Dise±o de Zapata

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Hoja1Portico principal 1

PREDIMENSIONAMIENTO DE LA ZAPATA COMBINADACapacidad portante del suelo : = 0.85 kg/cm32.76 tn71.61 tn32.38 tnZa c1 :Long: 11.95 m

Areas :32.76tn=3.854m8.5tn/m71.61tn=8.425m8.5tn/m32.38tn=3.809m8.5tn/m3.854 + 8.425 +3.809=1.35m11.95

Area de la zapata combinada :A = 11.95 m x 1.35 mDISEO DE LA ZAPATA COMBINADACarga facturada :Z1(Tn)Z2 (Tn)Z3 (Tn)total (Tn)1.4D+L46.98103.0746.42196.471.25(D+L) +S32.489.1948.58170.171.25(D+L) -S49.5189.8332.27171.61Put =196.47 tnWu =Pu = 196.47 =12.179tn/m =Az11.95 x 1.35 = 1.218 kg/cm

Ecuacion 1Vu=Put -Wu(d+25)(1195) = 196470 - 1.218(d+25)(1195). (1)0.750.75Ecuacion 2Vc = 1.06 210 *(2*1195)d ..(2)Igualando 1 y 2 196470 - 1.218(d+25)(1195) = 1.06 210 *(2*1195)d0.75 d =5.52 cm Altura de la zapata :hz=5.52 +7.5 + 1.27/2 =13.66cm Usar : h min =30cm IMAGEN

w =12.179tn/m x 11.95mw =145.539tn/m Mu =w * Lu =145.539x 0 .55 m =22.013tn-m22calculo de "d" real :d = 30 -7.5 - 1.27/ 2 =21.87Calculo de area de Acero :*bd fy(1-0.59 fy/f`c ) = Mu/

Momento ltimo Mu =22.0127813125Coeficiente por flexin =0.90Materiales:Ancho seccin b =1195Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =22Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0010Cuanta mnima = 14/Fy =0.0033} El mayorCuanta mnima = 0.8*F'c^0.5/Fy =0.0028Cuanta balanceada = *0.85*F'c/Fy*(6000/(6000+Fy)Cuanta mxima = 0.5* balanc.=0.0106

Area de acero As =86.24 ===>43.56 de 5/8"N DE VARILLAS

ESPACIAMIENTO :

11.95 -7.5 (2)- 1.5927.0543.56

USAR : 5/8 @ .27

viga de cimentacion

136.75tn =8.5tn/m11.95 X 1.35m=0.85kg/cm

Predimensionamiento:

5.575=1.285m semejante1.30m40.85 kg/cm

5.575=1.54m semejante1.55m41.218 kg/cm

5.575=2.004m semejante2.05m41.218+0.85kg/cm

Se usara:h=1.30m

bw

h

b

0.30 bw/2 =0.25/2ok

b 4bw =4*0.25no cumple

b 1.00 =1.00no cumple

calculo del nuevo "b"

Promedio: b =1.35+ 1= 1.1752

PRESION DEL TERRENO

q = Wu * b

q =14.310Tn/m2

MOMENTO CAUSADO POR LA PRESION

SE LE CONSIDERA

H = 0.75 m

ACERO SUPERIOR

Momento ltimo Mu =21.7Coeficiente por flexin =0.90Materiales:Ancho seccin b =118Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0011

As = P * b * d

As =8.76cm2

USAR : 2 1"

ACERO INFERIOR

Momento ltimo Mu =38.13Coeficiente por flexin =0.90Materiales:Ancho seccin b =118Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0019

As = P * b * d

As =15.27cm2

N DE BARRAS: 15.2712.02varillas1.27

ESPACIAMIENTO:

Es = 117.5-7.5(2)-1.27= 8.42cm12.02

USAR : 1/2 @ 8 cm

ACERO SUPERIOR

Momento ltimo Mu =21.64Coeficiente por flexin =0.90Materiales:Ancho seccin b =118Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0011

