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DISEÑO DE VIGA POR FLEXION Y CORTE
DATOS
f'c 280 kg/cm2 As b 36.79 cm2 Eac 2038901.89 kg/cm fy 4200 kg/cm2 As max 27.59 cm2 Econcr 250998.01 kg/cm phi f 0.9 As min 4.36 cm2 beta1 0.
b 25 cm h 60 cm d 52 cm
FLEXION CORTE
MOMENTO NEGATIVO A LA DERECHA MOMENTO NEGATIVO A LA IZQUIERDA phi Vc Cantidad de varillas Cantidad de varillas Vs 3/8" 0 3/4" 4 3/8" 0 3/4" 2 s (cm) 1/2" 0 1" 0 1/2" 0 1" 0 5/8" 1 1 3/8" 0 5/8" 2 1 3/8" 0 Av (cm2) As1 13.38 cm2 As1 9.66 cm a 9.44 cm a 6.
23.91 t m phi Mni- = 17.74 t m
Mnd- = 26.57 t m Mni- = 19.71 t m
MOMENTO POSITIVO AL CENTRO wd Cantidad de varillas wl 3/8" 0 3/4" 2 METRADO DE CARGAS 1/2" 0 1" 0 A.T. LOSA 5/8" 1 1 3/8" 0 esp losa As1 7.68 cm2 CM a 5.42 cm s/c
phi Mnc+ 14.31 t m Wd
Mnc+= 15.90 t m^ Wl
MOMENTO POSITIVO A LA DERECHA MOMENTO POSITIVO A LA IZQUIERDA
Cantidad de varillas Cantidad de varillas MD 3/8" 0 3/4" 2 3/8" 0 3/4" 2 ML 1/2" 0 1" 0 1/2" 0 1" 0 MSX 5/8" 3 1 3/8" 0 5/8" 3 1 3/8" 0 MSY As1 11.64 cm2 As1 11.64 cm a 8.22 cm a 8.22 cm VD
phi Mnd+ 21.07 t m phi Mni+ = 21.07 t m VL
Mnd+ = 23.41 t m^ Mni+ = 23.41 t m^ VSX
VSY
MUERTA -18.7 0
VIVA -4 0
LONGITUD DE DESARROLLO
φ Mnd- =
Para vigas que de portic (duales tipo 1 y mu
factor hasta 30. factor 1" 37.62 superiores f'c 27.44 Mpa factor hasta 23. inferiores fy 411.6 Mpa factor 1" 28. cb 6.27 barras superiores db 2.54 3/8" λ 1 concreto peso normal 1/2" ψt1 1.3 barra superior 5/8" ψt2 1 otra barra 3/4" ψe 1 barras sin tratamiento superficial 1" ψs1 0.8 barra de 3/4" o menor ψs2 1 barra de 1"
barras superiores barras inferiores
t/m t t V (port. sismicos) E TOMA EL ACERO EN COLUMNAS kg/cm mm mm N t
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DISEÑO DE VIGA POR FLEXION Y CORTE
DATOS
f'c 280 kg/cm2 As b 126.64 cm2 Eac 2038901.89 kg/cm fy 4200 kg/cm2 As max 94.98 cm2 Econcr 250998.01 kg/cm phi f 0.9 As min 15.02 cm2 beta1 0.
b 50 cm h 100 cm d 89.5 cm
FLEXION CORTE
MOMENTO NEGATIVO A LA DERECHA MOMENTO NEGATIVO A LA IZQUIERDA phi Vc Cantidad de varillas Cantidad de varillas Vs 3/8" 0 3/4" 0 3/8" 0 3/4" 0 s (cm) 1/2" 0 1" 3 1/2" 0 1" 4 5/8" 0 1 3/8" 6 5/8" 0 1 3/8" 8 Av (cm2) As1 72.66 cm2 As1 96.88 cm a 25.64 cm a 34.
phi Mnd- 210.60 t m phi Mni- = 265.15 t m
Mnd- = 234.00 t m Mni- = 294.61 t m
MOMENTO POSITIVO AL CENTRO wd Cantidad de varillas wl 3/8" 0 3/4" 0 METRADO DE CARGAS 1/2" 0 1" 6 A.T. LOSA 5/8" 0 1 3/8" 0 esp losa As1 30.36 cm2 CM a 10.72 cm s/c
phi Mnc+ 96.56 t m Wd
Mnc+= 107.29 t m Wl
MOMENTO POSITIVO A LA DERECHA MOMENTO POSITIVO A LA IZQUIERDA
Cantidad de varillas Cantidad de varillas MD 3/8" 0 3/4" 0 3/8" 0 3/4" 0 ML 1/2" 0 1" 10 1/2" 0 1" 10 MSX 5/8" 0 1 3/8" 0 5/8" 0 1 3/8" 0 MSY As1 50.6 cm2 As1 50.6 cm a 17.86 cm a 17.86 cm VD
phi Mnd+ 154.11 t m phi Mni+ = 154.11 t m VL
Mnd+ = 171.23 t m^ Mni+ = 171.23 t m^ VSX
VSY
MUERTA -20 0
VIVA -5 0
LONGITUD DE DESARROLLO
Para vigas que de portic (duales tipo 1 y mu
Cortado de varill VIGA SOBRE VIGA
Ln 9.55 m L/3 3.18 V'u = 14 t
phi c 0.85 L/4^ 2.39^ b' = 30 cm
P.E. t/m3 L/6^ 1.59^ hs1 = 70 cm
Vud = 63 t L/7 1.36 Z1 = 90 cm Ah1 = 2.7 cm 33.7 t N° estr. 3/8" - 1^4 34.4 t N° estr. 1/2" - 1^3 10 d/4 25 d/2 30 V'u = 20 t 22 44.75 b' = 30 0.92 2.02 2.29 4.10 2.75 hs2 = 50 cm Z2 = 110 cm Ah2 = 2.8 cm N° estr. 3/8" - 2 4 N° estr. 1/2" - 2 3 3.0366492 V1 64.3 t 0.6282723 V2 70. METRADO DE CARGAS 1 m P.P. VIGA 0 t/m 0.12 m P.P. LOSA 0.00 t/m 0.12 t/m2 PCM 0.12 t/m 0.15 t/m2 Mui MuC Mud 0.120 t/m 1.4D+1.7L -36.5 -19.1 0 0.169 t/m 1.25D+1.25L+SX 42.75 4.75 19 1.25D+1.25L-SX -105.25 -37.25 - 5.30 1.25D+1.25L+SY 32.75 5.75 16 1 1.25D+1.25L-SY -95.25 -38.25 - 59.7 0.9D+SX 56 12 19 14.4 0.9D-SX -92 -30 - 0.9D+SY 46 13 16 11.91 0.9D-SY -82 -31 - 2.17 ENVOLVENTE MIN -105.25 -38.25 - ENVOLVENTE MAX 56.00 13.00 19.
CORTANTE MAXIMO QUE TOMA EL ACERO EN CO SX 74 21 19 f*c 280 b 500 d 910 SY 64 22 16 PHI Vs max 1337789.
Cuando Vc = Para vigas que de porticos que soportan sismo (duales tipo 1 y muros estructurales
barras superiores barras inferiores
- Vs 21.
- 28.66521 3/8" 22.
- 38.22028 1/2" 29.
- 47.77535 5/8" 36.
- 57.33042 3/4" 44.
- 95.5507 1" 73.
- 28.66521 3/8" 22.
- 38.22028 1/2" 29.
- 47.77535 5/8" 36.
- 57.33042 3/4" 44.
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