análisis matricial de armaduras y marcos
DESCRIPTION
Es una hoja de cálculo programada para calcular las reacciones y fuerzas internas de armaduras y marcos utilizando coordenadas locales y globalesTRANSCRIPT
CARLOS RAMÓN CORONADO AGUIRREANÁLISIS ESTRUCTURAL II
Elemento Nodos Xi (m) Yi (m) Xj (m)1 1 2 0 0 3.52 2 3 3.5 0 6.53 3 4 6.5 0 8.54 1 5 0 0 3.55 5 2 3.5 0 3.56 5 3 3.5 4 6.57 6 3 6.50 6 6.58 6 4 6.5 6 8.59 5 6 3.5 4 6.5
9 10 5 61 0 -1 0 9
k1= AE/L 0 0 0 0 10-1 0 1 0 50 0 0 0 6
{5 6 7 81 0 -1 0 5
k2= AE/L 0 0 0 0 6-1 0 1 0 70 0 0 0 8
3 4 7 80 0 0 0 3
k7= AE/L 0 1 0 -1 40 0 0 0 70 -1 0 1 8
9 10 5 69 200 0 -200 0
k1= 10 0 0 0 05 -200 0 200 06 0 0 0 0
Suma 0.00 0.00 0.00 0.00
5 6 7 85 233.333333 0 -233.33333333 0
k2= 6 0 0 0 07 -233.333333 0 233.33333333 08 0 0 0 0
Suma 0.00 0.00 0.00 0.00
3 4 7 83 0 0 0 0
k7= 4 0 73.3333333333333 0 -73.3333333337 0 0 0 08 0 -73.3333333333333 0 73.333333333
Suma 0.00 0.00 0.00 0.00
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES1 2 3
250.556998454785 134.75786247 -153.60928511134.757862468076 319.83841898 -102.40619007-153.609285108525 -102.40619007 166.25839575-102.40619007235 -68.270793382 64.45885815
K= 0 0 00 -110 0
-31.68 42.24 042.24 -56.32 0
-65.2677133462602 -74.591672396 0-74.5916723957259 -85.247625595 0
0 0 -12.6491106410 0 37.947331922
(SUMATORIA) COMPROBACIÓN ----> 0.000000 0.000000 0.000000
Fuerzas Exteriores Fuerzas ExterioresF= 500 k N F= 350
Ángulo= 41.186 grados Ángulo= 270Ángulo= 0.71883131 radianes Ángulo= 4.7123889804
FX= 376.287917 k N FX= -6.432029E-14FY= 329.252795 k N FY= -350
376.287917 250.556998454785 134.75786247 -153.60928511-329.252795 134.757862468076 319.83841898 -102.40619007
0 -153.609285108525 -102.40619007 166.258395750 -102.40619007235 -68.270793382 64.458858150 0 0 0
-350 = 0 -110 00 -31.68 42.24 00 42.24 -56.32 0
R9 -65.2677133462602 -74.591672396 0R10 -74.5916723957259 -85.247625595 0R11 0 0 -12.649110641R12 0 0 37.947331922
376.287917 0.015494679843105 -0.0080375945 0.0097125553-329.252795 -0.0080375945096 0.0139332081 -0.0002181104
0 0.009712555305358 -0.0002181104 0.01528289810 -0.00089617785268 0.0035442808 -0.00110624510 0.000507497116494 -0.00044406 0.0001730104
-350 * -0.0080375945096 0.0139332081 -0.00021811040 0.000942494644917 -0.0008246828 0.0003213050 -0.00873931510758 0.0104070259 -0.0037800419
R9 #N/A #N/A #N/AR10 #N/A #N/A #N/AR11 #N/A #N/A #N/AR12 #N/A #N/A #N/A
