Download - Complemento Viga Continua
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UNIVERSIDADFACULTAD DE INGENIE
ESCUE
NOMBRE: RUALES FONSECA MANUEL AGUSTÍNSEMESTRE: 7mo
ES
COMPLEMENTO DEL EJERCICIO DE LA
EJERCICIO: COMPLEMENTO DE DATOS PARA GRÁFICASFUERZAS CORTANTESMOMENTOS
FUERZAS CORTAN
Barra Barra !
p = 40.00 KN /m p = 40.00V1 = 18.55 KN V1 = 181.96
x (m) Vx (KN) x (m) Vx (KN)
0.00 18.55 0.00 181.96
0.5 8.55 0.5 1!1.96
0.50 "1.45 0.50 161.96
0.!5 "11.45 0.!5 151.96
1.00 "1.45 1.00 141.96
1.5 "#1.45 1.5 1#1.96
1.50 "41.45 1.50 11.96
1.!5 "51.45 1.!5 111.96
.00 "61.45 .00 101.96
Vx=V 1− px
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.5 "!1.45 .5 91.96
.50 "81.45 .50 81.96
.!5 "91.45 .!5 !1.96
#.00 "101.45 #.00 61.96
#.5 "111.45 #.5 51.96
#.50 "11.45 #.50 41.96
#.!5 "1#1.45 #.!5 #1.964.00 "141.45 4.00 1.96
4.5 11.96
4.50 1.96
4.!5 "8.04
5.00 "18.04
MOMENTOS
Barra Barra !
p = 40.00 KN /m p = 40.00
M1 = 8.60 KNm M1 = "1!.0
V1 = 18.55 KN V1 = 181.96
x (m) Mx (KNm) x (m) Mx (KNm)
0.00 8.60 0.00 "1!.0
0.5 #1.99 0.5 "1!.96
0.50 #.88 0.50 "1#1.
0.!5 #1.6 0.!5 "91.981.00 !.15 1.00 "55.4
1.5 0.54 1.5 "1.00
1.50 11.4# 1.50 10.!4
1.!5 "0.19 1.!5 #9.98
.00 "14.#0 .00 66.!
.5 "#0.91 .5 90.96
.50 "50.0# .50 11.!0
.!5 "!1.64 .!5 1#1.94
#.00 "95.!5 #.00 148.68
#.5 "1.#6 #.5 16.9#.50 "151.48 #.50 1!4.66
#.!5 "18#.09 #.!5 18#.90
Mx= M 1+V 1 x−[ px2
2 ]
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4.00 "1!.0 4.00 190.64
4.5 194.88
4.50 196.6
4.!5 195.86
5.00 19.60
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CENTRAL DEL ECUADORRIA, CIENCIAS FISICAS Y MATEMATICAA DE INGENIERIA CIVIL
RUCTURAS III
IGA CONTINUA
TES
Barra "
KN /m p = 40.00 KN /mKN V1 = 8!.91 KN
x (m) Vx (KN)
0.00 8!.91
0.5 !!.91
0.50 6!.91
0.!5 5!.91
1.00 4!.91
1.5 #!.91
1.50 !.91
1.!5 1!.91
.00 !.91
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.5 ".09
.50 "1.09
.!5 ".09
#.00 "#.09
#.5 "4.09
#.50 "5.09
#.!5 "6.094.00 "!.09
4.5 "8.09
4.50 "9.09
4.!5 "10.09
5.00 "11.09
5.5 "1.09
5.50 "1#.09
5.!5 "14.09
6.00 "15.09
Barra "
KN /m p = 40.00 KN /m
KNm M1 = 19.60 KNm
KN V1 = 8!.91 KN
x (m) Mx (KNm)
0.00 19.60
0.5 1#.##
0.50 #1.56
0.!5 4!.81.00 60.51
1.5 !1.4
1.50 !9.4!
