Zapata conectada con viga de conexion

ZAPATA EXTERIOR TRAMO 128.47Tn9.40Tn

COL: b=0.40mh=0.25m

Longitud de viga entre ejes = 3.65m1600

24200210

r= 0.1mhs= 2m

Long= 3.65m

DIMENSIONAMIENTO DE LA VIGA DE CONEXIÓN

37.865 = 0.43 m ASUMIMOSVIGA DE 24 x 3.65 b = 50 cmCONEXIÓN

3.65 = 0.46 m h = 50 cm8

= 0.500.50m x 0.50 x 2.40 = 0.60 Tn/m

37.87 Tn

ZAPATA EXTERIOR

ASUMIMOS Re=1.25xP1 = Re = 1.25x 37.87 =47.33 Tn

ASUMIMOS PERALTE DELA ZAPATA EXTERIOR

ASUMIMOS t=40 cm =20.0 ### x 2.0 ### x 0.4 ###

AREA DE LA ZAPATA 47.33 =2.9915.84

DIMENSIONAMIENTO DE LA ZAPATATANTEANDO

Zap. ExteriorAREAB = 1.09m A= 2.99 ASUMIMOS B = 1.50m 4.50L = 2.73m L = 3.00m

Re * ( 3.65 ### ### ### x3.65) ### x6.66) = 0

DISEÑO DE ZAPATA EXTERIOR CON EXCENTRICIDADA VARIABLE

PD=PL=

gS= kg/m3

qa= kg/cm2

fy= kg/cm2

f'c= kg/cm2

Peso propio de Viga = gc x b x h =

qe=qa - gs*hs - gc*hc

m2

m2

PARA ESTAS DIMENSIONES CHEQUEAMOS Re QUE SATISFAGA EL EQUILIBRIO ΣMO=0 Re *( Lvig + bcol/2 - B/2 ) - ( P1* Lvig ) - (P.Pviga * Lvig ^2/2) = 0

ZAPATA EXTERIOR

ZAPATA INTERIOR

hs hs

B

P2P1=

B/2 Re = ?

P.p viga

O

B

L

Pb 24

8Lh

qe

A Re

Re = 45.87Ton

PRESION TOTAL SOBRE LA ZAPATA

2.40x 1.50 x 3.00 x 0.40 ###Ton

Se debe verificar 45.87+ 4.32 =11.15 < 20.00.................CUMPLE 4.50

FINALMENTE TENEMOS EL SIGUIENTE DIAFRAMA DE CARGAS

37.87Tn 5.82 Tn###Tn/m

CALCULANDO :

45.87 ### ### ### =5.82Tn45.87 Tn 5.82Tn

GRAFICO CON FACTORES DE CARGA:

Reu * ### ### ### (59.62 ### ###x6.66 ) = 0Reu = 72.13Tn

59.62Tn 9.23 Tn0.20

0.90 Tn/m

48.08 Tn/m16.03

72.13 Tn CALCULANDO :

72.13 -59.629.23Tn

DIAGRAMA DE CORTE 11.16

9.23 9.05b=0.40 0.86

-0.182.15

0.24-40.74 2.35

DIAGRAMA DE MOMENTO

-25.74-8.15 -24.42

Peso propio de zapata = gc xB xL xt =

R2 = Re - P1 - P.P.viga * Lvig = 0R2 = R2 =

Si ReU*( Lvig + bcol/2 - B/2 ) - ( P1* Lvig ) - (P.Pviga * Lvig ^2/2) = 0

CONVIRTIENDO RE U A DISTRIBUIDA:

qU =

R2U = ReU - P1U - WVU * Lvig = 0R2U = R2U =

B

R2U =PU1 =1.5PD+1.8PL=

B/2 ReU =

WVU =1.5xWviga =

qU =

+

-

-

B

R2=P1=

B/2 Re=

W viga

O

O

COMPARANDO CON EL MOMENTO MAS ALTO

qaA

Ppz

Re

LB

q UU

Re

-2.50

-0.7 2.6%

CALCULO DEL ACERO PRINCIPAL

MOMENTO NEGATIVO 25.74 Ton-m

ASUMIMOS a=4.00 cm

25.738 =17.92 17.92 x 42000.9x 4200 40 ### 0.85 x 210 x 100

RECALCULANDO25.738 =17.97 17.97 x 4200

0.9 x 4200 40 -2.11 0.85 x 210 x 100

0.80 x 210 x 50 x 40 =5.524200

SI As = 17.97cm2 USAMOS 2 Φ ### + 4 Φ 3/4'' =21.54 cm2

MOMENTO POSITIVO ( como no hay momento positivo tomamos la mitad del valor del momento negativo )

