Concreto Armado 2 Trabajo

DISEÑO DE ZAPATA CONECTADA EJERCICIO 7

DATOS DE DISEÑO DE VIGA DE CIMENTACION

C1 PD = 12 Tn PL = 95 TnC2 PD = 36 Tn PL = 17 Tn

S/C= 400 Kg/m2 P1 P2fć = 175 Kg/cm2fy = 4200 Kg/cm2 6.20 m NPT = 0.15 m

2.50 Kg/cm2 S/C=400Kg/m2 NPT = 0 m2.4 Tn/m2 5.851.8 Tn/m2 Hf = 2.35 m

Hf = 2.35 m VC Df = 2.2 mDf = 2.2 m

NPT = 0.15 mNTN = 0.00 m

f'c col = 210 Kg/cm2

SOLUCION

T = 2a 0.6 m VC 0.5 m S0.35 m 0.35 m

t1 = 0.35 mt2 = 0.60 m S = a T

d 0.7 0.384846 0.620Dimencionamiento de la Columna

t1 = 0.35 mt2 = 0.50 m

ESFUERZO NETO DEL SUELO

19.67 Tn/m2 2.1 Tn

A. DIMENCIONAMIENTO DE LA ZAPATA EXTERIOR

A zap = 6.53 m2

DONDE a x2a = 6.53 m2S = a = 1.81 m2S = a = 1.80 m T = 2a = 3.60 m

VIGA DE CONECCION

h = L/7 0.89 mh = 1.00 m

b =Ps1/(31 X 6) >= h/2b = 0.56 h =1mb = 0.60 m OK

b =0.6mDIMENCIONAMIENTO DE LA ZAPATA DEFINITIVA

MODELO ESTRUCTURALZAP EXTERIOR

0.175 P1Para la Viga Carga Muerta 6.2 m

W v Wv = 1.44 Tn/m

1 21.80

M1 = 0

Rn = 126.50 Tn0.9

5.48 mA zap = 6.43 m2

S = 1.80 m RnT = Azap / S

T = 3.570 mT = 3.600 m

S x T = 1.8 x 3.6 m2

s t =g c =g s =

sn =st - hf x gprom - S/C gprom = (gs +gc)/2

sn = gprom =

Az =1.20 Ps /sn

Wv =b x h x gc

S M2 = 0

sn =

B. DISEÑO DE LA VIGA DE CIMENTACION 0.175 PU1

Pu1 = 1,4*PD + 1,7*PL 6.2 mPu1 = 178.3 TnPu2 = 79.3 Tn W vu

W vu = 2.16 Tn/m1 2

S M2 = 0 1.80M1 = 0

Rnu = 209.91 Tn W nu 0.9

W nu = 116.62 Tn/m 5.48 m

CALCULO DEL MAXIMO MOMENTO Rnu

V = 0 0.175 PU1 W vu = 116.62Tn/m6.2 m

X = 1.56 m OK

Distancia (x) Mmax x-0.1751 2

Mmax = -107.67 Tn . m 1.80M1 = 0

W nu = 116.62Tn/mDISEÑO POR FLEXION

X ACERO SUPERIOR Mmax =

(-)Mmax 107.67 Tn . m

0.90 (+)As = Mu / (0.90 x d fć)

1.560.14426

0.006 OK0.0033

As = 33.4609 cm2 VIGA DE CIMENAs = 18.3699

10.6598 3/8

d= 92.78 h =1mconfirmar tipo de acero 1 confirmar tipo de acero 1.5

f = 1 5.07 f = 1 1/2 11.40 22.80116408

b =0.6mn = 2.10 n = 2.00

n = 3 varillas n = 2 varillas

ESPACIAMIENTO1" = 2.5 cms = 13.93 cm OK VIGA DE CIMEN

3f =1 2f =1.5ACERO INFERIOR 3/8

As inf = (1/3 o 1/2)As Superior 92.7775As inf = As Min As Superior = 38.00 cm 2 4f =1As inf = (1/2)As Superior b =0.6mAs inf = 12.67 cm 2As Min =

