DATOS:

tw =

0.25 m

Lw= 3.5 m

Acero de refuerzo: Fy= 4200 kg/cm2

En miembros de borde: 4 f 5/8"

Muro de corte: ( 30 u ) f3/8" @ .20m

Concreto: f'c= 210 kg/cm2

Datos Complementarios:

As= 37.14 cm2

Es = 2,100,000 kg/cm2 Po = 0.00 kg

DESARROLLO:

Al observar la figura del problema planteado, como altenativa de solución

se plantea la simplificación de la geometría del muro de corte sin miembros

de borde (cabezales) y por ende es válido representar los diagramas de

de deformaciones, esfuerzos de concreto y acero según la teoría de

Cárdenas y Magura.-

Comportamiento

Bloque rectangular ACI

Whitney b1= 0.85

Eslatoplasto

Equilibrio de Fuerzas

Po = Cc + Cs - Ts

Cc = 0.85 * f'c * b1 * c * tw

Cs = rs * tw (c - bc) fy

Ts = rs * tw * [Lw - (c + bc)] fy

rs = As / (tw * Lw) = 4.24E-03

Area: 30f3/8" + 8f5/8" =

DIAGRAMA MOMENTO CURVATURA - MURO DE CORTE

As

tw

Lw

Po

M

DIAGRAMA DE DEFORMACIONES

c

ESFUERZO EN CONCRETO

Cc

0.85 f'c

c - B c

Cc

a =B1 c

ESFUERZO EN ACERO

Cs

Ts

fy

fy

Cy

Cy

B c Bc

Lw - (c + B c)

Simplificando términos del equilibrio de fuerzas se obtiene la profundidad del eje neutro:

w + a

2w+0.85 b1

Donde:

w = rs * fy / f'c y a = Po = 0.00 [1/cm2]

w = 0.08489 Lw * tw * f'c

Remplazando Valores Obtenidos:

ec bc Lw-(c+bc) c-bc Cc Cs M fx10^-40 00.0020 33.30 cm 283.40 cm 0.00 cm 126,311.06 kg 0.00 kg 24,185.41 kg-m 0.60 [1/cm]

0.0030 22.20 cm 294.50 cm 11.10 cm 126,311.06 kg 4,947.05 kg 33,940.99 kg-m 0.90 [1/cm]

0.0040 16.65 cm 300.05 cm 16.65 cm 126,311.06 kg 7,420.57 kg 38,406.94 kg-m 1.20 [1/cm]

0.0050 13.32 cm 303.38 cm 19.98 cm 126,311.06 kg 8,904.69 kg 40,954.72 kg-m 1.50 [1/cm]

0.0060 11.10 cm 305.60 cm 22.20 cm 126,311.06 kg 9,894.10 kg 42,598.32 kg-m 1.80 [1/cm]

0.0070 9.51 cm 307.19 cm 23.79 cm 126,311.06 kg 10,600.82 kg 43,745.43 kg-m 2.10 [1/cm]

0.0080 8.33 cm 308.38 cm 24.98 cm 126,311.06 kg 11,130.86 kg 44,591.06 kg-m 2.40 [1/cm]

0.0090 7.40 cm 309.30 cm 25.90 cm 126,311.06 kg 11,543.11 kg 45,240.05 kg-m 2.70 [1/cm]

0.0100 6.66 cm 310.04 cm 26.64 cm 126,311.06 kg 11,872.92 kg 45,753.75 kg-m 3.00 [1/cm]

0.0150 4.44 cm 312.26 cm 28.86 cm 126,311.06 kg 12,862.32 kg 47,265.57 kg-m 4.50 [1/cm]

0.0200 3.33 cm 313.37 cm 29.97 cm 126,311.06 kg 13,357.03 kg 48,005.00 kg-m 6.01 [1/cm]

0.0250 2.66 cm 314.04 cm 30.64 cm 126,311.06 kg 13,653.85 kg 48,443.39 kg-m 7.51 [1/cm]

0.0300 2.22 cm 314.48 cm 31.08 cm 126,311.06 kg 13,851.73 kg 48,733.45 kg-m 9.01 [1/cm]

0.0350 1.90 cm 314.80 cm 31.40 cm 126,311.06 kg 13,993.08 kg 48,939.57 kg-m 10.51 [1/cm]

0.0400 1.67 cm 315.04 cm 31.64 cm 126,311.06 kg 14,099.09 kg 49,093.56 kg-m 12.01 [1/cm]

0.0450 1.48 cm 315.22 cm 31.82 cm 126,311.06 kg 14,181.54 kg 49,212.99 kg-m 13.51 [1/cm]

0.0500 1.33 cm 315.37 cm 31.97 cm 126,311.06 kg 14,247.50 kg 49,308.31 kg-m 15.02 [1/cm]

0.0550 1.21 cm 315.49 cm 32.09 cm 126,311.06 kg 14,301.47 kg 49,386.15 kg-m 16.52 [1/cm]

0.0600 1.11 cm 315.59 cm 32.19 cm 126,311.06 kg 14,346.44 kg 49,450.92 kg-m 18.02 [1/cm]

0.0650 1.02 cm 315.68 cm 32.28 cm 126,311.06 kg 14,384.49 kg 49,505.66 kg-m 19.52 [1/cm]

0.0700 0.95 cm 315.75 cm 32.35 cm 126,311.06 kg 14,417.11 kg 49,552.52 kg-m 21.02 [1/cm]

0.0750 0.89 cm 315.81 cm 32.41 cm 126,311.06 kg 14,445.38 kg 49,593.10 kg-m 22.52 [1/cm]

0.0800 0.83 cm 315.87 cm 32.47 cm 126,311.06 kg 14,470.12 kg 49,628.58 kg-m 24.02 [1/cm]

* Lw =c = 33.3 cm

0

10,000

20,000

30,000

40,000

50,000

60,000

0 5 10 15 20 25

Mo

me

nto

[kg

-m]

Curvatura f x10^-4 [1/cm]

DIAGRAMA MOMENTO - CURVATURA