MOMENTO POSITIVO 12.87 Ton-m

ASUMIMOS a=5.00 cm

12.87 =9.1 9.08 x 42000.9x 4200 40 ### 0.85 x 210 x 100

RECALCULANDO12.87 =8.74 8.745 x 4200

0.9 x 4200 40 -1.07 0.85 x 210 x 100

0.80 x 210 x 50 x 40 =5.524200

SI As = 8.74 cm2 USAMOS 2 Φ ### + 0 Φ 3/4'' =10.13 cm2

CALCULO DE LOS ESTRIBOS

Hallando el corte critico

40.74 21.87 Ton0.86 0.86- 0.40

corte maximo que absorve la seccion propuesta

210 x 50 x 40 =49.3 Ton

Verificando <21.87 < 49.3.................CUMPLE

CALCULO DEL ESPACIAMIENTO

0.85 x 0.53 x 210 x 50 x 40 =13.06Ton

MU =

cm2 ;

cm2 ;

cm2

MU =

cm2 ;

cm2 ;

cm2

= VU VU =

VMAX = 0.85 x 2.10 x

VU VMAXL/2

Vu1

Vu2

Vu3

Vu4

VU

d

ZONA 2 ZONA 3

ZONA 4

2d 0.75 0.75

ZONA1

R


bfcfyAsa

fy

dbfcAsMIN8.0

dbcfVMAX '1.2

dbcfVC '53.0

)2/( adfyMAs U

bfc

fyAsa

)2/( adfyMAs U

bfcfyAsa

fy

dbfcAsMIN8.0

)2/( adfyMAs U

bfc

fyAsa

)2/( adfyMAs U

21.87 ### =8.81 Tn

USAMOS ESTRIBOS DE FΦ3/8'' 2x0.71 =1.43

0.85 x 1.43 x 4200 x 40 =23.10cm8.81 x 1000

ESPACIAMIENTO MAXIMO

0.85 x 1.10 x 210 x 50 x 40 =27.10Ton

VERIFICACION DEL ESPACIAMIENTO "S" ENTRE ESTRIBOS

S = x 4027.10 > 21.87 2

TOMAMOS EL MENOR ESPACIAMIENTO S = 20cm ASUMIMOS S = 10cm

POR SISMO L = Longitud de desarrollo

Ld = 2xd = x 40.0 =80 cm

8 * dv 20.32cmS = d /4 = 10.00cm 30cm < 80cm .................BIEN

30 cm 30.00cm

NUMERO DE ESTRIBOS # = 80cm = 810

1 @ 0.05 mUSAR ESTRIBOS Φ3/8'' 8 @0.10 m

R @0.25 m

ARMADO FINAL DE LA VIGA DE CONEXION

2 Φ ### + 4 Φ 3/4'' 2 Φ

Φ3/8'' Φ3/8''1 @0.05 1 @0.058 @0.10 8 @0.10R @0.25 R @0.25

2 Φ

Longitud de vig 3.65m

2 Φ ### + 0 Φ 3/4''

AV = cm2

V'U VU

S

V

VdfyAS

CUS VVV dbcfVC '53.0

dbcfV U '1.1'

4max'1.1' 2max'1.1'

maxdScfuVVuSi

dScfuVVuSiS

ZAPATA INTERIOR54.432Tn19.051Tn

COL: b=0.40mh=0.25m

= 0.50

PD=PL=

Tn/cm2

B

2*B a 2.5*B

.................CUMPLE

72.13 =16.03Tn/m4.50x 3.00 =48.08Tn/m

- 3.29 = 9.23 Tn

CONVIRTIENDO RE U A DISTRIBUIDA:

- P1U - WVU * Lvig = 0


< 5% OK

=4.22cm

=4.23cm

( como no hay momento positivo tomamos la mitad del valor del momento negativo )

###cm

###cm

ZONA 4

R


=20.00 cm

ARMADO FINAL DE LA VIGA DE CONEXION

### + 4 Φ 3/4''

0.50m

0.50m### + 0 Φ 3/4''