As Min = 18.37 cm 2 P1 P2

Entonces se Trabaja conAs = 18.37 cm 2 5.35 m 3 Ø 1" 5.35 m

2 Ø 1" 2.70m 2 Ø 1"4.28m

confirmar tipo de acero 1

f = 1 5.07n = 3.63n = 4 varillas

4 Ø 3/4"GRAV A

ESTRIBOS 1 @ 0.05, 10 @ 0.125, RESTO 0.30

C DISEÑO POR CORTANTE

V1u= Wnu*(t1+d)-Wvu(t1+d)-P1 V2u= Wnu*S-Wvu*S-P1Wnu = 116.62 Wnu = 116.62 39.03 OKt1= 0.35 S= 1.80 39.03 OKd = 0.92777Wvu = 2.16 Wvu = 2.16Pu1 = 178.3 Pu1 = 178.30V1u = -32.05 V1u = 27.73V1u /0.85= -37.701 V1u /0.85= 32.621

X ≤S

f=

w =r =

rmin =

Numero de Varillas n =As / Af

Af = Af =

rmin x b d


Af =

Vc = 0,53*√f'c *b*d

D DISEÑO DE LA ZAPATA EXTERIOR

Wnu =Rnu/T 58.31MuMax = Wnu*l*l/2 65.60

d1 DIMENSIONAIENTO hz d2 DISEÑO POR CORTE d3 DISEÑO POR FLEXIONr 0.075

Mu<=.9*Mn Vud = Wnu*(lv-d) 55.05 TN MuMax = 65.60MuMax <= .9*fć*d*d*b+w(1-.59w) Vud/0.85 64.76 TN OK 0.08 cm 2

0.40% 70.16 0.0033w = 0.096 As = 32.54 OKMuMax 0.9*fć*d*d*b+w(1-.59w) REFUERZO LONGITUDINAL REF. TRANSVERSAL

65.60 As min= 18.01 As min= 36.02d >= 50.55 cmhz = 59.0 confirmar tipo de acero 3/4 confirmar tipo de acero 5/8hz = 0.65 m 2.85 1.98

d 0.556 m f = 3/4 f = 5/8n = 11.42 varillas n = 18.20 varillasn = 12 m n = 19 m

19 Ø 0.625 @ 0.2 m s = 0.148 cm s = 0.191 cms = 0.15 s = 0.20

usar 12 Ø @ 0.15 m usar 19 Ø @ 0.2 m12 Ø 3/4 @ 0.15 m

19 Ø

5/8

@ 0

.2 m

S = 1.8m

12 Ø 3/4 @ 0.15 m T = 3.6 m

E DISEÑO DE LA ZAPATA INTERIOR

CALCULO DE Rn2(cargas de servicio) ∑FV=0 Wun2 = 25.03 ton/m2

Rn2 = 42.9312 tn WuN2 = 38.86 ton/m

CALCULO DE Rn2 ( cargas magnificadas∑FV=0 lv2 = 0.526270343

Run2 = 60.3277 tn hz min = 0.6

Area de Z = 2.18313 d = 0.5059

L= 1.48

L = 1.5T = 1.55254 mS = 1.40254 m

d1 Verificacion por punzonamiento d2 VERIFICACION POR CORTE d3 DISEÑO POR FLEXIONCorte actuante r 0.075m= 1.12922 Vud = Wnu*(lv-d) 0.79 TNn= 1.0059 Vud/0.85 0.93 TN OK

Vu= 50.87 tn OK 53.20 MuMax = 5.38Corte resistente 0.00848016 cm 2bo = 3.26 0.0004Vc = 231.57 tm As = 2.68 cambiar

