concreto armado1
DESCRIPTION
UAPTRANSCRIPT
Diseño Flexion M(+)b 1.3 #
f´c 245 Kg/cm2 3 3/8 0.95fy 4200 Kg/cm2 4 1/2 1.27s/c 0.4 5 5/8 1.59
Acabado 0.12 T-m 6 3/4 1.91wd 1.5 8 1 2.54wl 1.8 cmAM 0.35AB 0.5 r 2 cm
r lat 4 cmCoef. 0.9
Predimensionamientod 1.2 mp 30 cm
np 5 Undcp 0.16 mp 30 cmcp 16 cm 0.8ln 2.7 mt 0.108
0.12t 0.135
cos() 0.8824hm 21.60 cm
Cargaspp 1.01 t/ms/c 0.94 t/m
Acabado 0.234 t/mWu2 2.18 t/m
pp 0.56 t/mWu1 1.73 t/m
Apoyo Muro Portante 0.35 0.18Descanso 1.2 1.20
# de pasos 1.5 1.50Apoyo en la Base 0.5 0.25Ʃtt 3.55 3.13
Ʃpasos 1.38Ʃdescanso 1.75
RB3.27 Tn
X0 1.50Mu 2.45 t-m
ALFA 0.8Mu(+) 1.96 t-mAcero 4 1.27 1.27
d 9.37 cma 2.00 cmAs 6.20a 0.96As 5.84a 0.91As 5.82
4.6 Unidades 5 varillas@ 30.18 30
Usar 5 Und @ 30Calculo As (-)
Factor 3As 1.94 cm2
2.19Asmin 2.19 cm2Acero 3 0.95 0.71
3.09 Unidades 9 varillas@ 15.13 15.00
Usar 9 Und @ 15Refuerzo Transversal por temperatura
Ast 1.56 cm2Acero 3 0.95 0.71
2.20 Unidades 6 varillas@ 16.67 17
Verificacion por cortanteVud 2.78 t
Cos() 0.8824Vn 2.45Vc 10.10 t Aprobado
Area0.711.271.982.855.07
Diseño de Losaf´c 210 Kg/cm2fy 4200 Kg/cm2
Uso Oficina Oficina CorredorWa 250 250 250
L(eje a eje) 3 3.5 3.2Peralte(L/25) 0.12 0.14 0.128Peso Propio 260 260 260
Acabado 110 110 110Tabiqueria 160 160 160
ƩWd 530 530 530ƩWl 250 250 250
Vigueta 0.4 0.4 0.41.5Wd v 318 318 3181.8Wl v 180 180 180
Wu 498 498 498Momentos 373.5 -373.5 508.38 -508.375 424.96 -424.96
Rigidez 20.2 17.3 18.90 20.2 15.1 17.3 17.3 18.9 18.9
k 0.00 1.00 0.47 0.53 0.48 0.52 0.43k(-) 0.00 0.00 -0.47 -0.53 -0.48 -0.52 -0.43
0.0 373.5 -373.5 508.4 -508.4 425.0 -425.0
373.5 134.9 -83.40.0 0.0 -63.4 -71.5 40.0 43.4 112.4
-31.7 0.0 20.0 -35.7 56.2 21.7-31.7 20.0 20.4
0.0 0.0 -9.4 -10.6 -9.8 -10.6 -9.3-4.7 0.0 -4.9 -5.3 -4.7 -5.3-4.7 -4.9 -10.0
0.0 0.0 2.3 2.6 4.8 5.2 2.31.2 0.0 2.4 1.3 1.1 2.61.2 2.4 2.4
0.0 0.0 -1.1 -1.3 -1.2 -1.3 -1.1-0.6 0.0 -0.6 -0.6 -0.6 -0.6-0.6 -0.6 -1.2
0.0 0.0 0.3 0.3 0.6 0.6 0.30.1 0.0 0.3 0.2 0.1 0.30.1 0.3 0.3
0.0 0.0 -0.1 -0.2 -0.1 -0.2 -0.1-0.1 0.0 -0.1 -0.1 -0.1 -0.1-0.1 -0.1 -0.1
0.0 0.0 0.0 0.0 0.1 0.1 0.00.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 337.8 -445.0 445.0 -514.3 514.3 -302.0
Analisis Tramo x TramoRi 711.3 851.7 863.2
Rd 782.7 891.3 730.4X(+) 1.4 1.7 1.7X´(+) 1.6 1.8 1.5M(+) 170.2 283.3 233.7
