armadura celosia rigidez
DESCRIPTION
Matriz de rigidez de una armaduraTRANSCRIPT
EA= 14500Elem xi yi xf yf L EA/L Cos(a)
1 0 0 0 3 3 4833.3333 02 4 0 0 3 5 2900 -0.83 0 0 4 3 5 2900 0.84 0 0 4 0 4 3625 15 4 0 4 3 3 4833.3333 06 4 0 8 3 5 2900 0.87 0 3 4 6 5 2900 0.88 4 3 4 6 3 4833.3333 09 8 3 4 6 5 2900 -0.810 4 3 8 6 5 2900 0.811 4 3 8 3 4 3625 112 8 3 8 6 3 4833.3333 013 4 6 8 6 4 3625 114 0 3 4 3 4 3625 1
0 0[k´1]=
4833.33 -4833.33
[T1]=1 0 -4833.33 4833.330 00 1
-0.8 0[k´2]=
2900 -2900
[T2]=0.6 0 -2900 29000 -0.80 0.6
0.8 0[k´3]=
2900 -2900
[T3]=0.6 0 -2900 29000 0.80 0.6
1 0[k´4]=
3625 -3625
[T4]=0 0 -3625 36250 10 0
0 0[k´5]=
4833.33 -4833.33
[T5]=1 0
[k´5]=-4833.33 4833.33
0 00 1
0.8 0[k´6]=
2900 -2900
[T6]=0.6 0 -2900 29000 0.80 0.6
0.8 0[k´7]=
2900 -2900
[T7]=0.6 0 -2900 29000 0.80 0.6
0 0[k´8]=
4833.33 -4833.33
[T8]=1 0 -4833.33 4833.330 00 1
-0.8 0[k´9]=
2900 -2900
[T9]=0.6 0 -2900 29000 -0.80 0.6
0.8 0[k´10]=
2900 -2900
[T10]=0.6 0 -2900 29000 0.80 0.6
1 0[k´11]=
3625 -3625
[T11]=0 0 -3625 36250 10 0
0 0[k´12]=
4833.33 -4833.33
[T12]=1 0 -4833.33 4833.330 00 1
1 0[k´13]=
3625 -3625
[T13]=0 0 -3625 36250 10 0
1 0[k´14]=
3625 -3625
[T14]=0 0 -3625 36250 10 0
Sen(a)Nodo
CoordenadaElem
Nodo
1 x(i) y(i) Inicial Final
0.6 1 0 0 1 1 30.6 2 4 0 2 2 30 3 0 3 3 1 71 4 8 3 4 1 20.6 5 8 6 5 2 70.6 6 4 6 6 2 41 7 4 3 7 3 60.6 8 7 60.6 9 4 60 10 7 51 11 7 40 12 4 50 13 6 5
14 3 7
11 12 8 100 0 0 0 11
[k1]=0 4833.33 0 -4833.33 120 0 0 0 80 -4833.33 0 4833.33 10
13 14 8 101856 -1392 -1856 1392 13
[k2]=-1392 1044 1392 -1044 14-1856 1392 1856 -1392 81392 -1044 -1392 1044 10
11 12 5 61856 1392 -1856 -1392 11
[k3]=1392 1044 -1392 -1044 12-1856 -1392 1856 1392 5-1392 -1044 1392 1044 6
11 12 13 143625 0 -3625 0 11
[k4]=0 0 0 0 12
-3625 0 3625 0 130 0 0 0 14
13 14 5 60 0 0 0 13
[k5]=0 4833.33 0 -4833.33 140 0 0 0 50 -4833.33 0 4833.33 6
13 14 7 91856 1392 -1856 -1392 13
[k6]=1392 1044 -1392 -1044 14-1856 -1392 1856 1392 7-1392 -1044 1392 1044 9
8 10 3 41856 1392 -1856 -1392 8
[k7]=1392 1044 -1392 -1044 10-1856 -1392 1856 1392 3-1392 -1044 1392 1044 4
5 6 3 40 0 0 0 5
[k8]=0 4833.33 0 -4833.33 60 0 0 0 30 -4833.33 0 4833.33 4