As = 14.14REFUERZO LONGITUDINAL REF. TRANSVERSAL

As min= 14.14 As min= 12.77

confirmar tipo de acero 5/8 confirmar tipo de acero 1/21.98 1.27

f = 5/8 f = 1/2n = 7.14 varillas n = 10.08 varillas

11 Ø 0.5 @ 0.12 m n = 8 m n = 11 ms = 0.198 cm s = 0.123 cms = 0.20 s = 0.12

8 Ø 5/8 @ 0.2 m usar 8 Ø @ 0.2 m usar 11 Ø @ 0.12 m

11 Ø

1/2

@ 0

.12

m

S = 1.55m

8 Ø 5/8 @ 0.2 m T = 1.4 m

w =

r = Vc = 0,53*√f'c *b*d r =


Af = Af =

Vc = 0,53*√f'c *b*dw =r =


Af = Af =

DISEÑO DE ZAPATA CONECTADA EJERCICIO 5

DATOS DE DISEÑO DE VIGA DE CIMENTACION



3.50 Kg/cm2 S/C=400Kg/m2 NPT = 0 m2.4 Tn/m2 4.351.6 Tn/m2 Hf = 2 m

Hf = 2 m VC Df = 1.85 mDf = 1.85 m

NPT = 0.15 mNTN = 0.00 m

f'c col = 210 Kg/cm2

SOLUCION

T = 2a 0.4 m VC 0.5 m S0.4 m 0.5 m

t1 = 0.40 mt2 = 0.40 m S = a T

d 0.7 0.384846 0.620Dimencionamiento de la Columna

t1 = 0.50 mt2 = 0.50 m


30.60 Tn/m2 2 Tn

A. DIMENCIONAMIENTO DE LA ZAPATA EXTERIOR

A zap = 2.35 m2

DONDE a x2a = 2.35 m2S = a = 1.08 m2S = a = 1.10 m T = 2a = 2.20 m

VIGA DE CONECCION

h = L/7 0.69 mh = 0.70 m

b =Ps1/(31 X 6) >= h/2b = 0.40 h =0.7mb = 0.40 m OK

b =0.4mDIMENCIONAMIENTO DE LA ZAPATA DEFINITIVA

MODELO ESTRUCTURALZAP EXTERIOR

0.2 P1Para la Viga Carga Muerta 4.8 m

W v Wv = 0.67 Tn/m

1 21.10

M1 = 0

Rn = 66.60 Tn0.55

4.45 mA zap = 2.18 m2

S = 1.10 m RnT = Azap / S

T = 1.980 mT = 2.000 m

S x T = 1.1 x 2 m2

s t =g c =g s =


sn = gprom =

Az =1.20 Ps /sn

Wv =b x h x gc

S M2 = 0

sn =

B. DISEÑO DE LA VIGA DE CIMENTACION 0.2 PU1

Pu1 = 1,4*PD + 1,7*PL 4.8 mPu1 = 87 TnPu2 = 144.5 Tn W vu

W vu = 1.01 Tn/m1 2

S M2 = 0 1.10M1 = 0

Rnu = 96.66 Tn W nu 0.55

W nu = 87.88 Tn/m 4.45 m

CALCULO DEL MAXIMO MOMENTO Rnu

V = 0 0.2 PU1 W vu = 87.88Tn/m4.8 m

X = 1.00 m OK

Distancia (x) Mmax x-0.21 2

Mmax = -26.16 Tn . m 1.10M1 = 0

W nu = 87.88Tn/mDISEÑO POR FLEXION

X ACERO SUPERIOR Mmax =

(-)Mmax 26.16 Tn . m

0.90 (+)As = Mu / (0.90 x d fć)

1.000.06817

0.005 OK0.0033

As = 11.4116 cm2 VIGA DE CIMEN

11.4116 3/8

d= 62.78 h =0.7mconfirmar tipo de acero .75 confirmar tipo de acero 1.5

f = 3/4 2.85 f = 1 1/2 11.40 0

b =0.4mn = 4.00 n = 0.00

n = 4 varillas n = 0 varillas

ESPACIAMIENTO1" = 2.5 cms = 5.16 cm OK VIGA DE CIMEN

4f =.75ACERO INFERIOR 3/8

As inf = (1/3 o 1/2)As Superior 62.7775As inf = As Min As Superior = 11.40 cm 2 5f =5/8As inf = (1/2)As Superior b =0.4mAs inf = 3.80 cm 2As Min =