1.!5 85.19
.00 88.4
.5 89.15
.50 8!.#8
.!5 8#.10
#.00 !6.##
#.5 6!.06#.50 55.9
#.!5 41.01
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4.00 4.4
4.5 04.9!
4.50 18#.0
4.!5 158.9
5.00 1#.15
5.5 10.88
5.50 !1.115.!5 #6.8#
6.00 0.00
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FUERZAS CORTANT
Barra Barra !
p = 40.00 KN /m p = 40.00
V1 = 19.!1 KN V1 = 181.4
x (m) Vx (KN) x (m) Vx (KN)
0.00 19.!1 0.00 181.4
0.5 9.!1 0.5 1!1.4
0.50 "0.9 0.50 161.4
0.!5 "10.9 0.!5 151.4
1.00 "0.9 1.00 141.4
1.5 "#0.9 1.5 1#1.4
1.50 "40.9 1.50 11.4
1.!5 "50.9 1.!5 111.4
.00 "60.9 .00 101.4
.5 "!0.9 .5 91.4
.50 "80.9 .50 81.4.!5 "90.9 .!5 !1.4
#.00 "100.9 #.00 61.4
#.5 "110.9 #.5 51.4
#.50 "10.9 #.50 41.4
#.!5 "1#0.9 #.!5 #1.4
4.00 "140.9 4.00 1.4
4.5 11.4
4.50 1.4
4.!5 "8.58
5.00 "18.58
Vx=V 1− px
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MOMENTOS
Barra Barra !
p = 40.00 KN /m p = 40.00
M1 = 5.!6 KNm M1 = "15.40
V1 = 19.!1 KN V1 = 181.4
x (m) Mx (KNm) x (m) Mx (KNm)
0.00 5.!6 0.00 "15.40
0.5 9.44 0.5 "1!1.#0
0.50 #0.6 0.50 "19.69
0.!5 9.9 0.!5 "90.59
1.00 5.4! 1.00 "5#.98
1.5 19.15 1.5 "19.88
1.50 10.## 1.50 11.!#
1.!5 "1.00 1.!5 40.84
.00 "14.8 .00 6!.44
.5 "#1.14 .5 91.55
.50 "49.9! .50 11#.15
.!5 "!1.9 .!5 1#.6
#.00 "95.11 #.00 148.86
#.5 "11.4# #.5 16.9!
#.50 "150.6 #.50 1!4.5!
#.!5 "181.58 #.!5 18#.68
4.00 "15.40 4.00 190.8
4.5 194.#94.50 195.99
4.!5 195.10
5.00 191.!0
Mx= M 1+V 1 x−[ px2
2 ]
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S
Barra "
KN /m p = 40.00 KN /m
KN V1 = 88.11 KN
x (m) Vx (KN)
0.00 88.11
0.5 !8.11
0.50 68.11
0.!5 58.11
1.00 48.11
1.5 #8.11
1.50 8.11
1.!5 18.11
.00 8.11
.5 "1.89
.50 "11.89.!5 "1.89
#.00 "#1.89
#.5 "41.89
#.50 "51.89
#.!5 "61.89
4.00 "!1.89
4.5 "81.89
4.50 "91.89
4.!5 "101.89
5.00 "111.895.5 "11.89
5.50 "1#1.89
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5.!5 "141.89
6.00 "151.89
Barra "
KN /m p = 40.00 KN /m
KNm M1 = 191.!0 KNm
KN V1 = 88.11 KN
x (m) Mx (KNm)
0.00 191.!0
0.5 1.48
0.50 #0.!6
0.!5 46.5#
1.00 59.81
1.5 !0.59
1.50 !8.8!
1.!5 84.64
.00 8!.9
.5 88.!0
.50 86.98
.!5 8.!5
#.00 !6.0#
#.5 66.81
#.50 55.09
#.!5 40.86
4.00 4.14
4.5 04.94.50 18#.0
4.!5 158.9!
5.00 1#.5
5.5 10#.0#
5.50 !1.#1
5.!5 #!.08
6.00 0.00
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