7 9 3 41856 -1392 -1856 1392 7
[k9]=-1392 1044 1392 -1044 9-1856 1392 1856 -1392 31392 -1044 -1392 1044 4
5 6 1 21856 1392 -1856 -1392 5
[k10]=1392 1044 -1392 -1044 6-1856 -1392 1856 1392 1-1392 -1044 1392 1044 2
5 6 7 93625 0 -3625 0 5
[k11]=0 0 0 0 6
-3625 0 3625 0 70 0 0 0 9
7 9 1 20 0 0 0 7
[k12]=0 4833.33 0 -4833.33 90 0 0 0 10 -4833.33 0 4833.33 2
3 4 1 23625 0 -3625 0 3
[k13]=0 0 0 0 4
-3625 0 3625 0 10 0 0 0 2
8 10 5 63625 0 -3625 0 8
[k14]=0 0 0 0 10
-3625 0 3625 0 50 0 0 0 6
1 2 3 4 5 6 7
[K]=
5481 1392 -3625 0 -1856 -1392 01392 5877.3333 0 0 -1392 -1044 0-3625 0 7337 0 0 0 -18560 0 0 6921.333333 0 -4833.3333 1392
-1856 -1392 0 0 10962 2784 -3625-1392 -1044 0 -4833.33333 2784 11754.667 00 0 -1856 1392 -3625 0 73370 0 -1856 -1392 -3625 0 00 -4833.3333 1392 -1044 0 0 00 0 -1392 -1044 0 0 00 0 0 0 -1856 -1392 00 0 0 0 -1392 -1044 00 0 0 0 0 0 -18560 0 0 0 0 -4833.3333 -1392
[∆]=
D1 0.00186 1
[R]=
F9D2 -0.00017 2 F10D3 0.00161 3 F11D4
=-0.00123 4 F12
D5 0.00192 5 F13D6 -0.00101 6 F14D7 0.00159 7D8 0.00112 8
NODODESPLAZAMIENTO FUERZA
Dx Dy Fx Fy
1
2
3
4
5
6
7
8 9 10 11 12 13 140 0 0 0 0 0 0 10 -4833.3333 0 0 0 0 0 2
-1856 1392 -1392 0 0 0 0 3-1392 -1044 -1044 0 0 0 0 4-3625 0 0 -1856 -1392 0 0 50 0 0 -1392 -1044 0 -4833.3333 60 0 0 0 0 -1856 -1392 77337 0 0 0 0 -1856 1392 80 6921.3333 0 0 0 -1392 -1044 90 0 6921.3333 0 -4833.3333 1392 -1044 100 0 0 5481 1392 -3625 0 110 0 -4833.3333 1392 5877.3333 0 0 12
-1856 -1392 1392 -3625 0 7337 0 131392 -1044 -1044 0 0 0 6921.3333 14
4.3283375 9 ∑Fx = 0
-0.9487792 10 ∑Fy = 0
=-2.1599968 11-1.6199976 12-5.0361556 134.2404393 14
[F]=
2 1
[D]=
D1 10 2 D2 20 3 D3 3-3 4 D4 4
5.1961524 5 D5 5-3 6 D6 60 7 D7 70 8 D8 8F9 9 0 9F10 10 0 10F11 11 0 11F12 12 0 12F13 13 0 13F14 14 0 14
1 2 3 4
[K]=
7337.00 0.00 0.00 0.000.00 7337.00 0.00 0.000.00 0.00 5481.00 1392.000.00 0.00 1392.00 5877.33
-1856.00 -1856.00 -3625.00 0.00-1392.00 1392.00 0.00 0.00-3625.00 -3625.00 -1856.00 -1392.000.00 0.00 -1392.00 -1044.000.00 0.00 0.00 0.000.00 0.00 0.00 0.00
-1856.00 -1856.00 0.00 0.001392.00 -1392.00 0.00 0.000.00 0.00 0.00 0.000.00 0.00 0.00 -4833.33