As Min = 8.29 cm 2 P1 P2

Entonces se Trabaja conAs = 8.29 cm 2 5.35 m 3 Ø 1" 5.35 m

2 Ø 1" 2.70m 2 Ø 1"4.28m

confirmar tipo de acero 5/8

f = 5/8 1.98n = 4.19n = 5 varillas

4 Ø 3/4"GRAV A

ESTRIBOS 1 @ 0.05, 10 @ 0.125, RESTO 0.30

C DISEÑO POR CORTANTE

V1u= Wnu*(t1+d)-Wvu(t1+d)-P1 V2u= Wnu*S-Wvu*S-P1Wnu = 87.88 Wnu = 87.88 22.27 OKt1= 0.4 S= 1.10 22.27 OKd = 0.62777Wvu = 1.008 Wvu = 1.01Pu1 = 87 Pu1 = 87.00V1u = 2.28 V1u = 8.56V1u /0.85= 2.68808 V1u /0.85= 10.070

X ≤S

f=

w =r =

rmin =


Af = Af =

rmin x b d


Af =

Vc = 0,53*√f'c *b*d

D DISEÑO DE LA ZAPATA EXTERIOR

Wnu =Rnu/T 48.33MuMax = Wnu*l*l/2 15.47

d1 DIMENSIONAIENTO hz d2 DISEÑO POR CORTE d3 DISEÑO POR FLEXIONr 0.075

Mu<=.9*Mn Vud = Wnu*(lv-d) 11.80 TN MuMax = 15.47MuMax <= .9*fć*d*d*b+w(1-.59w) Vud/0.85 13.88 TN OK 0.02 cm 2

0.40% 54.23 0.0012w = 0.06 As = 7.25 cambiarMuMax 0.9*fć*d*d*b+w(1-.59w) REFUERZO LONGITUDINAL REF. TRANSVERSAL

15.47 As min= 11.01 As min= 20.01d >= 31.05 cmhz = 39.5 confirmar tipo de acero 5/8 confirmar tipo de acero 5/8hz = 0.65 m 1.98 1.98

d 0.556 m f = 5/8 f = 5/8n = 5.56 varillas n = 10.11 varillasn = 6 m n = 11 m

11 Ø 0.625 @ 0.18 m s = 0.186 cm s = 0.183 cms = 0.18 s = 0.18

usar 6 Ø @ 0.18 m usar 11 Ø @ 0.18 m6 Ø 5/8 @ 0.18 m

11 Ø

5/8

@ 0

.18

m

S = 1.1m

6 Ø 5/8 @ 0.18 m T = 2 m

E DISEÑO DE LA ZAPATA INTERIOR

CALCULO DE Rn2(cargas de servicio) ∑FV=0 Wun2 = 42.97 ton/m2

Rn2 = 96.9285 tn WuN2 = 77.35 ton/m

CALCULO DE Rn2 ( cargas magnificadas∑FV=0 lv2 = 0.65

Run2 = 139.222 tn hz min = 0.6

Area de Z = 3.1676 d = 0.5059

L= 1.78

L = 1.5T = 1.80 mS = 1.80 m

d1 Verificacion por punzonamiento d2 VERIFICACION POR CORTE d3 DISEÑO POR FLEXIONCorte actuante r 0.075m= 1.40295 Vud = Wnu*(lv-d) 11.15 TNn= 1.0059 Vud/0.85 13.11 TN OK

Vu= 83.86 tn OK 67.30 MuMax = 16.34Corte resistente 0.01659481 cm 2bo = 3.81 0.0011Vc = 342.04 tm As = 8.40 cambiar