Xi 0.60 0.64 0.76Xd 0.75 0.72 0.50
Ancho Viga 0.3 0.3 0.3x=b/2 0.15 0.15 0.15
Esfuerzo de CorteVi 636.57 776.98 788.46Vd 708.03 816.62 655.74
Mo. De DiseñoMx -225.48 -311.61 -379.26M´x -333.15 -386.24 -198.02M(+) 170.16 283.31 233.70
Calculo AceroAs(-)i 0.36 0.51 0.62As(-)d 0.54 0.63 0.32As(+) 0.26 0.44 0.36
Lddb 0.00 0.00 0.00b 0.00 0.00 0.00
L/16 0.00 0.00 0.00Maximo 0.00 0.00 0.00
Oficina4001.8
0.0722601101605304000.4318288606
163.62 -163.6233.6
25.2 33.60.57 1.00-0.57 0.00 0.00163.6 -163.6
-261.3149.0 0.0
0.0 74.521.7
-12.4 0.00.0 -6.2
-5.33.0 0.00.0 1.52.6
-1.5 0.00.0 -0.7
-0.60.4 0.00.0 0.20.3
-0.2 0.00.0 -0.1
-0.10.0 0.00.0 0.00.00.0 0.0
302.0 -94.4Analisis Tramo x Tramo
660.7
430.11.10.7
58.20.650.270.3
0.15
569.81339.19
-196.06-36.7358.19
0.320.060.09
0.000.000.000.00
Poblacion 4357 habDotacion 150
k 2.5C 100
Qp 7.56Qmh 18.91 19.00
Q 20M
diam 6 diamQ 22 Qd 110 d
Q 19.00 B diam 3Q 3d 60
Ndiam 4 diam
Q 17 Qd 100 d
CKTO1 CKTO1K-BM 0.00617 K-MC 0.00729K-BN 0.04036 K-NC 0.04843K-MN 0.09818 K-NM 0.09818
h-BM -1.88 h-MC -1.69h-BN 7.62 h-NC 12.36h-MN 0.75 h-MN 0.75
6.50 11.42
619
130Q 39 l/s
C
420
120
Diseño de Losaf´c 210 Kg/cm2fy 4200 Kg/cm2β 0.85
Wu 7.69 T-md 48.78 cmɸ 0.9b 40 cm
Uso Oficina Oficina CorredorWa 250 250 400
L(eje a eje) 4.8 4.8 3.2Peralte(L/25) 0.192 0.192 0.128Peso Propio 320 320 320
Acabado 100 100 100Tabiqueria 100 100 100
ƩWd 520 520 520ƩWl 250 250 400
Vigueta 0.4 0.4 0.41.5Wd v 312 312 3121.8Wl v 180 180 288
Wu 492 492 600Momentos 944.64 -944.64 944.64 -944.64 512 -512
Rigidez 1698.7 1698.7 2548.00 1698.7 1274.0 1698.7 1698.7 2548.0 2548.0
k 0.00 1.00 0.43 0.57 0.40 0.60 0.60k(-) 0.00 0.00 -0.43 -0.57 -0.40 -0.60 -0.60
0.0 944.6 -944.6 944.6 -944.6 512.0 -512.0
944.6 0.0 -432.60.0 0.0 0.0 0.0 173.1 259.6 -259.6
0.0 0.0 86.5 0.0 -129.8 129.80.0 86.5 -129.8
0.0 0.0 -37.2 -49.3 51.9 77.9 -26.0-18.6 0.0 26.0 -24.7 -13.0 38.9-18.6 26.0 -37.7
0.0 0.0 -11.2 -14.8 15.1 22.6 -36.3-5.6 0.0 7.5 -7.4 -18.2 11.3-5.6 7.5 -25.6
0.0 0.0 -3.2 -4.3 10.2 15.3 -4.4-1.6 0.0 5.1 -2.1 -2.2 7.7-1.6 5.1 -4.3
0.0 0.0 -2.2 -2.9 1.7 2.6 -7.3-1.1 0.0 0.9 -1.5 -3.7 1.3-1.1 0.9 -5.1
0.0 0.0 -0.4 -0.5 2.1 3.1 -0.8-0.2 0.0 1.0 -0.2 -0.4 1.5-0.2 1.0 -0.7
0.0 0.0 -0.4 -0.6 0.3 0.4 -1.5
-0.2 0.0 0.1 -0.3 -0.7 0.2-0.2 0.1 -1.0
0.0 0.0 -0.1 -0.1 0.4 0.6 -0.20.0 917.3 -999.3 999.3 -726.1 726.1 -657.4