5 6 7 8 9 10-1856.00 -1392.00 -3625.00 0.00 0.00 0.00-1856.00 1392.00 -3625.00 0.00 0.00 0.00-3625.00 0.00 -1856.00 -1392.00 0.00 0.000.00 0.00 -1392.00 -1044.00 0.00 0.007337.00 0.00 0.00 0.00 0.00 0.000.00 6921.33 0.00 -4833.33 0.00 0.000.00 0.00 10962.00 2784.00 -1856.00 -1392.000.00 -4833.33 2784.00 11754.67 -1392.00 -1044.000.00 0.00 -1856.00 -1392.00 5481.00 1392.000.00 0.00 -1392.00 -1044.00 1392.00 5877.330.00 0.00 0.00 0.00 -3625.00 0.000.00 0.00 0.00 -4833.33 0.00 0.00
-1392.00 -1044.00 0.00 0.00 0.00 -4833.331392.00 -1044.00 0.00 0.00 0.00 0.00
11 12 13 14-1856.00 1392.00 0.00 0.00 1-1856.00 -1392.00 0.00 0.00 20.00 0.00 0.00 0.00 30.00 0.00 0.00 -4833.33 40.00 0.00 -1392.00 1392.00 50.00 0.00 -1044.00 -1044.00 60.00 0.00 0.00 0.00 70.00 -4833.33 0.00 0.00 8
-3625.00 0.00 0.00 0.00 90.00 0.00 -4833.33 0.00 107337.00 0.00 1392.00 -1392.00 110.00 6921.33 -1044.00 -1044.00 121392.00 -1044.00 6921.33 0.00 13-1392.00 -1044.00 0.00 6921.33 14
EA= 14500Elem xi yi xf yf L EA/L Cos(a)
1 0 0 0 3 3 4833.3333 02 4 0 0 3 5 2900 -0.83 0 0 4 3 5 2900 0.84 0 0 4 0 4 3625 15 4 0 4 3 3 4833.3333 06 4 0 8 3 5 2900 0.87 0 3 4 6 5 2900 0.88 4 3 4 6 3 4833.3333 09 8 3 4 6 5 2900 -0.810 4 3 8 6 5 2900 0.811 4 3 8 3 4 3625 112 8 3 8 6 3 4833.3333 013 4 6 8 6 4 3625 114 0 3 4 3 4 3625 1
0 0[k´1]=
4833.33 -4833.33
[T1]=1 0 -4833.33 4833.330 00 1
-0.8 0[k´2]=
2900 -2900
[T2]=0.6 0 -2900 29000 -0.80 0.6
0.8 0[k´3]=
2900 -2900
[T3]=0.6 0 -2900 29000 0.80 0.6
1 0[k´4]=
3625 -3625
[T4]=0 0 -3625 36250 10 0
0 0[k´5]=
4833.33 -4833.33
[T5]=1 0
[k´5]=-4833.33 4833.33
0 00 1
0.8 0[k´6]=
2900 -2900
[T6]=0.6 0 -2900 29000 0.80 0.6
0.8 0[k´7]=
2900 -2900
[T7]=0.6 0 -2900 29000 0.80 0.6
0 0[k´8]=
4833.33 -4833.33
[T8]=1 0 -4833.33 4833.330 00 1
-0.8 0[k´9]=
2900 -2900
[T9]=0.6 0 -2900 29000 -0.80 0.6
0.8 0[k´10]=
2900 -2900
[T10]=0.6 0 -2900 29000 0.80 0.6
1 0[k´11]=
3625 -3625
[T11]=0 0 -3625 36250 10 0
0 0[k´12]=
4833.33 -4833.33
[T12]=1 0 -4833.33 4833.330 00 1
1 0[k´13]=
3625 -3625
[T13]=0 0 -3625 36250 10 0
1 0[k´14]=
3625 -3625
[T14]=0 0 -3625 36250 10 0
Sen(a)Nodo
CoordenadaElem
Nodo
1 x(i) y(i) Inicial Final