As = 16.39REFUERZO LONGITUDINAL REF. TRANSVERSAL

As min= 16.39 As min= 16.39

confirmar tipo de acero 5/8 confirmar tipo de acero 5/81.98 1.98

f = 5/8 f = 5/8n = 8.28 varillas n = 8.28 varillas

9 Ø 0.625 @ 0.2 m n = 9 m n = 9 ms = 0.204 cm s = 0.204 cms = 0.20 s = 0.20

9 Ø 5/8 @ 0.2 m usar 9 Ø @ 0.2 m usar 9 Ø @ 0.2 m

9 Ø

5/8

@ 0

.2 m

S = 1.8m

9 Ø 5/8 @ 0.2 m T = 1.8 m

w =

r = Vc = 0,53*√f'c *b*d r =


Af = Af =

Vc = 0,53*√f'c *b*dw =r =


Af = Af =

DISEÑO DE ZAPATA COMBINADA EJERCICIO 5

DATOS DE DISEÑO DE ZAPATA



2.00 Kg/cm2 NPT = 0 m2 Tn/m2 5.132 Tn/m2 Hf = 1.5 m

Hf = 1.5 m Df = 1.35 mDf = 1.35 m

NPT = 0.15 mNTN = 0.00 m X

f'c col = 210 Kg/cm2 L/2 L/2

SOLUCION

1.3 m 0.4 m 0.5 m0.4 m 0.5 m

t1 = 0.40 mt2 = 0.40 m

7.40 m P1 P2

S/C=400Kg/m2

Dimencionamiento de la Columnae = 0

t1 = 0.50 mt2 = 0.50 m


16.60 Tn/m2 2 Tn

AREA DE PLANTA DE LA ZAPATA

P1 60A zap = 9.64 m2 P2 100

1.3 m 0.4 m 0.5 mANCHO DE LA ZAPATA 0.4 m 0.5 mP1+t1/2+P2(t1+ln+t2/2)=RxoCalculo de X´

X= 3.48 m 3.68 7.40 mDel Grafico X + 0.20 = L/2 P1 P2

L= 7.37 m S/C=400Kg/m2USAR L= 7.40 m

A zap =B x LB = 1.30 m e = 0 Hz = 0.9m

USAR B = 1.30 m

A zap = 9.62 m2

REACCION NETA DEL SUELO(Pu según NTP) X

L/2 L/2 Pu1 = 1,5*PD + 1,8*PL Pu2 = 1,5*PD + 1,8*PL

Pu1 = 93 Tn Pu2 = 154.5 Tn Ru

Wnu = (Pu 1+Pu2 )/ A zapWnu = 25.73 Tn / m2

Wnu = 2.57 Tn / Cm2

PERALTE DE LA ZAPATA (Hz)

Hz = 0.11L WnuHz = 0.9 m

s t =g c =g s =

sn =


sn = gprom =

A zap =(Ps1*Ps2) / sn

sn =

DISEÑO EN SENTIDO LONGUITUDINAL

Wnu =(Pu1+Pu2)/LWnu = 33.45 Tn / m2 Pu 1 = 93 Pu 2 = 154.5

S/C=400Kg/m2Cuando V=0 , Mmax

2.78 m e = 0 Hz = 0.9m

EL MOMENTO MAX ES CUANDO 2.78 m

Wnu = 33.45 Tn / m2Mmax -110.68 Tn/m

X RuVERIFICACION POR CORTANTE L/2 L/2

V1 =Wnu x t1/2V1 = 6.69 Tn Mmax

V´1 =V1 - PU1 XO =2.78m (-) DMFV´1 = -86.31 Tn + +V2 = 100.17 TnV´2 = V2 - Pu2 Pu 1 = 93 Pu 2 = 154.5V´2 = -54.33 Tn

