diseño de zapata aislada final

ZAPATA AISLADADATOS:ESTUDIO MECANICA DE SUELOS

CAPACIDAD PORTANTE : PROFUNDIDAD DE DESPLANTEPESO ESPECFICO DEL MATERIAL PROMEDIOSOBRECARGAf'C (kg/cm2)fY (kg/cm2)

ZAPATA AISLADA B2 B6T1 = 0.25T2 = 0.40PD = 41 TNPL = 18 TNPESO SERVICIO = 59 TNS/C=250 Kg/m2

Df=1.70mMat.Prom=2.2 tn/m3

CALCULO DE LA CAPACIDAD PORTANTE NETAn = 18-2.2x1.7-0.25 = 13.84 TN/M2

DIMENSIONAMIENTO EN PLANTA DE LA ZAPATA

Az = Pserv/n = 59 /13.84 = 4.27

Considerando seccin cuadrada

l = l= 2.10Transformacin a seccin rectangularB = l ( ) = 2.10 ( ) = 2.05

T = l+( ) = 2.10 +( ) = 2.20Esfuerzo debajo de la zapatatn/m2

13.08 < 13.84 OKDIMENSIONAMIENTO DE ALTURA DE LA ZAPATAPermetro de falla

B = 2,05 md/2Pu +

d/2

T = 2.20 m

d/2d/2

T = 0.40 m

WNU esfuerzo ltimo45

45

Pu = 1.4x41 + 1.7x18 = 88 TNWnu = = = 19.51 TN/m2BC = T2/T1 = 0.40/0.25 = 1.60Vc = 1.22 1.22 > 1.1 por tanto Vc = 1.10 Vu = 88-19.51x(0.25+d)x(0.40+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.40+d))dx10Resolviendod = 11 cmAltura de la zapata Hz = 11+10 = 21 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Peralte efectivod= 60-(7.5+ )=51.50 cmcortante ultimo actuante

Vud = Wnu (lv-d) x B = 19.51 (0.89-0.515) x2.05 = 15.38

cortante del concreto en la zapata

Vc = 0.85x0.53xx2.05x0.515x10 = 68.98

DISEO POR FLEXIONLv = = 0.89

Lv = = 0.89

T = 0.40 m

T = 2.20 m

Momento actuante en la zapata

Mu = Wnu x B x ( ) = 19.51 x 2.05 x ( ) = 16.20

Cuanta mecnica

w = 0.016

Cuanta de diseo

w x = 0.016 x = 0.0008

rea del acero

As = 0.0008x205x51.55= 8.39

rea acero mnimo

A min = 0.0018xBXh = 0.0018x205x60 = 22.14

Entonces Adiseo = 22.14 cm2

DISTRIBUCION DEL ACERO

Direccin B:

N barras = = 22.14/2 = 11

S req. = = = 17Usaremos 11 @ 17 cmDireccin transversal:

12 8 @ 17 cm

B = 2.05 m

11 8 @ 17 cm

T = 2.20 m

As =Asd = 22.14 x = 23.76

N barras = = 23.76/2 = 12

S req. = = = 17Usaremos 12 @ 17 cmVERIFICACIONES

POR APLASTAMIENTO DEL CONCRETO EN LA COLUMNA

SIENDO: Pu = 88 TNpn = 0.7x0.85xfcx10xAc = 0.7x0.85x210x10x0.25x0.40 = 125 TN

Pu = 88 TN < pn 125 TN OK

POR APLASTAMIENTO DEL CONCRETO EN LA ZAPATA

SIENDO: Pu = 88 TN

Lo= Tzapx = 2.25 x = 1.38Az = Lo x T = 1.38x2.25 = 2.99

A1 = Acol = 0.25x0.40 = 0.10

Entonces:pn = 0.7x0.85xfcx10x0.2 = 0.7x0.85x210x10x (2x0.25x0.40) = 249.9 TNPu = 88 TN < pn 249.9 TN OK

ZAPATA AISLADA D2 D6T1 = 0.25T2 = 0.40PD = 38 TNPL = 16 TNPESO SERVICIO = 54 TNS/C=250 Kg/m2




Az = Pserv/n = 54 /13.84 = 3.91


l = l= 2.00Transformacin a seccin rectangularB = l ( ) = 2.00 ( ) = 1.95

T = l+ ( ) = 2.00 + ( ) = 2.10Esfuerzo debajo de la zapatatn/m2

13.19 < 13.84 OK

DIMENSIONAMIENTO DE ALTURA DE LA ZAPATAPermetro de falla

B = 2,05 md/2Pu +

d/2

T = 2.20 m

d/2d/2

T = 0.40 m


45

Pu = 1.4x38 + 1.7x16 = 80.4 TNWnu = = = 19.63BC = T2/T1 = 0.40/0.25 = 1.60Vc = 1.22 1.22 > 1.1 por tanto Vc = 1.10 Vu = 88-19.51x(0.25+d)x(0.40+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.40+d))dx10Resolviendod = 10 cmAltura de la zapata Hz = 10+10 = 20 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.85