DISEÑO DE ZAPATA EXTERIOR CON EXCENTRICIDADA VARIABLEZAPATA EXTERIOR 1

28.47 Tn

9.40 Tn

0.00 Tn

7.12 Tn.m

2.82 Tn.m 0.25 L=3.00m

0.00 Tn.m 0.3

16002.004200210

r= 0.10 mhs= 2.00 m DIMENSIONES YA CALCULADASCOL: b=0.40 h=0.25 m B = 1.50 m

L = 3.00 mt = 40 cm

CALCULO DE LA EXCENTRICIDAD A = 4.5

1.4PD+1.7PL = 1.4 x 28.5 + 1.8 x 9.4 =56.8 Ton EXCENTRICIDAD SIN SISMOP 1.25(PD+PL+PS) = 1.25 ( 28 + 9.4 + 0.0) =47.3 Ton 15.0379 = 0.26

0.9PD+1.25PS = 0.9 x 28.5 + 1.3 x 0.0 =25.62 Ton P =56.8

1.4MD+1.7ML = 1.40 x 7.1 1.8 x 2.8 =15.04 Ton EXCENTRICIDAD CON SISMO (+)M (+) 1.25(MD+ML+MS) = 1.25 ( 7 + 2.8 + 0.0) =12.42 Ton 12.42 = 0.26

0.9MD+1.25MS = 0.9 x 7.1 1.25 x 0.0 =6.41 Ton P =47.3

1.4MD+1.7ML = 1.4 x 7.1 1.8 x 2.8 = -15.04 Ton EXCENTRICIDAD CON SISMO (-)M (-) 1.25(MD-ML-MS) = 1.25 ( 7.12. - 2.82 - 0.0) =-5.37 Ton 5.37371 = -0.11

0.9MD+1.25MS = 0.9 x 7.1 1.25 x 0.0 =-6.41 Ton P =47.3

EXCENTRICIDAD CRITICA = 0.26m

ASUMIMOS t = 40 cm

20.00 + 1.6 x 2.0 - 2.40 x 0.40 = 15.84 Ton /cm2

DIMENSIONAMIENTO DE LA ZAPATA Seccion Calc. Nueva SeccionB = 1.34m B =

37.87 = 2.39 m2 < 4.50m2 L = 3.35m L =15.84 A = 4.50m A =

CALCULO DE PRESIONES

L=3.50m

PD=PL=PS=MD=ML=MS=

gS= kg/m3

qa= kg/cm2

fy= kg/cm2

f'c= kg/cm2

m2

e = M =

e = M =

e = M =

qe = qa- gs*hs- gc*hc =

Asumimos

Pe

t

hs

Col.

B

t

hs

rr

qePA

B=1.50m

VERIFICACION DE LA PRESION EN EL SUELO

47.33138 + 12.42 x 0.75 = 18.485.25 0.98

47.33138 ### x 0.75 = 1.235.25 0.98

SE DEBE VERIFICARSE QUE

37.87 + 9.94 x 0.75 =14.78 < 20.00 ..............Bien Asumir '' B'' 5.25 0.98

Area = 9.28 +18.48 x 0.80 =11.10 Ton/m2

VERIFICACION POR CORTE

Area = 11.10 Ton/m 1.50m - 0.40 - 0.30 = 0.80 m

11.10 x 1000 = 2.10 cm0.85 x 0.53 x 210 x 100

2.10 + 10.0 = 12.10 < 40 cm ...............BIEN ¡

VERIFICACION POR PUNZONAMIENTO

A = 1.23 + 18.5 x5.25 1.23 + 18.52 2

Area = 49.0246 Ton/m

49.02 x 1000 =23.34 cm

Kgr /cm2

Kgr /cm2

s'1 < qa

s1 = Kgr /cm2

l = B - b- d =

s1

s2

trr

sp

C+d

L

hd/2 d/2

d/2

b

L/2-h/2-d/2 h+d L/2-h/2-d/2

sp

B

)(2/2''