V1 =6.69Tn V2 =100.17Tnd =Hz -10 d Y2

d = 0.8 m DFCX1 = 1 m Y1 dX2 = 1.05 m 0.4 m V´2 =54.33Tn

Vu1 = Y1 = -52.86 Tn V´1 =86.31Tn 0.4 mVu2 = Y2 = 65.05 Tn 5.775 m

CORTANTE ACTUANTE

d/2

0.4

d

/2

Vn = 76.5294 Tn

CORTANTE RESISTENTE

Vc = 0.53 x fć B x C Vc = 92.2334 Tn

Vc > Vn OK m d/2 0.5 d/2

d/2

0.4

d

/2

d/2

0.4

d

/2

VERIFICACION POR PUZONAMIENTO1.3 m m

Calculo Exterior CORTANTE ACTUANTE n

Vu = Pu1 - Wnu x m x n 7.40 mVu = 68.3015 Tn P1 P2

S/C=400Kg/m2Vn = 80.3547 Tn

CORTANTE RESISTENTE e = 0 Hz = 0.9m Bc = Lado Mayor de Col

Lado Menor de Col Bc = 1 OK

Bo =2m + n m = 0.800Bo = 2.8 n = 1.20

XVc = 397.313 Tn L/2 L/2

Vc > Vn OK

Calculo interiorCORTANTE ACTUANTE

Vu = Pu2 - Wnu x m x nVu = 111.02 Tn

Vn = 130.612 Tn

CORTANTE RESISTENTE

Bo =2m + 2nVc = 737.867 Tn Bo = 5.2

Vc > Vn OK

XO =

XO =

fVc = Vu Vn =Vu /f

Vn =Vu /f

sn =

Vc = 1.06 x f¨c BO x d

Vn =Vu /f


DISEÑO POR FLEXION 8 Ø 1 @ 0.17 m 1.38 m

ACERO SUPERIOR

Mmax = 110.68Tn/mLd

Cuantia Mecanica 0.05458

Wnu = 33.45 Tn / m2

0.00364

As = 37.84 cm 2 Mmax = 110.68Tn/m

As min cim =0.0018 b x dAs min 18.72 cm 2 (-) DMF

+ +Entonces en As a tomar es

As = 37.84 cm 2 M = 0.669 M = 44.164453125


f = 1 5.07n = 7.47n = 8 varillas

ESPACIAMIENTO

s = 15.70 cms = 17.00 cmentonces usar 8 Ø 1 @ 0.17 m

ACERO INFERIOR

Mu = Wnu x Lv^2/2Mu = 31.62 Tn x m

As = Mu / (0.90 x d fć)As = 10.46 cm 2

As min cim =0.0018 b x dAs min 18.72 cm 2

Entonces en As a tomar es As = 18.72 cm 2 8 Ø 1 @ 0.17 m


f = 3/4 2.85n = 6.57n = 7 varillas

ESPACIAMIENTO 7 Ø 3/4 @ 0.2 m

s = 18.69 cms = 20.00 cmentonces usar 7 Ø 3/4 @ 0.2 m

Al Otro Extremo Usar As minINT

DISEÑO EN SENTIDO TRANSVERSAL

EXTb1 = t1+d/2b1 = 0.8 mb2 = t1+d/2+d/2b2 = 1.30 m

0.4 m 0.4 m 0.4 m 0.5 m 0.4 m

118.846 Tn / mPu 1 = 93 Pu 2 = 154.5

MOMENTO MAXIMO b1 = 0.8m b2 = 1.3m

Max =qnu x Lv^2/2

w =

r =w*fć / fyr =

As =rbd


Af =


Af =

REACCION NETA DEL SUELO (por long.)

qnu =Pu2/B

qnu =

Max = 9.50769 Tn x m

As = Mu / (0.90 x d fć)As = 3.14 cm 2

0.50As min cim =0.0018 b x dAs min 18.72 cm 2 0.4 0.4

Entonces en As a tomar es Hz = 0.9mAs = 18.72 cm 2


f = 3/4 2.85n = 6.57 B =1.3mn = 7 varillas

ESPACIAMIENTO


NOTA ; DE ACUERDO CON EL PRIMER CALCULO SE TRABAJARA CON ACERO MIN,

DISEÑO DE LA VIGA EXT

Entonces en As a tomar es As min cim =0.0018 b x dAs min 11.52 cm 2


f = 3/4 2.85 5 Ø 3/4 @ 0.17 mn = 4.04 8 Ø 1 @ 0.17 m As Montaje Ø 3/4 @ 0.1 mn = 5 varillas