As = P * b * d

As =8.76cm2

USAR : 2 1"

Portico 2

PREDIMENSIONAMIENTO DE LA ZAPATA COMBINADACapacidad portante del suelo : = 0.85 kg/cm34.24 tn73.67 tn39.48 tnZa c1 :Long: 11.95 m

Areas :34.24tn=4.028m8.5tn/m73.67tn=8.667m8.5tn/m39.48tn=4.645m8.5tn/m4.028 + 8.667 +4.645=1.45m11.95

Area de la zapata combinada :A = 11.95 m x 1.45 mDISEO DE LA ZAPATA COMBINADACarga facturada :Z1(Tn)Z2 (Tn)Z3 (Tn)total (Tn)1.4D+L49.11106.4556.86212.421.25(D+L) +S35.9391.5755.84183.341.25(D+L) -S49.6692.6142.85185.12Put =212.42 tnWu =Pu = 212.42 =12.259tn/m =Az11.95 x 1.451.2259kg/cm

Ecuacion 1Vu=Put -Wu(d+25)(1195) = 212420 - 1.2259(d+25)(1195). (1)0.750.75Ecuacion 2Vc = 1.06 210 *(2*1195)d ..(2)Igualando 1 y 2 212420 - 1.2259(d+25)(1195) = 1.06 210 *(2*1195)d0.75 d =6.062 cm Altura de la zapata :hz=6.062 +7.5 + 1.27/2 =14.20cm Usar : h min =30cm IMAGEN

w =12.259tn/m x 11.95mw =146.497tn/m Mu =w * Lu =146.497x 0 .60 m =26.369tn-m22calculo de "d" real :d = 30 -7.5 - 1.27/ 2 =21.87cmCalculo de area de Acero :*bd fy(1-0.59 fy/f`c ) = Mu/Momento ltimo Mu =26.369Coeficiente por flexin =0.90Materiales:Ancho seccin b =1195Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =22Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0012Cuanta mnima = 14/Fy =0.0033} El mayorCuanta mnima = 0.8*F'c^0.5/Fy =0.0028Cuanta balanceada = *0.85*F'c/Fy*(6000/(6000+Fy)Cuanta mxima = 0.5* balanc.=0.0106

Area de acero As =86.24 ===>43.56 de 5/8"N DE VARILLAS

ESPACIAMIENTO :

11.95 -7.5 (2)- 1.5927.0543.56

USAR : 5/8 @ .27

viga de cimentacion Predimensionamiento:

147.39tn =8.5tn/m11.95 X 1.45m=0.85kg/cm

Predimensionamiento:

5.575=1.285m semejante1.30m40.85 kg/cm

5.575=1.54m semejante1.55 m41.2259 kg/cm

5.575=2.008m semejante2.05 m41.2259+0.85kg/cm

Se usara:h=1.30m

bw

h

b

0.30 bw/2 =0.25/2ok

b 4bw =4*0.25no cumple

b 1.00 =1.00se usara

Promedio: b =1.45+ 1= 1.2252

PRESION DEL TERRENO

q = Wu * b

q =15.017Tn/m2

MOMENTO CAUSADO POR LA PRESION

SE CONSIDERA :H = 0.75 m

ACERO SUPERIOR

Momento ltimo Mu =23.27Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0011

As = P * b * d

As =9.13cm2

USAR : 2 1"

ACERO INFERIOR

Momento ltimo Mu =40.87Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0019

As = P * b * d

As =15.92cm2

N DE BARRAS: 15.9212.54varillas1.27

ESPACIAMIENTO:

Es = 122.5-7.5(2)-1.27= 8.47cm12.54

USAR : 1/2 @ 8 cm

ACERO SUPERIOR

Momento ltimo Mu =23.19Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0011

As = P * b * d

As =8.76cm2

USAR : 2 1"Portico 3

PREDIMENSIONAMIENTO DE LA ZAPATA COMBINADACapacidad portante del suelo : = 0.85 kg/cm37.33 tn81.34 tn41.5 tnZa c1 :Long: 11.95 m