21212 dhdbLBArea

ssss

B

s

s2

t l

d

bcfArea

bcflqudnec '53.0'53.0

rdt necnec

O

STnec bcf

AAqud'1.1

)(

)( ST AAquAREA

12

2/31 BL

BePAPs

12

2/32 BL

BePAPs

lArealqu

21ss

0.85x1.1 x 210 x 155

23.34 + 10.0 = 33.34 < 40 cm ...............BIEN ¡


ACERO LONGITUDINAL

qu = 49.02 Ton/m2 L = 1.10m 1.21m

(18.48 -1.23)x 1.21 + 1.23 x 1.21 x 2 =10.93 Ton-m2 2 3

ASUMIMOS a = 3.0 cm

10.93x = 10.15 10.150.9 x 4200 ( 30.0 ### 0.85 x 210

RECALCULANDO10.93x = 10.04 10.04

0.9 x 4200 ( 30.0 ### 0.85 x 210

0.8 x 210 x 100 x 30 = 8.28 cm4200

USAMOS Φ 1/2'' @ = 1.27 x 100 = 12.62 cm 1/2'' @ 10 cm10.04

ACERO TRANSVERSAL

18.48 +1.23 =9.85 Ton-m2

L = 1.63m 2.64m

9.9 x 2.64 =13.01 Ton-m2

ASUMIMOS a = 4.0 cm

13.01x 100000 = 12.29 12.290.9 x 4200 ( 30.0 ### 0.85 x 210

RECALCULANDO13.01x 100000 = 12.05 12.05

0.9 x 4200 ( 30.0 ### 0.85 x 210

0.8 x 210 x 100 x 30 = 8.28 cm

L2 =

MU =

105 cm2 ;

105 cm2 ;

L2 =

cm2 ;

cm2 ;

s2

L

qUqU

L L

O

STnec bcf

AAqud'1.1

)(

rdt necnec

)2/( adfyMAs U

bfc

fyAsa

fy

dbfcAsMIN8.0

)2/( adfyMAs U

bfc

fyAsa

)2/( adfyMAs U

bfc

fyAsa

fy

dbfcAsMIN8.0

)2/( adfyMAs U

bfc

fyAsa

32

22)( 2

22

21

LLMU

sss

2

21 ssUq

22LquMU

4200

USAMOS Φ 1/2'' @ = 1.27 x 100 = 10.51 cm 1/2'' @ 10 cm12.05

ARMADO FINAL DE LA ZAPATA EXTERIOR

hs=2.00

Φ1/2'' @ 10.0t=0.40

r=0.10

B=1.50m Φ1/2'' @ 10.0

L=3.50

1/2"@ 0.40

10cm 0.25

Φ 1/2 @ 10.0 cm

B=1.50

Col.

fy

dbfcAsMIN8.0

B=1.50m

m

EXCENTRICIDAD CON SISMO (+)m

EXCENTRICIDAD CON SISMO (-)m

Nueva Seccion1.50m3.50m5.25m

x0.28

)(2/2''

21212 dhdbLBArea

ssss

s1

x 4200 =2.39cmx 100

x 4200 =2.36cmx 100

x 4200 =2.89cmx 100

x 4200 =2.84cmx 100

s1

qU

cm

cm

DISEÑO DE ZAPATA INTERIOR CON EXCENTRICIDADA VARIABLE

DATOS ZAPATA INTERIOR 54.43 Tn

19.05 Tn

0.00 Tn

16.33 Tn.m

5.72 Tn.m

0.00 Tn.m

16002.404200210

r= 0.10 mhs= 2.00 mCOL: b=0.40 h=0.25 m

CALCULO DE LA EXCENTRICIDAD

1.4PD+1.7PL = 1.4 x 54.4 1.7 x19.1 =108.6 Ton EXCENTRICIDAD SIN SISMOP 1.25(PD+PL+PS) = 1.25 ( 54 ### x0.0 =91.9 Ton 32.5776 = 0.30

0.9PD+1.25PS= 0.9 x 54.4 1.25 x0.0 =49.0 Ton P 108.592

1.4MD+1.7ML = 1.4 x 16.3 1.7 x5.7 =32.6 Ton EXCENTRICIDAD CON SISMO (+)M (+) 1.25(MD+ML+MS) = 1.25 ( 16 + 5.7 x0.0 =27.6 Ton 27.5562 = 0.30

0.9MD+1.25MS= 0.9 x 16.3 1.25 x0.0 =14.7 Ton P 91.854

1.4MD+1.7ML = 1.4 x 16.3 1.7 x 5.7 =32.6 Ton EXCENTRICIDAD CON SISMO (-)M (-) 1.25(MD+ML+MS) = 1.25 ( 16 - 5.7 - 0.0) =13.3 Ton 13.2678 = -0.14

0.9MD+1.25MS= 0.9 x 16.3 1.25 x 0.0 =14.7 Ton P 91.854

EXCENTRICIDAD CRITICA = 0.30m

ASUMIMOS t = 40 cm

24.00 - 1.6 x 2.00 - 2.40 x 0.40 = 19.84 Ton /cm2

DIMENSIONAMIENTO DE LA ZAPATAB = 2.50m

73.4832 = 3.70 m2 B = 1.92m L = 2.50m19.84 A = 6.25m

CALCULO DE PRESIONES

L=2.50m

B=2.50m

PD=PL=PS=MD=ML=MS=

gS= kg/m3

qa= kg/cm2

fy= kg/cm2

f'c= kg/cm2

e = M =

e = M =

e = M =

qe = qa- gs*hs- gc*hc =

Asumimos

Col.