0.6 1 0 0 1 1 30.6 2 4 0 2 2 30 3 0 3 3 1 71 4 8 3 4 1 20.6 5 8 6 5 2 70.6 6 4 6 6 2 41 7 4 3 7 3 60.6 8 7 60.6 9 4 60 10 7 51 11 7 40 12 4 50 13 6 5
14 3 7
9 10 1 130 0 0 0 9
[k1]=0 4833.33 0 -4833.33 100 0 0 0 10 -4833.33 0 4833.33 13
11 12 1 131856 -1392 -1856 1392 11
[k2]=-1392 1044 1392 -1044 12-1856 1392 1856 -1392 11392 -1044 -1392 1044 13
9 10 7 81856 1392 -1856 -1392 9
[k3]=1392 1044 -1392 -1044 10-1856 -1392 1856 1392 7-1392 -1044 1392 1044 8
9 10 11 123625 0 -3625 0 9
[k4]=0 0 0 0 10
-3625 0 3625 0 110 0 0 0 12
11 12 7 80 0 0 0 11
[k5]=0 4833.33 0 -4833.33 120 0 0 0 70 -4833.33 0 4833.33 8
11 12 2 141856 1392 -1856 -1392 11
[k6]=1392 1044 -1392 -1044 12-1856 -1392 1856 1392 2-1392 -1044 1392 1044 14
1 13 5 61856 1392 -1856 -1392 1
[k7]=1392 1044 -1392 -1044 13-1856 -1392 1856 1392 5-1392 -1044 1392 1044 6
7 8 5 60 0 0 0 7
[k8]=0 4833.33 0 -4833.33 80 0 0 0 50 -4833.33 0 4833.33 6
2 14 5 61856 -1392 -1856 1392 2
[k9]=-1392 1044 1392 -1044 14-1856 1392 1856 -1392 51392 -1044 -1392 1044 6
7 8 3 41856 1392 -1856 -1392 7
[k10]=1392 1044 -1392 -1044 8-1856 -1392 1856 1392 3-1392 -1044 1392 1044 4
7 8 2 143625 0 -3625 0 7
[k11]=0 0 0 0 8
-3625 0 3625 0 20 0 0 0 14
2 14 3 40 0 0 0 2
[k12]=0 4833.33 0 -4833.33 140 0 0 0 30 -4833.33 0 4833.33 4
5 6 3 43625 0 -3625 0 5
[k13]=0 0 0 0 6
-3625 0 3625 0 30 0 0 0 4
1 13 7 83625 0 -3625 0 1
[k14]=0 0 0 0 13
-3625 0 3625 0 70 0 0 0 8
1 2 3 4 5 6
[K]mat=
7337.00 0.00 0.00 0.00 -1856.00 -1392.000.00 7337.00 0.00 0.00 -1856.00 1392.000.00 0.00 5481.00 1392.00 -3625.00 0.000.00 0.00 1392.00 5877.33 0.00 0.00
-1856.00 -1856.00 -3625.00 0.00 7337.00 0.00-1392.00 1392.00 0.00 0.00 0.00 6921.33-3625.00 -3625.00 -1856.00 -1392.00 0.00 0.000.00 0.00 -1392.00 -1044.00 0.00 -4833.330.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00
-1856.00 -1856.00 0.00 0.00 0.00 0.001392.00 -1392.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 -1392.00 -1044.000.00 0.00 0.00 -4833.33 1392.00 -1044.00
[∆]mat=
D1 0.00112 1
[R]mat=
D2 0.00159 2D3 0.00186 3D4
=-0.00017 4
D5 0.00161 5D6 -0.00123 6D7 0.00192 7D8 -0.00101 8
[Tmbr1]= 0 -4833.33 0 4833.333
[Tmbr2]= 2320 -1740 -2320 1740
[Tmbr3]= -2320 -1740 2320 1740
[Tmbr4]= #VALUE! #VALUE! #VALUE! #VALUE!