1 d1= 11.2900193 mm R9= 96.1545230662 d2= -12.4886203 mm R10= 222.483800913 d3= 3.80286928 mm R11= -472.442440384 d4= -2.74468354 mm R12= 456.768994495 d5= 0.49259401 mm6 d6= -15.6704385 mm7 d7= 0.91481745 mm8 d8= -10.3575001 mm
FUERZAS INTERNAS
9 10 5 69 200 0 -200 0
k1= 10 0 0 0 05 -200 0 200 06 0 0 0 0
5 6 7 85 233.333333 0 -233.33333333 0
k2= 6 0 0 0 07 -233.333333 0 233.33333333 08 0 0 0 0
3 4 7 83 0 0 0 0
k7= 4 0 73.3333333333333 0 -73.3333333337 0 0 0 08 0 -73.3333333333333 0 73.333333333
Elemento Fuerza CALCULO DE FUERZAS INTERNAS DE UN ELEMENTO CERCHA1 -98.51880272 -98.5188027 AE/L3 320.1861094 194.6733265 0 Q= k*U6 418.7049127 0 Q18 152.256331 Q29 152.256331 Q3
Q4Efi= 1041.0394
Q1Q2Q3Q4
=
c^2 s*cs*c s^2
-c^2 -s*c -s*c -s^2
Yj (m) Longitud (m) S C S^2 C^20 3.500000 0 1 0 10 3.000000 0 1 0 10 2.000000 0 1 0 14 5.315073 0.7525766947 0.6585046079 0.5663716814 0.43362831864 4.000000 1 0 1 00 5.000000 -0.8 0.6 0.64 0.360 6.000000 -1 0 1 00 6.324555 -0.9486832981 0.316227766 0.9 0.16 3.605551 0.5547001962 0.8320502943 0.3076923077 0.6923076923
7 8 11 121 0 -1 0 7
k3= AE/L 0 0 0 0 8-1 0 1 0 110 0 0 0 12
9 10 1 20.43362831858 0.4955752212 -0.4336283186 -0.4955752212 9
k4= AE/L 0.49557522124 0.5663716814 -0.4955752212 -0.5663716814 10-0.43362831858 -0.4955752212 0.4336283186 0.4955752212 1-0.49557522124 -0.5663716814 0.4955752212 0.5663716814 2
3 4 11 120.1 -0.3 -0.1 0.3 3
k8= AE/L -0.3 0.9 0.3 -0.9 4-0.1 0.3 0.1 -0.3 110.3 -0.9 -0.3 0.9 12
Suma 7 8 110.00 7 350 0 -3500.00 k3= 8 0 0 00.00 11 -350 0 3500.00 12 0 0 0
Suma 0.00 0.00 0.00
Suma 9 10 10.00 9 65.267713346 74.591672396 -65.2677133460.00 k4= 10 74.591672396 85.247625595 -74.5916723960.00 1 -65.267713346 -74.591672396 65.2677133460.00 2 -74.591672396 -85.247625595 74.591672396
Suma 0.00 0.00 0.00
Suma 3 4 110.00 3 12.649110641 -37.947331922 -12.6491106410.00 k8= 4 -37.947331922 113.84199577 37.9473319220.00 11 -12.649110641 37.947331922 12.6491106410.00 12 37.947331922 -113.84199577 -37.947331922
Suma 0.00 0.00 0.00
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES4 5 6 7 8 9
-102.4061900724 0 0 -31.68 42.24 -65.267713346-68.27079338157 0 -110 42.24 -56.32 -74.59167239664.458858150329 0 0 0 0 0255.44612248096 0 0 0 -73.333333333 0
0 433.333333333 0 -233.33333333 0 -2000 0 110 0 0 00 -233.333333333 0 615.01333333 -42.24 0
-73.33333333333 0 0 -42.24 129.65333333 00 -200 0 0 0 265.267713350 0 0 0 0 74.591672396
37.947331922021 0 0 -350 0 0-113.8419957661 0 0 0 0 0
0.000000 0.000000 0.000000 0.000000 0.000000 0.000000