Areas :37.33tn=4.392m8.5tn/m81.34tn=9.569m8.5tn/m41.5tn=4.882m8.5tn/m4.392 + 9.569 +4.882=1.577m11.95

Area de la zapata combinada :A = 11.95 m x 1.577 mDISEO DE LA ZAPATA COMBINADACarga facturada :Z1(Tn)Z2 (Tn)Z3 (Tn)total (Tn)1.4D+L53.63117.8159.83231.271.25(D+L) +S38.96102.1660.01201.131.25(D+L) -S54.36101.1943.75199.3Put =231.27 tnWu =Pu = 231.27 =12.273tn/m =Az11.95 x 1.5771.2273kg/cm

Ecuacion 1Vu=Put -Wu(d+25)(1195) = 231270 - 1.2273(d+25)(1195). (1)0.750.75Ecuacion 2Vc = 1.06 210 *(2*1195)d ..(2)Igualando 1 y 2 231270 - 1.2273(d+25)(1195) = 1.06 210 *(2*1195)d0.75 d =6.71cm Altura de la zapata :hz=6.71 +7.5 + 1.27/2 =14.85cm Usar : h min =30cm

w =12.273tn/m x 11.95mw =146.664tn/m Mu =w * Lu =146.664x 0 .66 m =31.944tn-m22calculo de "d" real :d = 30 -7.5 - 1.27/ 2 =21.87cmCalculo de area de Acero :*bd fy(1-0.59 fy/f`c ) = Mu/Momento ltimo Mu =31.944Coeficiente por flexin =0.90Materiales:Ancho seccin b =1195Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =22Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0015Cuanta mnima = 14/Fy =0.0033} El mayorCuanta mnima = 0.8*F'c^0.5/Fy =0.0028Cuanta balanceada = *0.85*F'c/Fy*(6000/(6000+Fy)Cuanta mxima = 0.5* balanc.=0.0106

Area de acero As =86.24 ===>43.56 de 5/8"N DE VARILLAS

ESPACIAMIENTO :

11.95 -7.5 (2)- 1.5927.0543.56

USAR : 5/8 @ .27

viga de cimentacion Predimensionamiento:

160.17tn =8.5tn/m11.95 X 1.577m=0.85kg/cm

Predimensionamiento:

5.575=1.285m semejante1.30m40.85 kg/cm

5.575=1.54m semejante1.55 m41.2273 kg/cm

5.575=2.009m semejante2.05 m41.2273+0.85kg/cm

Se usara:h=1.30m

bw

h

b

0.30 bw/2 =0.25/2ok

b 4bw =4*0.25no cumple

b 1.00 =1.00se usara

Promedio: b =1.45+ 1= 1.2252

PRESION DEL TERRENO

q = Wu * b

q =0.000Tn/m2

MOMENTO CAUSADO POR LA PRESION

SE CONSIDERA :H = 0.75 m

ACERO SUPERIOR

Momento ltimo Mu =21.59Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0010

As = P * b * d

As =8.30cm2

USAR : 2 1"

ACERO INFERIOR

Momento ltimo Mu =37.93Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cm

Cuanta de acero =0.0018

As = P * b * d

As =15.08cm2

N DE BARRAS: 15.0811.87varillas1.27

ESPACIAMIENTO:

Es = 122.5-7.5(2)-1.27= 8.95cm11.87

USAR : 1/2 @ 9 cm

ACERO SUPERIOR

Momento ltimo Mu =21.52Coeficiente por flexin =0.90Materiales:Ancho seccin b =122Fluencia del acero Fy =4,200. Kg/cmPeralte seccin d =68Resistencia concreto F'c =210. Kg/cmm

Cuanta de acero =0.0010

As = P * b * dm

As =7.96cm2