[Tmbr5]= 0 -4833.33 0 4833.333
[Tmbr6]= -2320 -1740 2320 1740
[Tmbr7]= -2320 -1740 2320 1740
[Tmbr8]= 0 -4833.33 0 4833.333
[Tmbr9]= 2320 -1740 -2320 1740
[Tmbr10]= -2320 -1740 2320 1740
[Tmbr11]= -3625 0 3625 0
[Tmbr12]= 0 -4833.33 0 4833.333
[Tmbr13]= -3625 0 3625 0
[Tmbr14]= -3625 0 3625 0
7 8 9 10 11 12 13-3625.00 0.00 0.00 0.00 -1856.00 1392.00 0.00-3625.00 0.00 0.00 0.00 -1856.00 -1392.00 0.00-1856.00 -1392.00 0.00 0.00 0.00 0.00 0.00-1392.00 -1044.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 -1392.000.00 -4833.33 0.00 0.00 0.00 0.00 -1044.00
10962.00 2784.00 -1856.00 -1392.00 0.00 0.00 0.002784.00 11754.67 -1392.00 -1044.00 0.00 -4833.33 0.00-1856.00 -1392.00 5481.00 1392.00 -3625.00 0.00 0.00-1392.00 -1044.00 1392.00 5877.33 0.00 0.00 -4833.330.00 0.00 -3625.00 0.00 7337.00 0.00 1392.000.00 -4833.33 0.00 0.00 0.00 6921.33 -1044.000.00 0.00 0.00 -4833.33 1392.00 -1044.00 6921.330.00 0.00 0.00 0.00 -1392.00 -1044.00 0.00
F9 -2.15999678 9 ∑Fx = 0
F10 -1.61999759 10 ∑Fy = 0
F11=
-5.03615564 11F12 4.240439349 12F13 -0.94877924 13F14 4.328337484 14
[D1]=
0 90 10 f1= 0.00
0.00112 10 13
[D2]=
0 110 12 f2= -2.60
0.00112 10 13
[D3]=
0 90 10 f3= 2.70
0.0019229729 7-0.001012242 8
[D4]=
0 90 10 f4= 0.000 110 12
[D5]=
0 110 12 f5= -4.89
0.0019229729 7-0.001012242 8
[D6]=
0 110 12 f6= 3.69
0.00159 20 14
[D7]=
0.0011225045 10 13 f7= -1.02
0.00161 5-0.00123 6
[D8]=
0.0019229729 7-0.001012242 8 f8= -1.070.0016074889 5-0.001234526 6
[D9]=
0.00159 20 14 f9= -2.19
0.0016074889 5-0.001234526 6
[D10]=
0.0019229729 7-0.001012242 8 f10= 1.340.00186 3
-0.000165904 4
[D11]=
0.0019229729 7-0.001012242 8 f11= -1.200.00159 20 14
[D12]=
0.00159 20 14 f12= -0.80
0.0018642733 3-0.000165904 4
[D13]=
0.0016074889 5-0.001234526 6 f13= 0.930.0018642733 3-0.000165904 4
[D14]=
0.0011225045 10 13 f14= 2.90
0.0019229729 7-0.001012242 8
140.00 1
[F]=
0 10.00 2 0 20.00 3 2 3
-4833.33 4 0 41392.00 5 0 5-1044.00 6 -3 60.00 7 5.1961524 70.00 8 -3 80.00 9 F9 90.00 10 F10 10
-1392.00 11 F11 11-1044.00 12 F12 120.00 13 F13 136921.33 14 F14 14
NODODESPLAZAMIENTO FUERZA
ELEMENTODx Dy Fx Fy
1 0.00000 0.00000 -2.15999678 -1.61999759 12 0.00000 0.00000 -5.03615564 4.24043935 23 0.00112 0.00000 0 -0.94877924 34 0.00159 0.00000 0 4.32833748 45 0.00192 -0.00101 2 0 56 0.00161 -0.00123 0 -3 67 0.00192 -0.00101 5.19615242 -3 7
∑ 0 0 89
1011121314
[D]=
D1 1D2 2D3 3D4 4D5 5D6 6D7 7D8 80 90 100 110 120 130 14
FUERZA ESFUERZO DEFORMACIONf σ ε0.00 0.000 0.00000-2.60 -5.208 -0.000182.70 5.400 0.000190.00 0.000 0.00000-4.89 -9.785 -0.000343.69 7.382 0.00025-1.02 -2.046 -0.00007
-1.07 -2.149 -0.00007-2.19 -4.373 -0.000151.34 2.673 0.00009-1.20 -2.407 -0.00008-0.80 -1.604 -0.000060.93 1.862 0.000062.90 5.803 0.00020