Fuerzas Exterioresk N
gradosradianes
k Nk N
-102.4061900724 0 0 -31.68 42.24 -65.267713346-68.27079338157 0 -110 42.24 -56.32 -74.59167239664.458858150329 0 0 0 0 0255.44612248096 0 0 0 -73.333333333 0
0 433.333333333 0 -233.33333333 0 -2000 0 110 0 0 00 -233.333333333 0 615.01333333 -42.24 0
-73.33333333333 0 0 -42.24 129.65333333 0
0 -200 0 0 0 265.267713350 0 0 0 0 74.591672396
37.947331922021 0 0 -350 0 0-113.8419957661 0 0 0 0 0
-0.000896177853 0.00050749712 -0.0080375945 0.0009424946 -0.0087393151 #N/A0.0035442807977 -0.00044405998 0.0139332081 -0.0008246828 0.0104070259 #N/A-0.001106245067 0.00017301038 -0.0002181104 0.000321305 -0.0037800419 #N/A0.0063485081121 5.76701269E-05 0.0035442808 0.0001071017 0.0054572425 #N/A5.767012687E-05 0.00294117647 -0.00044406 0.0011764706 5.7670127E-05 #N/A0.0035442807977 -0.00044405998 0.0230241172 -0.0008246828 0.0104070259 #N/A0.0001071016642 0.00117647059 -0.0008246828 0.0021848739 0.0001071017 #N/A0.0054572425149 5.76701269E-05 0.0104070259 0.0001071017 0.0182023406 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A
kN Comprobación 9 d9=kN 10 d10=kN Efx= 0.00000000 OK! 11 d11=kN Efy= 0.00000000 OK! 12 d12=
Desplazamientos Fuerza Interna 70
-98.5188027336
7 3500 k3= 8 0
0.4925940136678 11 -350-15.67043845629 12 0
Desplazamientos Fuerza Interna 90.4925940136678
-98.5188027336
9 65.267713346-15.67043845629 k4= 10 74.5916723960.9148174539544 1 -65.267713346-10.35750011211 2 -74.591672396
Desplazamientos Fuerza Interna 33.8028692811012
0
3 12.649110641
-2.744683537242 0 k8= 4 -37.9473319220.9148174539544 11 -12.649110641-10.35750011211 12 37.947331922
CALCULO DE FUERZAS INTERNAS DE UN ELEMENTO CERCHAU1
-C -S C S * U2U3U4
1 0 -1 0 = AE/L* 0 0 0 0
-1 0 1 00 0 0 0
48 0 -48 0144 0 0 0 0144 -48 0 48 0144 0 0 0 0144
-c^2 -s*c -s*c -s^2c^2 s*cs*c s^2
S*C -S^2 -C^2 -S*C Área (mm^2) E (GPa)0 0 -1 0 3500 2000 0 -1 0 3500 2000 0 -1 0 3500 200
0.4955752212 -0.56637168142 -0.4336283186 -0.495575221239 4000 2000 -1 0 0 2200 200
-0.48 -0.64 -0.36 0.48 2200 2000 -1 0 0 2200 200
-0.3 -0.9 -0.1 0.3 4000 2000.4615384615 -0.30769230769 -0.6923076923 -0.461538461538 4000 200
1 2 5 60 0 0 0 1
k5= AE/L 0 1 0 -1 20 0 0 0 50 -1 0 1 6
1 2 7 80.36 -0.48 -0.36 0.48 1
k6= AE/L -0.48 0.64 0.48 -0.64 2-0.36 0.48 0.36 -0.48 70.48 -0.64 -0.48 0.64 8
1 2 3 40.69230769231 0.4615384615 -0.692307692308 -0.46153846153846 1