ESPACIAMIENTO

s = 15.77 cms = 17.00 cm 7 Ø 3/4 @ 0.22 mentonces usar 5 Ø 3/4 @ 0.17 m 7 Ø 3/4 @ 0.2 m Ø 3/4 @ 0.30 m

el doble del acero inf

As de Montaje

f = 1/2 1/2 1.27

f = 3/8 3/8 0.71

S =36 el diametro del Aocon diametro de 3/4S = 0.9144 mS = 10 cmusar diametro Ø 3/4 @ 0.1 m


qnu

Af =


Af =

Af =

Af =

DISEÑO DE ZAPATA COMBINADA EJERCICIO 1

DATOS DE DISEÑO DE ZAPATA

C1 PD = 60 Tn PL = 45 Tn MD 20 ML 5C2 PD = 110 Tn PL = 70 Tn MD 30 ML 10


2.00 Kg/cm2 NPT = 0 m2.4 Tn/m2 4.281.6 Tn/m2 Hf = 2 m

Hf = 2 m Df = 1.85 mDf = 1.85 m

NPT = 0.4 mNTN = 0.00 m X

f'c col = 210 Kg/cm2 L/2 L/2

e1 0.2381e2 0.22222

SOLUCION3.7 m 0.5 m 0.53 m

0.5 m 0.53 mt1 = 0.50 mt2 = 0.50 m

5.05 m P1 P2

S/C=500Kg/m2

Dimencionamiento de la ColumnaRADIO 0.6 e = 0AREA 0.282744T 0.531737

t1 = 0.53 m

t2 = 0.53 m


15.50 Tn/m2 2 Tn

AREA DE PLANTA DE LA ZAPATA

P1 105A zap = 18.39 m2 P2 180

3.7 m 0.5 m 0.53 mANCHO DE LA ZAPATA 0.5 m 0.53 mP1+t1/2+P2(t1+ln+t2/2)=RxoCalculo de X´

X= 3.03 m 3.28 5.05 mDel Grafico X + 0.20 = L/2 P1 P2

L= 6.56 m S/C=500Kg/m2USAR L= 5.05 m

A zap =B x LB = 3.64 m e = 0 Hz = 0.74m

USAR B = 3.70 m

A zap = 18.69 m2

REACCION NETA DEL SUELO(Pu según NTP) X

L/2 L/2 Pu1 = 1,5*PD + 1,8*PL Pu2 = 1,5*PD + 1,8*PL

Pu1 = 171 Tn Pu2 = 291 Tn Ru

Wnu = (Pu 1+Pu2 )/ A zapWnu = 24.73 Tn / m2

Wnu = 2.47 Tn / Cm2

PERALTE DE LA ZAPATA (Hz)

Hz = 0.11L WnuHz = 0.74 m

s t =g c =g s =

sn =


sn = gprom =

A zap =(Ps1*Ps2) / sn

sn =

DISEÑO EN SENTIDO LONGUITUDINAL

Wnu =(Pu1+Pu2)/LWnu = 91.49 Tn / m2 Pu 1 = 171 Pu 2 = 291

S/C=500Kg/m2Cuando V=0 , Mmax

1.87 m e = 0 Hz = 0.74m

EL MOMENTO MAX ES CUANDO 1.87 m

Wnu = 91.49 Tn / m2Mmax -117.05 Tn/m

X RuVERIFICACION POR CORTANTE L/2 L/2

V1 =Wnu x t1/2V1 = 22.87 Tn Mmax

V´1 =V1 - PU1 XO =1.87m (-) DMFV´1 = -148.13 Tn + +V2 = 291.02 TnV´2 = V2 - Pu2 Pu 1 = 171 Pu 2 = 291V´2 = 0.02 Tn