Peralte efectivod= 60-(7.5+ )=51.50 cmCortante ultimo actuante

Vud = Wnu (lv-d) x B = 19.63 (0.85-0.515)x1.95 = 12.81 Tn

Cortante del concreto en la zapata

Vc = 0.85x0.53xx1.95x0.515x10 = 65.62Tn

DISEO POR FLEXION


Mu = Wnu x B x ( ) = 19.63 x 1.95 x ( ) = 13.83 Tn

Cuanta mecnica

w = 0.014

Cuanta de diseo

w x = 0.014 x = 0.0007

rea del acero

As = 0.0007x195x51.55= 7.16

rea acero mnimo

A min = 0.0018xBXh = 0.0018x195x60 = 21.06



Direccin B:

N barras = = 21.06/2 = 11

S req. = = = 17Usaremos 11 @ 17 cmDireccin transversal:

As =Asd = 21.06 x = 22.68

N barras = = 22.68/2 = 11

S req. = = = 18Usaremos 11 @ 18 cmVERIFICACIONES


SIENDO : Pu = 88 TNpn = 0.7x0.85xfcx10xAc = 0.7x0.85x210x10x0.25x0.40 = 125 TN

Pu = 88 TN < pn 125 TN OKPOR APLASTAMIENTO DEL CONCRETO EN LA ZAPATA

SIENDO : Pu = 80.4 TN


A1 = Acol = 0.25x0.40 = 0.10

Entonces:pn = 0.7x0.85xfcx10x0.2 = 0.7x0.85x210x10x(2x0.25x0.40) = 249.9 TNPu = 80.4 TN < pn 249.9 TN OK

ZAPATA AISLADA F1T1 = 0.25T2 = 0.25PD = 11 TNPL = 5 TNPESO SERVICIO = 16TNS/C=250 Kg/m2




Az = Pserv/n = 16 /13.96 = 1.15 M2


l = l= 1.07 1.1Transformacin a seccin rectangularB = 1.1 + 0.25 =1.30

T = 1.1 + 0.25 =1.30Esfuerzo debajo de la zapatatn/m2

9.47 < 13.96 OK


B = 2,05 md/2Pu +

d/2

T = 2.20 m

d/2d/2

T = 0.40 m


45

Pu = 1.4x11 + 1.7x5 = 23.9 TNWnu = = = 14.14BC = T2/T1 = 0.25/0.25 = 1.00Vc = 1.62 1.62 > 1.1 por tanto Vc = 1.10 Vu = 23.9-14.14x(0.25+d)x(0.25+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.25+d))dx10Resolviendod = 0.11 cmAltura de la zapata Hz = 0.11+10 = 0.21 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.53


Vud = Wnu (lv-d) x B = 14.14( 0.53-0.515)x1.3 = 0.18 Tn


Vc = 0.85x0.53xx1.30x0.515x10 = 43.75Tn

Vud < Vc OK

DISEO POR FLEXION


Mu = Wnu x B x ( ) = 14.14 x 1.3 x ( ) =2.53 Tn

Cuanta mecnica

w = 0.004

Cuanta de diseo

w x = 0.004 x = 0.0002

rea del acero

As = 0.0002x130x51.55= 1.30

rea acero mnimo

A min = 0.0018xBXh = 0.0018x130x60 = 14.04



Direccin B:

N barras = = 14.04/2 = 7

S req. = = = 17.3Usaremos 7 @ 17 cmDireccin transversal:

As =Asd = 14.04 x = 14.04

N barras = = 14.04/2 = 7

S req. = = = 17.3Usaremos 7 @ 17 cmVERIFICACIONES


SIENDO : Pu = 23.9 TNpn = 0.7x0.85xfcx10xAc = 0.7x0.85x210x10x0.25x0.25 = 78.1 TN

Pu = 23.9 TN < pn 78.1 TN OKPOR APLASTAMIENTO DEL CONCRETO EN LA ZAPATA



A1 = Acol = 0.25x0.25 = 0.0625


ZAPATA AISLADA F3T1 = 0.25T2 = 0.25PD = 19 TNPL = 9 TNPESO SERVICIO =28 TNS/C=250 Kg/m2


CALCULO DE LA CAPACIDAD PORTANTE NETAn = 18-2.2x1.7-0.3= 13.96 TN/M2


Az = Pserv/n = 28 /13.96 = 2.01 M2


l = l= 1.42 I=1.45Transformacin a seccin rectangularB =1.45

T = 1.45 Esfuerzo debajo de la zapatatn/m2

13.32 < 13.96 OK


B = 2,05 md/2Pu +

d/2

T = 2.20 m

d/2d/2

T = 0.40 m


45

Pu = 1.4x19 + 1.7x9= 41.9 TNWnu = = = 18.46BC = T2/T1 = 0.25/0.25 = 1.00Vc = 1.62 1.62 > 1.1 por tanto Vc = 1.10 Vu = 41.9-19.93x(0.25+d)x(0.25+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.25+d))dx10Resolviendod = 0.17 cmAltura de la zapata Hz = 0.17+10 = 0.27 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.60