k9= AE/L 0.46153846154 0.3076923077 -0.461538461538 -0.30769230769231 2-0.69230769231 -0.4615384615 0.692307692308 0.46153846153846 3-0.46153846154 -0.3076923077 0.461538461538 0.30769230769231 4
12 Suma 1 20 0.00 1 0 00 0.00 k5= 2 0 1100 0.00 5 0 00 0.00 6 0 -110
0.00 Suma 0.00 0.00
2 Suma 1 2-74.591672396 0.00 1 31.68 -42.24-85.247625595 0.00 k6= 2 -42.24 56.3274.591672396 0.00 7 -31.68 42.2485.247625595 0.00 8 42.24 -56.32
0.00 Suma 0.00 0.00
12 Suma 1 237.947331922 0.00 1 153.609285108525 102.40619-113.84199577 0.00 k9= 2 102.40619007235 68.2707934-37.947331922 0.00 3 -153.609285108525 -102.40619113.84199577 0.00 4 -102.40619007235 -68.2707934
0.00 Suma 0.00 0.00
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES (SUMATORIA)10 11 12 COMPROBACIÓN
-74.591672396 0 0 1 0.00000-85.247625595 0 0 2 0.00000
0 -12.6491106407 37.947331922 3 0.000000 37.947331922 -113.84199577 4 0.000000 0 0 5 0.000000 0 0 6 0.000000 -350 0 7 0.000000 0 0 8 0.00000
74.591672396 0 0 9 0.0000085.247625595 0 0 10 0.00000
0 362.649110641 -37.947331922 11 0.000000 -37.947331922 113.84199577 12 0.00000
0.000000 0.000000 0.000000 0.00
-74.591672396 0 0 d1-85.247625595 0 0 d2
0 -12.6491106407 37.947331922 d30 37.947331922 -113.84199577 d40 0 0 d50 0 0 * d60 -350 0 d70 0 0 d8
74.591672396 0 0 085.247625595 0 0 0
0 362.649110641 -37.947331922 00 -37.947331922 113.84199577 0
#N/A #N/A #N/A d1#N/A #N/A #N/A d2#N/A #N/A #N/A d3#N/A #N/A #N/A d4#N/A #N/A #N/A = d5#N/A #N/A #N/A d6#N/A #N/A #N/A d7#N/A #N/A #N/A d8#N/A #N/A #N/A 0#N/A #N/A #N/A 0#N/A #N/A #N/A 0#N/A #N/A #N/A 0
0.000.000.000.00
8 11 12 Desplazamientos Fuerza Interna0 -350 0 0.914817453954
320.1861088840480 0 0 -10.357500112110 350 0 0.000 0 0 0.00
10 1 2 Desplazamientos Fuerza Interna74.591672396 -65.2677133463 -74.591672396 0
194.67332579979585.247625595 -74.5916723957 -85.247625595 0.00-74.591672396 65.2677133463 74.591672396 11.29001934661-85.247625595 74.5916723957 85.247625595 -12.48862027447
4 11 12 Desplazamientos Fuerza Interna-37.947331922 -12.6491106407 37.947331922 3.802869281101
152.25633149731
113.84199577 37.947331922 -113.84199577 -2.744683537242 152.2563314973137.947331922 12.6491106407 -37.947331922 0.00-113.84199577 -37.947331922 113.84199577 0.00
U1 * U2
U3U4
-9-12-1216
AE/L (kN/mm)200.00233.33350.00150.52110.0088.0073.33
126.49221.88
5 6 Suma0 0 0.000 -110 0.000 0 0.000 110 0.00
0.00 0.00
7 8 Suma-31.68 42.24 0.0042.24 -56.32 0.0031.68 -42.24 0.00-42.24 56.32 0.000.00 0.00