L

t

hs

rr

s2

e

t

hs

rr

P

qePA

VERIFICACION DE LA PRESION EN EL SUELO

91.85 +28 x 1.25 =25.28 6.25 3.26

91.85 - 28 x 1.25 =4.12 6.25 3.26

SE DEBE VERIFICARSE QUE

73.48 + 22.04 x 1.25 =20.22 < 24.00 ..............Bien Asumir '' B'' 6.25 3.26

Vu = Area = 18.93 +25.28 x 0.75 =16.58 Ton/m2

VERIFICACION POR CORTE

Area = 16.58 Ton/m 1.25m - 0.20 - 0.30 = 0.75 m

16.58 x 1000 = 6.98 cm0.85 x 0.53 x 210 x 100

6.98 + 10.0 = 16.98 < 40 cm ...............BIEN ¡

VERIFICACION POR PUNZONAMIENTO

Area = 25.28 + 4.12 x6.25 - 11.73 + 17.662 2

AREA = 86.20 Ton/m

11.73

17.66

86.20 =25.45 cm0.85x1.1 x 210 x 250

25.45 + 10.0 = 35.45 < 40 cm ...............BIEN ¡

Kgr /cm2

Kgr /cm2

s'1 < qa

s1 = Kgr /cm2

l = B/2-b/2-d =

s1

s2rr

b+d

h

b+d

L

s1

s2

Bd/2

d/2

h

d/2d/2

s

s2

t l

d

bcfArea

bcflqudnec '53.0'53.0

rdt necnec

O

STnec bcf

AAqud'1.1

)(

)( ST AAquAREA

rdt necnec

12

2/31 LBLeP

APs

12

2/32 LBLeP

APs

lArealqu

21ss

)(2''

21212 dhdbLBArea

ssss

2)(

2dbL

2)(

2dbL


ACERO LONGITUDINAL

qu = 86.20 Ton/m2 L = 1.05m 1.10m

(25.28 -4.12) x1.10+ 4.12 x 1.10 x 2 =13.18 Ton-m2 2 3

ASUMIMOS a = 2.00 cm

13.18x 100000 =12.02 12.020.9 x 4200 ( 30.0 ### 0.85 x 210

RECALCULANDO13.18x 100000 =12.20 12.20

0.9 x 4200 ( 30.0 ### 0.85 x 210

0.8 x 210 x 100 x 30 =8.28 cm4200

USAMOS Φ 1/2'' @ = 1.27 x 100 =10.39 cm 1/2'' @ 10 cm12.20

ACERO TRANSVERSAL

(25.28 +4.12) = 14.70 Ton-m2

L = 1.05m

14.70 x 1.10 =8.10 Ton-m2

ASUMIMOS a = 2.00 cm

8.10x 100000 =7.39 7.390.9 x 4200 ( 30.0 ### 0.85 x 210

RECALCULANDO8.10x 100000 =7.36 7.36

0.9 x 4200 ( 30.0 ### 0.85 x 210

0.8 x 210 x 100 x 30 =8.28 cm4200

USAMOS Φ 1/2'' @ = 1.27 x 100 =15.30 cm 1/2'' @ 15 cm

L2 =

MU =

cm2 ;

cm2 ;

cm2 ;

cm2 ;

s2

s1

s2

L

rdt necnec

)2/( adfyMAs U

bfc

fyAsa

fy

dbfcAsMIN8.0

)2/( adfyMAs U

bfc

fyAsa

)2/( adfyMAs U

bfc

fyAsa

fy

dbfcAsMIN8.0

)2/( adfyMAs U

bfc

fyAsa

22LquMU

32

22)( 2

22

21

LLMU

sss

2

21 ssUq

8.28

ARMADO FINAL DE LA ZAPATA INTERIOR

hs=2.00

Φ1/2'' @ 15t=0.40

r=0.10

B=2.50 m Φ1/2'' @ 10

L=2.50

1/2"@ 0.40

15cm 0.25

Φ 1/2 @10 cm

B=2.50

Col.

m

EXCENTRICIDAD CON SISMO (+)m

EXCENTRICIDAD CON SISMO (-)m

rr

x 0.39

s1

s

l

)(2''

21212 dhdbLBArea

ssss

x 4200 =2.83cmx 100

x 4200 =2.87cmx 100

x 4200 =1.74cmx 100

x 4200 =1.73cmx 100

s1

L

s1

L

cm

cm

Zapata conectada con viga de conexion

Documents

Transcript of Zapata conectada con viga de conexion