GOBIERNO REGIONAL AYACUCHO

C. J. LOZANO G.

DISEÑO DE ZAPATA AISLADA EXCENTRICA CON CARGA CENTRADA

ZAPATA Z-1

DATOS: MUZapata PU

f ' c = 210 kg/cm²Columna s/c = 400.00 kg/m²

f ' c = 210 kg/cm²

h t1 =b = 22 cm 30.00 cmt = 85 cm

Acero DATOS DEL SAP2000 Df = 1.20 m

h t2 =f y = 4200 kg/cm² Pm Pv Ps 40.00 cmSuelo 4.5 0.9 5.4

Df = 1.2 m Mm Mv Mshc = 50.00 cm1200 kg/m³ 0.5 0.14 0.64

1200 kg/m³ Tqa = 1.50 kg/cm²

Otros DATOS DEL ETABS 9.5S/C = 400 kg/m²

Ps = 40210.00 Tn

SPu= 40.21 TnMs = 70000.00 Tn - mMu= 0.70 Tn - m

T

847.49 230 15411.- DIMENSIONAMIENTO DE LA ZAPATA ( Az = S*T )

Øb ( 1/2" ) = 1.27 cm f 'c^.5 ld = 29.45 cm

Tomar ld = 29.45 cm Longitud de desarrollo en compresión

r.e = 7.00 cmhc = ld + r.e + Øb hc = 37.72 cmht = Df - hc Tomar hc = 50.00 cm

ht = 70.00 cm

qm = 1.26 kg/cm²

A'z = 31912.7 cm² qm T ' = 210.14 cm

S ' = 147.14 cm2 e = 1.74 cm

2 S = 150.62 cmTomar S = 150.00 cm

PsS = S' + 2*e Lvb = 64 cm Lvt y Lvb deben

Dimens. Lvt = 82.5 cm ser iguales (Lvb=Lvt)2 Reales T = 213.00 cm

T = 2*m + t Tomar T = 250.00 cm

USAR S x T = 150 x 250 cm²

t1

t2

t1 =t2 =

Cálculo del peralte de la zapata (hc )

ld = 0.08 * Øb * Fy

Cálculo de la presión neta del suelo ( qm )

qm = qa - t1*h t1 - t2*h t2 - c*hc - s/c

Cálculo del área de la zapata ( Az )

A'z = Ps

T ' = Az .̂5 + ( t - b )

S ' = Az^.5 - ( t - b )

e = Ms

Lvb =Lvt = S - b

b

tt

GOBIERNO REGIONAL AYACUCHO

C. J. LOZANO G.

e < T / 6 = qm OK !

S*T T

T / 6 = 41.67 cm > e = 1.74 cm

q 1 = 1.12 kg/cm² = qm = 1.26 kg/cm² OK !!q 2 = 1.03 kg/cm² = qm = 1.26 kg/cm² OK !!

2.- DETERMINACIÓN DE LA REACCIÓN AMPLIFICADA ( qmu )

e = 1.74 cm Pu T / 6 = 41.67 cm > e = 1.74 cmT / 6

q 1u = 1.12 kg/cm² qmu se toma el mayor valore < T / 6 q 2u = 0.1 kg/cm²

S*T T Tomar qmu = 1.12 kg/cm²

3.- VERIFICACION POR CORTE ( Ø = 0.85 )Por Flexión: d

Lv = ( T - t ) / 2 Lv = 64.00 cmVu = qmu * S * ( Lv - d ) r.e = 7.00 cmVc = 0.53 * f 'c^.5 * S * d Øb ( 5/8") = 1.6 cmVu = Øvc OK ! d = 41.40 cm qmu

Vu = 3796.8 kgr.e = 7.5 c.m LvØb Vc = 47695.47 kgd = hc - r.e - Øb Øvc = 40541.15 kg = Vu = 3796.8 kg OK !!

Por Punzonamiento:

Vu = Pu - qmu * m * n

lado menor columna ( b )

m = t + dn = t + bbo = 2*m + 2*nVu = Øvc OK !

Verificación de las presiones ( q 1,2 )

q 1, 2 = Ps * 1 ± 6*e

e = Mu

q 1u, 2u = Pu * 1 ± 6*e

Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.10 * f 'c^.5 * bo * dc

c = lado mayor columna ( t )

d/2

d/2

m = t+d

n =

b+

d

t

b

T

S

GOBIERNO REGIONAL AYACUCHO

C. J. LOZANO G.

PU

-

n

qm =

m - = Kg

m = 126.40 cmn = 63.40 cm

Vu = 31234.59 kg

3.86bo = 379.6 cm

Vc = 1.04 * f 'c^.5 * bo * d = 186745.46 kgØvc = 158733.64 kg = Vu = 31234.59 kg OK !!

4.- CALCULO DEL REFUERZO LONGITUDINAL ( Ø = 0.90 )Dirección S:

Lv = 64.00 cmMu = 344064 kg - cm

2As = Mu / ( Ø * fy * ( d - a/2 ))a = As * fy / ( 0.85 * f 'c * S )

qmu

As mín = 0.0018 * S * d LvAs > As mín OK !!

Mu = 344064 kg - cmAøb S = 150.00 cm

d = 41.40 cm Aøb a = 8.2800

As = 2.44 cm²a = 0.3827 cm

n -1USAR As mín = 11.18 cm²

As req = 11.18 cm²

As > As mín As req = As mín !!Aøb ( 1/2" ) = 1.29 cm²

Øb ( 1/2" ) = 1.27 cmr.e = 7.00 cm

# Varilla ( n ) = 8.67 Varillas# Varilla ( n ) = 8 Varillas

Espaciam. = 19.25 cm

USAR 8 Ø 1/2" @ 20 cm

kg/m²

c =

Lv = ( T - t ) / 2Mu = qmu * S * Lv²

# Varilla ( n ) = Ascm (primera aprox.)

Espaciam = S - 2*r.e - Øb

GOBIERNO REGIONAL AYACUCHO

C. J. LOZANO G.

Dirección T:

As trv. = 17.2 cm² S USAR As trv. = 17.2 cm²

As mín = 0.0018 * S * d As mín = 11.18 cm²As > As mín OK !!

As trv > As mín OK !!Aøb

Aøb ( 1/2" ) = 1.29 cm² Aøb Øb ( 1/2" ) = 1.27 cm

r.e = 7.00 cm

n -1 # Varilla ( n ) = 13.33 Varillas# Varilla ( n ) = 12 Varillas

Espaciam. = 21.34 cm

USAR 12 Ø 1/2" @ 20 cm

= 1.00< Lv1 = 1.00

= 0.80 Øb = 1.00

C = 8.50Lv1 = Lv - r.e Kr = 0.00

Øb (1/2") = 1.27r.e = 7.00 cm

ld = 12.43 cm Longitud de desarrollo en tracción

ld = 12.43 cm < Lv1 = 57.00 cm OK !!

As tranv = As * T

# Varilla ( n ) = As

Espaciam = S - 2*r.e - Øb

ld = Øb * fy * 3.54 * f 'c^.5 * C + Kr