V1 =22.87Tn V2 =291.02Tnd =Hz -10 d Y2

d = 0.64 m DFCX1 = 0.89 m Y1 dX2 = 0.90587 m 0.5 m V´2 =-0.02Tn

Vu1 = Y1 = -66.70 Tn V´1 =148.13Tn 0.5 mVu2 = Y2 = 208.15 Tn 5.05 m

CORTANTE ACTUANTE

d/2

0.5

d

/2

Vn = 244.882 Tn

CORTANTE RESISTENTE

Vc = 0.53 x fć B x C Vc = 166.026 Tn

Vc > Vn verificar datos m d/2 0.531736776986509 d/2

d/2

0.5

d

/2

d/2

0.5

d

/2

VERIFICACION POR PUZONAMIENTO3.7 m m

Calculo Exterior CORTANTE ACTUANTE n

Vu = Pu1 - Wnu x m x n 5.05 mVu = 147.886 Tn P1 P2

S/C=500Kg/m2Vn = 173.984 Tn

CORTANTE RESISTENTE e = 0 Hz = 0.74m Bc = Lado Mayor de Col

Lado Menor de Col Bc = 1 OK

Bo =2m + n m = 0.820Bo = 2.78 n = 1.14

XVc = 249.488 Tn L/2 L/2

Vc > Vn OK

Calculo interiorCORTANTE ACTUANTE

Vu = Pu2 - Wnu x m x nVu = 257.05 Tn

Vn = 302.415 Tn

CORTANTE RESISTENTE

Bo =2m + 2nVc = 420.625 Tn Bo = 4.68694711

Vc > Vn OK

XO =

XO =

fVc = Vu Vn =Vu /f

Vn =Vu /f

sn =


Vn =Vu /f


DISEÑO POR FLEXION 18 Ø 3/4 @ 0.2 m -0.27 m

ACERO SUPERIOR

Mmax = 117.05Tn/mLd

Cuantia Mecanica 0.05058

Wnu = 91.49 Tn / m2

0.00211

As = 49.91 cm 2 Mmax = 117.05Tn/m

As min cim =0.0018 b x dAs min 42.624 cm 2 (-) DMF

+ +Entonces en As a tomar es

As = 49.91 cm 2 M = 2.8590625 M = 1.14179758236568E-29


f = 3/4 2.85n = 17.51n = 18 varillas

ESPACIAMIENTO


ACERO INFERIOR

Mu = Wnu x Lv^2/2Mu = 3.23 Tn x m

As = Mu / (0.90 x d fć)As = 1.34 cm 2

As min cim =0.0018 b x dAs min 42.624 cm 2

Entonces en As a tomar es As = 42.624 cm 2 18 Ø 3/4 @ 0.2 m


f = 3/4 2.85n = 14.96n = 15 varillas

ESPACIAMIENTO 15 Ø 3/4 @ 0.25 m


Al Otro Extremo Usar As minINT

DISEÑO EN SENTIDO TRANSVERSAL

EXTb1 = t1+d/2b1 = 0.82 mb2 = t1+d/2+d/2b2 = 1.17 m

0.5 m 0.32 m 0.32 m 0.53 m 0.32 m

78.6486 Tn / mPu 1 = 171 Pu 2 = 291

MOMENTO MAXIMO b1 = 0.82m b2 = 1.17173677698651m

Max =qnu x Lv^2/2Max = 98.6833 Tn x m

w =

r =w*fć / fyr =

As =rbd


Af =


Af =

REACCION NETA DEL SUELO (por long.)

qnu =Pu2/B

qnu =

As = Mu / (0.90 x d fć)As = 40.79 cm 2

0.53As min cim =0.0018 b x dAs min 13.50 cm 2 1.584131612 1.58413161

Entonces en As a tomar es Hz = 0.74mAs = 40.79 cm 2


f = 1 5.07n = 8 B =3.7mn = 8 varillas

ESPACIAMIENTO

s = 16.38 cms = 15.00 cmentonces usar 8 Ø 1 @ 0.15 m

NOTA ; DE ACUERDO CON EL PRIMER CALCULO SE TRABAJARA CON ACERO MIN,

DISEÑO DE LA VIGA EXT

Entonces en As a tomar es As min cim =0.0018 b x dAs min 9.45 cm 2


f = 3/4 2.85 4 Ø 3/4 @ 0.22 mn = 3.31 18 Ø 3/4 @ 0.2 m As Montaje Ø 3/4 @ 0.1 mn = 4 varillas

ESPACIAMIENTO

s = 21.70 cms = 22.00 cm 8 Ø 1 @ 0.15 mentonces usar 4 Ø 3/4 @ 0.22 m 15 Ø 3/4 @ 0.25 m Ø 3/4 @ 0.30 m

el doble del acero inf

As de Montaje

f = 1/2 1/2 1.27

f = 3/8 3/8 0.71

S =36 el diametro del Aocon diametro de 3/4S = 0.9144 mS = 10 cmusar diametro Ø 3/4 @ 0.1 m


qnu

Af =


Af =

Af =

Af =

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