Analisis Tramo x TramoRi 1163.7 1237.7 981.5Rd 1197.9 1123.9 938.5
X(+) 2.4 2.5 1.6X´(+) 2.4 2.3 1.6M(+) 458.9 557.5 76.6
Xi 1.00 1.01 1.13Xd 1.07 0.78 1.06
Ancho Viga 0.3 0.3 0.3x=b/2 0.15 0.15 0.15
Esfuerzo de CorteVi 1089.92 1163.92 891.46Vd 1124.08 1050.08 848.54
Mo. De DiseñoMx -737.24 -808.13 -572.13M´x -825.17 -563.06 -523.40M(+) 458.93 557.54 76.62
Calculo AceroAs(-)i 1.26 1.40 0.96As(-)d 1.43 0.94 0.87As(+) 0.71 0.85 0.12
Lddb 0.00 0.00 0.00b 0.00 0.00 0.00
L/16 0.00 0.00 0.00Maximo 0.00 0.00 0.00
Oficina Almacen Almacen250 500 5004.8 4.8 4.8
0.192 0.192 0.192320 320 320100 100 100100 100 100520 520 520250 500 5000.4 0.4 0.4312 312 312180 360 360492 672 672
944.64 -944.64 1290.2 -1290.24 1290.2 -1290.241698.7 1698.7 1698.7
1698.7 1698.7 1698.7 1698.7 1274.0 1698.70.40 0.50 0.50 0.57 0.43 0.00 0.00-0.40 -0.50 -0.50 -0.57 -0.43 0.00 0.00944.6 -944.6 1290.2 -1290.2 1290.2 -1290.2 0.0
432.6 345.6 0.0 -1290.2-173.1 -172.8 -172.8 0.0 0.0 0.0 0.0
-86.4 -86.5 0.0 -86.4 0.0 0.0 0.043.4 -86.5 -86.4 0.0
-17.4 43.3 43.3 49.2 37.2 0.0 0.021.6 -8.7 24.6 21.6 0.0 18.6 0.060.6 15.9 21.6 18.6
-24.2 -8.0 -8.0 -12.3 -9.3 0.0 0.0-4.0 -12.1 -6.2 -4.0 0.0 -4.7 0.07.3 -18.3 -4.0 -4.7
-2.9 9.1 9.1 2.3 1.7 0.0 0.04.6 -1.5 1.1 4.6 0.0 0.9 0.0
12.2 -0.3 4.6 0.9-4.9 0.2 0.2 -2.6 -2.0 0.0 0.00.1 -2.4 -1.3 0.1 0.0 -1.0 0.01.4 -3.8 0.1 -1.0
-0.6 1.9 1.9 0.0 0.0 0.0 0.00.9 -0.3 0.0 0.9 0.0 0.0 0.02.5 -0.3 0.9 0.0
-1.0 0.2 0.2 -0.5 -0.4 0.0 0.0
0.1 -0.5 -0.3 0.1 0.0 -0.2 0.00.3 -0.8 0.1 -0.2
-0.1 0.4 0.4 0.0 0.0 0.0 0.0657.4 -1182.4 1182.4 -1317.4 1317.4 -1276.7 0.0
Analisis Tramo x Tramo1071.4 1584.7 1621.31290.2 1640.9 1604.3
2.2 2.4 2.42.6 2.4 2.4
509.2 686.0 638.40.74 0.93 1.031.18 1.01 1.010.3 0.3 0.3
0.15 0.15 0.15
997.62 1483.89 1520.481216.38 1540.11 1503.52
-491.18 -937.18 -1066.62-994.45 -1078.79 -1043.57509.18 686.04 638.40
0.81 1.65 1.921.77 1.94 1.870.78 1.05 0.98
0.00 0.00 0.000.00 0.00 0.000.00 0.00 0.000.00 0.00 0.00
Diseño de Vigaf´c 210 Kg/cm2 A. Min 170.67fy 4200 Kg/cm2 A. Min 6.5β 0.85 A. Min 5.39
Wu 7.69 T-m A. Elegido 7.68d 48.78 cmɸ 0.9b 40 cmh
0 5 6 7
A B C4.4 5.4 6.4
Coeficientes16 14 10 16 10 14
Momentos9.3049 10.63 18.464 14.02 26.7689 22.50
16.0208 -16.02 23.07 -23.07 31.401 -31.400.0 0.0 -0.4 -0.6 -0.4 -0.6 -0.6
