ejemplo de muro de corte
DESCRIPTION
muros de contencionTRANSCRIPT
ANALISIS DE MUROS DE CORTE
10 TON 0.5
0.3 0.31.5 1.5
MATRIZ DE RIGIDEZ PARA PLACA
ELEMENTO 01
B= 30 cm Inercia = 8437500 cm4h= 150 cm As = 3750 cm2H= 425 cm E = 217370.6512 kG/CM2
5.00 mt.
1.50mt.1.50 mt.
0.50mt
4.25mt
0.30
1
7
5
2
68 11 9
10
4 5
3
01 02
030 75 0.75
H 425 cm E 217370.6512 kG/CM2AREA= 4500 cm2 G = 86948.26048
F'c= 210 Kg/cm2 O = 0.373702422
matriz local
6 7 8 5 1 26 208706.7447 0 -44350183.24 -208706.7447 0 -44350183.247 0 2301571.601 0 0 -2301571.601 08 -44350183.2 0 13739860690 44350183.24 0 51089671875 -208706.745 0 44350183.24 208706.7447 0 44350183.241 0 -2301571.601 0 0 2301571.601 02 -44350183.2 0 5108967187 44350183.24 0 13739860690
ELEMENTO 02
B= 30 cm Inercia = 8437500 cm4h= 150 cm As = 3750 cm2H= 425 cm E = 217370.6512 kG/CM2
AREA= 4500 cm2 G = 86948.26048F'c= 210 Kg/cm2 O = 0.373702422
hEI
hEI
hEI
hEI
hEA
hEA
hEI
hEI
hEI
hEI
hEI
hEA
hEI
kplaca
)1()4(0
)1(6
)1()2(0
)1(6
000
)1(12
)1(60
)1(12
)1()4(0
)1(6
0
)1(12
22
322
2
3
matriz local
9 10 11 5 3 49 208706.7447 0 -44350183.24 -208706.7447 0 -44350183.24
10 0 2301571.601 0 0 -2301571.601 011 -44350183.2 0 13739860690 44350183.24 0 51089671875 -208706.745 0 44350183.24 208706.7447 0 44350183.243 0 -2301571.601 0 0 2301571.601 04 -44350183.2 0 5108967187 44350183.24 0 13739860690
MATRIZ DE RIGIDEZ PARA LA VIGA
DATOS:B (cm) = 30 E (Kg/cm2) = 217370.6512h (cm) = 50 I (cm4) = 312500L (cm) = 500 a (cm) = 75
F'c (Kg/cm2) = 210 b (cm) = 75
MATRIZ LOCAL:1 2 3 4
1 6521.119536 2119363.849 -6521.119536 2119363.8492 2119363.849 824649908 -2119363.849 5529365943 -6521.11954 -2119363.849 6521.119536 -2119363.8494 2119363.849 552936594 -2119363.849 824649908
MATRIZ GLOBAL ENSAMBLADA:
hEI
hEI
hEI
hEI
hEA
hEA
hEI
hEI
hEI
hEI
hEI
hEA
hEI
kplaca
)1()4(0
)1(6
)1()2(0
)1(6
000
)1(12
)1(60
)1(12
)1()4(0
)1(6
0
)1(12
22
322
2
3
63533121
52423121
SSSSSSSS
SSSSSSSS
Kviga
232
32
232
32
32
3
12)2(646
12)(625
12)2(644
1263
1262
121
bLEIb
LEI
LEIS
abLEIba
LEI
LEIS
aLEIa
LEI
LEIS
bLEI
LEIS
aLEI
LEIS
LEIS
1 2 3 4 5 6 7 8 9 10 111 2308092.72 2119363.849 -6521.119536 2119363.849 0 0 -2301571.601 02 2119363.849 14564510598 -2119363.849 552936594 44350183.24 -44350183.24 0 51089671873 -6521.11954 -2119363.849 2308092.72 -2119363.849 0 0 -2301571.601 04 2119363.849 552936594 -2119363.849 14564510598 44350183.24 -44350183.24 0 51089671875 0 44350183.24 0 44350183.24 417413.4893 -208706.7447 0 44350183.24 -208706.7447 0 44350183.246 0 -44350183.24 -208706.7447 208706.7447 0 -44350183.247 -2301571.6 0 0 0 2301571.601 08 0 5108967187 44350183.24 -44350183.24 0 137398606909 0 -44350183.24 -208706.7447 208706.7447 0 -44350183.24
10 -2301571.601 0 0 0 2301571.601 011 0 5108967187 44350183.24 -44350183.24 0 13739860690
MATRIZ INVERSA DE Kff:
1 2 3 4 51 4.33557E-07 -1.61056E-10 9.29167E-10 -1.61056E-10 3.42243E-082 -1.6106E-10 1.23631E-10 1.61056E-10 5.22618E-11 -1.86886E-083 9.29167E-10 1.61056E-10 4.33557E-07 1.61056E-10 -3.42243E-084 -1.6106E-10 5.22618E-11 1.61056E-10 1.23631E-10 -1.86886E-085 3.42243E-08 -1.86886E-08 -3.42243E-08 -1.86886E-08 6.36704E-06
CALCULO DE Qf:
1 02 0
Qf = 3 04 05 10000
1 0.000342243 cm2 -0.00018689 cm
Df = 3 -0.00034224 cm klateral del portico 157058.7867 K/cm4 -0.00018689 cm 15705.87867 T/m5 0.063670427 cm
MATRIZ Krf:
0 -44350183.24 0 0 -208706.7447-2301571.6 0 0 0 0
Krf = 0 5108967187 0 0 44350183.240 0 0 -44350183.24 -208706.74470 0 -2301571.601 0 00 0 0 5108967187 44350183.24
CALCULO DE LAS REACCIONES DEL ESTADO COMPLEMENTARIO Y PRIMARIO:
-5000 6 0 6-787.697082 7 0 7
R comp = 1868998.449 8 R primario = 0 8-5000 9 0 9
787.6970815 10 0 101868998.449 11 0 11
-5000 -5 ton 6-787.697082 -0.787697082 ton 7
R Finales = 1868998.449 = 18.68998449 ton-m 8-5000 -5 ton 9
787.6970815 0.787697082 ton 101868998.449 18.68998449 ton-m 11
diagrama de corte diagrama de momento