Vud = Wnu (lv-d) x B = 19.93( 0.6-0.515)x1.45 = 2.44 Tn


Vc = 0.85x0.53xx1.45x0.515x10 = 48.79Tn

DISEO POR FLEXION


Mu = Wnu x B x ( ) = 19.93 x 1.45 x ( ) = 5.20 Tn

Cuanta mecnica

w = 0.007

Cuanta de diseo

w x = 0.007 x = 0.0004

rea del acero

As = 0.0004x145x51.55= 2.68

rea acero mnimo

A min = 0.0018xBXh = 0.0018x145x60 = 15.66



Direccin B:

N barras = = 15.66/2 = 8

S req. = = = 16.8Usaremos 8 @ 17 cmDireccin transversal:

As =Asd = 15.66 x = 15.66

N barras = = 15.66/2 = 8

S req. = = = 16.8Usaremos 8 @ 17 cm

VERIFICACIONES


SIENDO : Pu = 41.9 TNpn = 0.7x0.85xfcx10xAc = 0.7x0.85x210x10x0.25x0.25 = 78.1 TN

Pu = 41.9 TN < pn 78.1 TN OKPOR APLASTAMIENTO DEL CONCRETO EN LA ZAPATA



A1 = Acol = 0.25x0.25 = 0.0625


ZAPATA AISLADA F5T1 = 0.25T2 = 0.25PD = 12 TNPL = 5 TNPESO SERVICIO = 17 TNS/C=250 Kg/m2




Az = Pserv/n = 17 /13.96 = 1.22 M2


l = l= 1.10 I=1.10Transformacin a seccin rectangularB = 1.1 B=1.30

T = 1.1 B=1.30 Esfuerzo debajo de la zapatatn/m2

10.06 < 13.96 OK


B = 2,05 md/2Pu +

d/2

T = 2.20 m

d/2d/2

T = 0.40 m


45

Pu = 1.4x2 + 1.7x5 = 25.3 TNWnu = = = 14.97BC = T2/T1 = 0.25/0.25 = 1.00Vc = 1.62 1.62 > 1.1 por tanto Vc = 1.10 Vu = 25.3-14.97 (0.25+d)x(0.25+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.25+d))dx10Resolviendod = 0.12 cmAltura de la zapata Hz = 0.12+10 = 0.22 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.53


Vud = Wnu (lv-d) x B = 14.97( 0.53-0.515)x1.30 = 0.19 Tn


Vc = 0.85x0.53xx1.30x0.515x10 = 43.75Tn

Vud 1.1 por tanto Vc = 1.10 Vu = 26.7-15.80 (0.25+d)x(0.25+d) = 0.85x1.1 x(2(0.25+d)+2(2(0.25+d))dx10Resolviendod = 0.12 cmAltura de la zapata Hz = 0.12+10 = 0.22 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.53


Vud = Wnu (lv-d) x B = 15.80( 0.53-0.515)x1.30 = 0.20 Tn


Vc = 0.85x0.53xx1.30x0.515x10 = 43.75Tn

Vud 1.1 por tanto Vc = 1.10 Vu = 129-20.64 (0.35+d)x(0.35+d) = 0.85x1.1 x(2(0.35+d)+2(2(0.35+d))dx10Resolviendod = 0.35 cmAltura de la zapata Hz = 0.35+10 = 0.45 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 1.08


Vud = Wnu (lv-d) x B = 20.64( 1.08-0.515)x2.50 = 28.87 Tn


Vc = 0.85x0.53xx2.50x0.515x10 = 84.13Tn

Vud 1.1 por tanto Vc = 1.10 Vu =86.2-19.55 (0.3+d)x(0.3+d) = 0.85x1.1 x(2(0.3+d)+2(2(0.3+d))dx10Resolviendod = 0.26 cmAltura de la zapata Hz = 0.26+10 = 0.36 cmPor recomendacin Hz mnimo = 0.60VERIFICACION DE LA ALTURA DE LA ZAPATA POR CORTE

Pu

Lv = = 0.89

T = 0.40 m

WNU= 19.51 TN/m2

T = 2.20 m

Lv = = 0.90


Vud = Wnu (lv-d) x B = 19.55( 0.90-0.515)x2.10= 15.78 Tn


Vc = 0.85x0.53xx2.10x0.515x10 = 70.67 Tn

Vud

diseño de zapata aislada final

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