3 4 Suma-153.609285109 -102.40619 0.00-102.406190072 -68.2707934 0.00153.6092851085 102.40619 0.00102.4061900724 68.2707934 0.00
0.00 0.00
Determinante de la Matriz = -4.057753E-22
1 2 5 6 Desplazamientos1 0 0 0 0 11.29001934661
k5= 2 0 110 0 -110 -12.488620274475 0 0 0 0 0.49259401366786 0 -110 0 110 -15.67043845629
1 2 7 8 Desplazamientos1 31.68 -42.24 -31.68 42.24 11.29001934661
k6= 2 -42.24 56.32 42.24 -56.32 -12.488620274477 -31.68 42.24 31.68 -42.24 0.91481745395448 42.24 -56.32 -42.24 56.32 -10.35750011211
1 2 3 4 Desplazamientos1 153.609285 102.40619007 -153.609285 -102.40619 11.29001934661
k9= 2 102.40619 68.270793382 -102.40619 -68.2707934 -12.488620274473 -153.609285 -102.40619007 153.609285 102.40619 3.80286928110124 -102.40619 -68.270793382 102.40619 68.2707934 -2.744683537242
9
Fuerza Interna
0
Fuerza Interna
418.7049116176
Fuerza Interna
152.2563314973
CARLOS RAMÓN CORONADO AGUIRREANÁLISIS ESTRUCTURAL IIELEMENTO PÓRTICO
Elemento Nodos Xi (m) Yi (m) Xj (m) Yj (m)1 A B 0 0 3 82 B C 3 8 10 83 C D 10 8 16 84 D F 16 3 16 85 C E 10 0 10 86789
1) CÁLCULO DE MOMENTOS DE EMPOTRAMIENTO
FUERZAS EXTERNASElemento Nodos CARGA DISTRUIBUIDA CARGA PUNTUAL
1 A B 50 702 B C 80 03 C D 0 04 D F 0 1005 C E 0 206789
2) CÁLCULO DEL VECTOR DE FUERZAS 0 1 00 2 1800 3 12.083
F= 0 4 R= -46.67 =0 5 256.670 6 -237.030 7 -10
-70 8 53.33-210 9 -83.61
0 10 -100 11 12.50 12 112
R13 13 0R14 14 -93.33R15 15 0R16 16 0R17 17 110
R18 18 90
16 17 18 1 216 36929.67 96755.25666 -2585.8077 -36929.67 -96755.256717 96755.25666 258660.4697 969.677888 -96755.25666 -258660.47
K1= 18 -2585.8077 969.677888 15730.33018 2585.8077013 -969.6778881 -36929.67 -96755.2567 2585.807701 36929.67 96755.256662 -96755.2567 -258660.47 -969.677888 96755.25666 258660.46973 -2585.8077 969.677888 7865.17 2585.8077013 -969.677888
1 2 3 4 51 360000.00 0 0 -360000.00 02 0 1175.510204 4114.285714 0 -1175.5102
k2= 3 0 4114.285714 19200 0 -4114.285714 -360000.00 0 0 360000.00 05 0 -1175.5102 -4114.28571 0 1175.5102046 0 4114.285714 9600.00 0 -4114.28571
4 5 6 7 84 420000.00 0 0 -420000.00 05 0 1866.666667 5600 0 -1866.66667
k3= 6 0 5600 22400 0 -56007 -420000.00 0 0 420000.00 08 0 -1866.66667 -5600 0 1866.6666679 0 5600 11200.00 0 -5600
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES1 2 3 4 5
1 396929.6732 96755.25666 2585.807701 -360000 02 96755.25666 259835.9799 3144.607826 0 -1175.51023 2585.807701 3144.607826 34930.33018 0 -4114.285714 K= -360000 0 0 783225.6 05 0 -1175.5102 -4114.28571 0 507042.17696 0 4114.285714 9600 -8064 1485.7142867 0 0 0 -420000 08 0 0 0 0 -1866.666679 0 0 0 0 5600