0.0 944.0 -944.6 944.6 -944.6 512.0 -512.0
944.0 0.0 -432.60.0 0.0 0.0 0.0 173.0 259.6 -259.6
0.0 0.0 86.5 0.0 -129.8 129.80.0 86.5 -129.8
0.0 0.0 -37.2 -49.3 51.9 77.9 -26.0-18.6 0.0 26.0 -24.7 -13.0 38.9-18.6 26.0 -37.7
0.0 0.0 -11.2 -14.8 15.1 22.6 -36.3-5.6 0.0 7.5 -7.4 -18.2 11.3-5.6 7.5 -25.6
0.0 0.0 -3.2 -4.3 10.2 15.3 -4.40.0 919.8 -996.2 996.2 -726.4 726.4 -658.3
Acero5.6 6.4 11.1 8.4 16.1 13.6
Momentos (-)Coef Ln Momento Acero A. Min
1 16 5.4 0.22 Err:509 6.001 10 5.05 0.31 Err:509 6.001 10 5.05 0.31 Err:509 6.001 16 5.4 0.22 Err:509 6.001 14 5.4 0.25 Err:509 6.001 16 4.7 0.17 Err:509 6.001 14 5.4 0.25 Err:509 6.001 10 1 6.001 6.001 6.001 6.001 6.001 6.00
Calculo de EstribosVu < Vc+Vs
Vu Vc SAB 5.4 0.37 Err:509 10BC 4.6 0.32 Err:509 15CD 4.8 0.33 Err:509 15DE 0 Err:509 10EF 0 Err:509 10FG 0 Err:509 10
0.68 9 5
D E F G7.4 8.4 4.4
Coeficientes16
Momentos22.883 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
41.013 -41.01 51.9075 -51.91 16.021 -16.02-0.4 -0.5 -0.5 -0.6 -0.4 0.0 0.0
944.6 -944.6 1290.2 -1290.2 1290.2 -1290.6 0.0
432.6 345.6 0.0 -1290.6-173.0 -172.8 -172.8 0.0 0.0 0.0 0.0
-86.4 -86.5 0.0 -86.4 0.0 0.0 0.043.4 -86.5 -86.4 0.0
-17.4 43.3 43.3 49.2 37.2 0.0 0.021.6 -8.7 24.6 21.6 0.0 18.6 0.060.6 15.9 21.6 18.6
-24.2 -8.0 -8.0 -12.3 -9.3 0.0 0.0-4.0 -12.1 -6.2 -4.0 0.0 -4.7 0.07.3 -18.3 -4.0 -4.7
-2.9 9.1 9.1 2.3 1.7 0.0 0.0658.3 -1180.3 1180.3 -1319.8 1319.8 -1276.7 0.0
Acero13.8 #DIV/0! #DIV/0! #DIV/0! ### #DIV/0! #DIV/0!
#####################-6.00-6.00-6.00-6.00-6.00-6.00
VsErr:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509Err:509 Err:509
-1.00
Diseño de Vigaf´c 210 Kg/cm2 A. Min 3.97fy 4200 Kg/cm2 A. Min 6.32β 0.85 A. Min 5.24
Wu 7.69 T-m A. Elegido 7.68d 47.43 cmɸ 0.9b 40 cmh
Momentos (-)Coef Ln Momento Acero A. Min
1 16 5.4 14.02 8.69 7.68 1.011 10 5 19.23 11.92 7.68 4.241 10 4.7 16.99 10.53 7.68 2.851 16 4.8 11.07 6.86 7.68 -0.821 14 5.4 16.02 9.93 7.68 2.251 16 4.6 10.17 6.30 7.68 -1.381 14 4.8 12.66 7.85 7.68 0.171 10 1 7.68 -7.681 7.68 -7.681 7.68 -7.681 7.68 -7.681 7.68 -7.681 7.68 -7.68
Calculo de EstribosVu < Vc+Vs
Vu Vc S VsAB 5.4 23.88 10.93 10 21.22BC 4.6 20.34 10.93 15 14.14CD 4.8 21.22 10.93 15 14.14DE 0 10.93 10 21.22EF 0 10.93 10 21.22FG 0 10.93 10 21.22
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