3)-xcoord(1); v13yycoord(3)-ycoord(1); v13coord(3)-coord(1); I13sqrt(v13x^+v13y^+v13^); v1txv1y*v1-v1*v1y; v1tyv1*v1x-v1x*v1; v1tv1x*v1y-v1y*v1x; v1yxv1ty*v1-v1t*v1y; v1yyv1t*v1x-v1tx*v1; v1yv1tx*v1y-v1ty*v1x; vxxv1x/i1; vxyv1y/i1; vxv1/i1; vyxv1yx/sqrt(v1yx^+v1yy^+v1y^); vyyv1yy/sqrt(v1yx^+v1yy^+v1y^); vyv1y/sqrt(v1yx^+v1yy^+v1y^); vxv1tx/sqrt(v1tx^+v1ty^+v1t^); vyv1ty/sqrt(v1tx^+v1ty^+v1t^); vv1t/sqrt(v1tx^+v1ty^+v1t^); for i1:*n i1(i-1)*3+1; ii1+1; i3i+1; tr3d(i1,i1)vxx; tr3d(i1,i)vxy; tr3d(i1,i3)vx; tr3d(i,i1)vyx; tr3d(i,i)vyy; tr3d(i,i3)vy; tr3d(i3,i1)vx; tr3d(i3,i)vy; tr3d(i3,i3)v; alpa13acos((i1^+i13^-i3^)/(*i1*i13)); alpa31acos((i13^+i1^-i3^)/(*i13*i1)); alpa1y*atan(1)-alpa13-alpa31;

13 C -7 xprime(1)0;yprime(1)0; xprime()i1;yprime()0; xprime(3)i13*cos(alpa13);yprime(3)i13*sin(alpa13); xprime()i1*sin(alpa1y);yprime()i1*cos(alpa1y);

Σχετικά έγγραφα

ADVANCED STRUCTURAL MECHANICS

VSB TECHNICAL UNIVERSITY OF OSTRAVA FACULTY OF CIVIL ENGINEERING ADVANCED STRUCTURAL MECHANICS Lecture 1 Jiří Brožovský Office: LP H 406/3 Phone: 597 321 321 E-mail: jiri.brozovsky@vsb.cz WWW: http://fast10.vsb.cz/brozovsky/