10 0 0 0 0 011 0 0 0 0 012 0 0 0 -8064 013 0 0 0 0 014 0 0 0 -3225.6 015 0 0 0 0 -50400016 -36929.6732 -96755.2567 -2585.8077 0 017 -96755.2567 -258660.47 969.677888 0 018 2585.807701 -969.677888 7865.165092 0 0
d1 0.001013883 -0.00037846 -7.212273E-05 0.001012877d2 -0.00037846 0.000145125 2.6639743E-05 -0.00037809
teta 3 = -7.21227E-05 2.663974E-05 3.5219625E-05 -7.21085E-05d4 0.001012877 -0.00037809 -7.210846E-05 0.001014646d5 -1.17257E-06 4.43752E-07 3.1422424E-07 -1.17134E-06
teta 6 0.000112796 -4.23386E-05 -1.314754E-05 0.000112894d7 0.001012877 -0.00037809 -7.210846E-05 0.001014646d8 9.994163E-07 -3.7513E-07 -1.162293E-07 1.000282E-06
teta 9 -5.58552E-05 2.096459E-05 6.4661553E-06 -5.59039E-05d10 0.001459718 -0.0005458 -0.0001238377 0.001461878d11 -5.58552E-05 2.096459E-05 6.4661553E-06 -5.59039E-05
teta 12 0.000247465 -9.22564E-05 -1.505877E-05 0.000247947
d1 0.1479464 R13d2 -0.0560 R14 + 93.33
teta 3 = -0.0129397 R15 =d4 0.1479764 R16d5 -0.001 R17 - 110
teta 6 0.0240749 R18 -90d7 0.148024024d8 -0.00035157
teta 9 -0.02175404d10 0.384754745d11 -0.03425404
teta 12 0.028188826
FUERZAS INTERNAS
ELEMENTO 1
F16 0 -10.8116537F17 0 160.645264M18 = k1 * 0 = 335.1007777
F1 0.1479464 10.81165372F2 -0.0560108 -160.645264M3 -0.0129397 233.3282441
ELEMENTO 2
f1 0.1479464 -10.8116537f2 -0.0560108 -19.354736
m3 = k2 * -0.0129397 = -245.411244f4 0.1479764 10.81165372f5 -0.0005726 19.35473599
m6 0.0240749 109.9280922
ELEMENTO 3
f4 0.1479764 -20f5 -0.0005726 12.58393987
m6 = k3 * 0.0240749 = 294.3936392f7 0.1480240 19.99999999f8 -0.0003516 -12.5839399
m9 -0.0217540 -218.89
ELEMENTO 4
f4 0.1479764 283.1730385f5 -0.0005726 -288.608676
m6 = k4 * 0.0240749 = -546.149552f14 0.0000000 -283.173039f15 0.0000000 288.6086759
m12 0.0000000 -869.715641
ELEMENTO 5
f7 0.148024024 185.0941403f8 -0.00035157 -110.74606
m9 = k5 * -0.02175404 = -831.743523f10 0.0000000 -185.09414f11 0.0000000 110.7460601
m13 0.0000000 -649.009599
Longitud (m) Área (m^2) E (kN/m^2) AE/L (kN/m) ÁNGULOS RADIANES8.544004 0.12 21000000 294943.69 69.44395478042 1.212025667.000000 0.12 21000000 360000.00 0 06.000000 0.12 21000000 420000.00 0 05.000000 0.12 21000000 504000.00 #DIV/0! #DIV/0!8.000000 0.12 21000000 315000.00 #DIV/0! #DIV/0!0.000000 0 0 #DIV/0! #DIV/0! #DIV/0!0.000000 0 0 #DIV/0! #DIV/0! #DIV/0!0.000000 0 0 #DIV/0! #DIV/0! #DIV/0!0.000000 0 0 #DIV/0! #DIV/0! #DIV/0!
MOMENTO DE EMPOTRAMIENTOFUERZAS EXTERNAS DISTRIBUIDA PUNTUAL TOTAL
MOMENTO IZQUIERDA DERECHA IZQUIERDA DERECHA IZQUIERDA0 63.75 -63.75 26.25 -26.25 900 102.083 -224.583 0 0 102.0830 62.22 -71.11 0 0 62.220 12.5 -12.5 0 0 12.50 112 -74.67 0 0 112
0-180
-12.083P= 46.67
-256.67237.03
10-123.33-126.39
10-12.5-112R13
R14 - (-93.33)R15R16
R17 - 110
R18 - 90
3 4 5 6-2585.8077013 4 3225.60 0 -8064969.677888003 5 0 504000 0
7865.17 k4= 6 -8064 0 268802585.80770134 14 -3225.60 0 8064
-969.677888 15 0 -504000 015730.3301832 12 -8064 0 13440.00
6 7 8 90 7 787.50 0 -3150
4114.28571429 8 0 315000 09600.00 k5= 9 -3150 0 16800
0 10 -787.50 0 3150-4114.2857143 13 0 -315000 0
19200 11 -3150 0 8400.00
9 0 0 00 0 0.00 0 0
5600 0 0 #REF! #REF!11200.00 k6= 0 0 #REF! #REF!
0 0 0.00 0 0-5600 0 0 #REF! #REF!22400 0 0 #REF! #REF!
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES6 7 8 9 10 110 0 0 0 0 0
4114.28571429 0 0 0 0 09600 0 0 0 0 0-8064 -420000 0 0 0 0
1485.71428571 0 -1866.6666666667 5600 0 068480 0 -5600 11200 0 0
0 420787.5 0 -3150 -787.5 -3150-5600 0 316866.666666667 -5600 0 011200 -3150 -5600 39200 3150 8400
0 -787.5 0 3150 787.5 31500 -3150 0 8400 3150 16800
13440 0 0 0 0 00 0 -315000 0 0 0
8064 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0
-1.1725729E-06 0.000112796327 0.0010128769973 9.994162576279E-07 -5.58551663E-05 0.001459724.43752E-07 -4.233863E-05 -0.0003780857249 -3.7513022106E-07 2.09645946E-05 -0.0005458
3.1422424E-07 -1.3147537E-05 -7.210846285E-05 -1.16229290403E-07 6.46615533E-06 -0.00012384-1.1713364E-06 0.000112893687 0.00101464637648 1.00028222525E-06 -5.59039387E-05 0.001461881.9809512E-06 -1.2386825E-07 -1.171336402E-06 1.830978907892E-09 -4.32845941E-07 2.29143E-06
-1.2386825E-07 3.12715594E-05 0.00011289368678 2.7737498274E-07 -1.55354689E-05 0.00023718-1.1713364E-06 0.000112893687 0.00101702732887 1.00028222525E-06 -5.59039387E-05 0.001464261.8309789E-09 2.77374983E-07 1.0002822252E-06 3.17237163274E-06 6.53947672E-07 -4.2313E-06
-4.3284594E-07 -1.5535469E-05 -5.590393873E-05 6.539476720881E-07 5.268229E-05 -0.000477362.2914311E-06 0.000237177438 0.00146425883872 -4.23129915145E-06 -0.00047736226 0.01036252
-4.3284594E-07 -1.5535469E-05 -5.590393873E-05 6.539476720881E-07 5.268229E-05 -0.00142974-2.894668E-07 1.82323263E-05 0.00024794706956 1.61397176205E-07 -9.00344717E-06 0.00031997
110.746060134 Efx= 0.00000000 OK-55.858346276 Efy= 0.000 OK288.608675852 Em= 425.100777744136-10.811653724160.645264014335.100777744
KG=T^T*KL*T
C S 0 0 0 -S C 0 0 0
0 0 0 1 00 0 0 C S0 0 0 -S C0 0 0 0 0
(m) (m) (m^4) (kN/m) (kN/m) (kN/m)BASE ALTURA INERCIA E*I 12EI/L^3 6EI/L^2 4EI/L
0.3 0.4 0.0016 33600 646.451925 2761.64384 15730.33020.3 0.4 0.0016 33600 1175.5102 4114.28571 192000.3 0.4 0.0016 33600 1866.66667 5600 224000.3 0.4 0.0016 33600 3225.6 8064 268800.3 0.4 0.0016 33600 787.5 3150 16800
0 0 #DIV/0! #DIV/0! #DIV/0!0 0 #DIV/0! #DIV/0! #DIV/0!0 0 #DIV/0! #DIV/0! #DIV/0!0 0 #DIV/0! #DIV/0! #DIV/0!
MOMENTO DE EMPOTRAMIENTO REACCIONESTOTAL DISTRIBUIDA PUNTUAL TOTAL
DERECHA Long. De Carga Iqzuierda Derecha Iqzuierda Derecha Iqzuierda-90 8.544004 35 35 75 75 110
-224.583 3.5 70 210 0 0 70-71.11 0 46.67 53.33 0 0 46.67
-12.5 0 -10 -10 0 0 -10-74.67 0 -93.33 -46.67 0 0 -93.33
14 15 12 0 0-3225.60 0 -8064 0 8064.00 0
0 -504000 0 0 0 #REF!8064 0 13440.00 k7= 0 0 #REF!
3225.60 0 8064 0 -8064.00 00 504000 0 0 0 #REF!
8064 0 26880 0 0 #REF!
10 13 11 0 0-787.50 0 -3150 0 0.00 0
0 -315000 0 0 0 #REF!3150 0 8400.00 k8= 0 0 #REF!
787.50 0 3150 0 0.00 00 315000 0 0 0 #REF!
3150 0 16800 0 0 #REF!
0 0 0 0 00.00 0 0 0 0.00 0
0 #REF! #REF! 0 0 #REF!0 #REF! #REF! k9= 0 0 #REF!
0.00 0 0 0 0.00 00 #REF! #REF! 0 0 #REF!0 #REF! #REF! 0 0 #REF!
MATRIZ DE RIGIDECES EN COORDENADAS GLOBALES12 13 14 15 16 17 180 0 0 0 -36929.6732 -96755.2567 2585.80770 0 0 0 -96755.2567 -258660.47 -969.6778880 0 0 0 -2585.8077 969.677888 7865.16509
-8064 0 -3225.6 0 0 0 00 0 0 -504000 0 0 0
13440 0 8064 0 0 0 00 0 0 0 0 0 00 -315000 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 0
26880 0 8064 0 0 0 00 315000 0 0 0 0 0
8064 0 3225.6 0 0 0 00 0 0 504000 0 0 00 0 0 0 36929.6732 96755.2567 -2585.80770 0 0 0 96755.2567 258660.47 969.6778880 0 0 0 -2585.8077 969.677888 15730.3302
-5.5855E-05 0.000247464936 02.09646E-05 -9.22564023E-05 -1806.46616E-06 -1.50587701E-05 * -12.083-5.5904E-05 0.00024794707 46.67-4.3285E-07 -2.89466795E-07 -256.67-1.5535E-05 1.823232632E-05 237.03-5.5904E-05 0.00024794707 106.53948E-07 1.613971762E-07 -123.335.26823E-05 -9.00344717E-06 -126.39-0.00142974 0.000319974647 100.00029078 -9.00344717E-06 -12.5-9.0034E-06 0.000102470339 -112
000001
(kN/m)2EI/L S C S^2 C^2 S*C -S^2 -C^2
7865.17 0.93632918 0.35112344 0.87671233 0.12328767 0.32876712 -0.87671233 -0.123287679600.00 0 1 0 1 0 0 -1
11200.00 0 1 0 1 0 0 -113440.00 1 0 1 0 0 -1 0
8400.00 1 0 1 0 0 -1 0#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
REACCIONESTOTAL
Derecha110210
53.33-10
-46.67
0 0 0 00 -8064.00 0 0
#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
0 8064.00 0 0#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
0 0 0 00 0.00 0 0
#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
0 0.00 0 0#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
0 0 0 00 0.00 0 0
#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
0 0.00 0 0#REF! 0 #REF! #REF!#REF! 0 #REF! #REF!
123456789
101112131415161718
-S*C-0.32876712
0000
#DIV/0!#DIV/0!#DIV/0!#DIV/0!