Diseño de Zapatas Combinadas

3.75m

Vconexion -1 2.60m

Z c o m b -

V a t a 1 3

Z c o m b -

V a t 9

Vcon-13 V a t 1 0

V a t 1 5

Vcon-14

Vatad-5 V a 1 6

V a 1 1

Vcon-15

Vatad-6

V c o n 2 1

V c 2 2

V c 2 3

Vconexion -8

Vcon-12

Vatad-4

V a t a d 0 2 1

V a t a d o 2 6

V a t a 8

V a t 1 4

V a t 2 0

V a t 2 5

V a 7

Vcon-11

Vatad-3

Vconexion -7 2.60m

V a 1 2

V a t 1 9

V a t 2 4

V c o n 1 7

Vcon-10

V a t a 1 8

V a t a 2 3

Vconexion -6

3.25m

V c 1 8

Vatad-2

Vconexion -5 2.95m

Vcon -9

V a t a d 0 1 7

V a t a d o 2 2

Vconexion -4 2.90m

Placa

Vatad-1

Vconexion -3

2.95m

3.23m

V c 1 9

Vconexion -2

3.25m

2.70m

Placa

Vcon-16

Carga Muerta M1 M2 1 2 3 4 5 6 7 8 9 9 10 11 12 13 14 15 16 16 17 18 19 20 21 22 23 24

-0.08489 0.0388 0.17812 0.00865 -0.0138 -0.17614 -0.04187 0.08192 -0.02686 -0.03556 -0.14 0.09403 0.03268 -0.04061 -0.10133 0.13723 0.02649 0.03486 0.02123 0.01322 0.03795 -0.04447 -0.10133 0.01451 -0.20443 0.05218

0 .2 0 6 8 7 0 .3 0 1 1 9 0 .2 9 7 2 2 0 .2 0 6 8 8 0 .2 0 7 3 1 0.2969 0.3047 0 .2 0 7 4 3 0 .0 4 1 8 3 0.0116 -0.20525 -0.26051 -0.15644 -0.15618 -0.26057 -0.20655 0 .0 4 2 0 2 0 .0 1 1 8 6 0 .0 3 2 7 5 0 .0 1 8 2 4 -0.07558 -0.07575 -0.26057 0 .0 1 5 8 5 0 .0 3 1 4 9 -0.02307

25 26 27 28 29 30

0.06291 0.03904 -0.04361 -0.05993 -0.07191 0.1897

-0.16137 -0.07359 -0.07372 -0 .1 6 1 2 0 .0 1 0 2 6 0 .0 2 7 4 4

8

1

6

3

0

2

9

3.15m

7

1

5 2 2

2.70m

6

1

4

2

1

2 8

5

1

3

2

0

2

4

1

2

1

9

2 6

3

1

1

1

8

2

5

2

4

2

3

2.95m

7

2.90m

2.95m

2.70m

7 1 1

2

0

3.15m

h

1

b

1

9

2

Carga Viva M1

M2

-0.00475 -0.00586 0.0228 -0.00044 -0.00187 -0.02303 0.00377 0.00281 -0.00406 -0.00811 -0.04235 0.0067 0.00499 -0.00787 -0.00986 0.04 0.00367 0.0075 0.00648 -0.00396 0.01049 -0.01313 0.00331 0.00102 -0.03233 0.0006

0.0408 0.06602 0.0755 0.07548 0.0755 0.07528 0.06646 0.04087 0.01049 0.00623 -0.05635 -0.06647 -0.06451 -0.0645 -0.06648 -0.05734 0.01049 0.00628 0.01351 -0.00194 -0.01593 -0.01594 -0.00232 0.00653 0.02366 -0.01612

0.00357 0.00579 -0.00824 -0.00391 -0.00331 0.02865

-0.03348 -0.01396 -0.01395 -0.03338 -0.00292 0.02256

Carga M1 COLUMNA

DIMENSIONES

PCM (tn)

PCV (tn)

MxCM (tn-m)

25.63 28.63 37.25 30.3 30.36 37.56

2.73 3.5 4.94 4.63 4.63 4.92

-0.0849 0.0388 0.1781 0.0087 -0.0138 -0.1761

50

28.78

3.5

-0.0419

35

50

25.63

2.71

0.0819

9

25

270

60

18

10

35

50

44.24

7.62

-0.1400

11

35

50

44.24

8.2

0.0940

12

35

50

38.6

7.65

0.0327

13

35

50

38.75

7.65

-0.0406

14

35

50

44.73

8.21

-0.1013

15

35

50

44.85

7.61

0.1372

16

25

270

60

18

17

25

85

45.02

8.95

0.0212

18

35

50

37.74

7.1

0.0132

19

35

50

35.01

6.72

0.0380

20

35

50

35.15

6.72

-0.0445

21

35

50

37.86

7

-0.1013

22

25

85

44.25

8.45

0.0145

23

35

50

29.58

3.1

-0.2044

24

35

50

35.37

5.47

0.0522

25

35

50

30.2

4.62

0.0629

26

35

50

24.81

4.19

0.0390

27

35

50

24.84

4.18

-0.0436

28

35

50

30.14

4.52

-0.0599

29

35

50

34.38

5

-0.0719

30

35

50

28.99

2.96

0.1897

b

h

1 2 3 4 5 6

35 35 35 35 35 35

50 50 50 50 50 50

7

35

8

-0.0269 -0.0356

0.0265 0.0349

uerta M2

Carga Viva M1

M2

MyCM (tn-m)

MxCV (tn-m)

MyCV (tn-m)

0.2069 0.3012 0.2972 0.2069 0.2073 0.2969

-0.0048 -0.0059 0.0228 -0.0004 -0.0019 -0.0230

0.0408 0.0660 0.0755 0.0755 0.0755 0.0753

0.3047

0.0038

0.0665

0.2074

0.0028

0.0409

0.0418

-0.0041

0.0105

0.0116

-0.0081

0.0062

-0.2053

-0.0424

-0.0564

-0.2605

0.0067

-0.0665

-0.1564

0.0050

-0.0645

-0.1562

-0.0079

-0.0645

-0.2606

-0.0099

-0.0665

-0.2066

0.0400

-0.0573

0.0420

0.0037

0.0105

0.0119

0.0075

0.0063

0.0328

0.0065

0.0135

0.0182

-0.0040

-0.0019

-0.0756

0.0105

-0.0159

-0.0758

-0.0131

-0.0159

-0.2606

0.0033

-0.0023

0.0159

0.0010

0.0065

0.0315

-0.0323

0.0237

-0.0231

0.0006

-0.0161

-0.1614

0.0036

-0.0335

-0.0736

0.0058

-0.0140

-0.0737

-0.0082

-0.0140

-0.1612

-0.0039

-0.0334

0.0103

-0.0033

-0.0029

0.0274

0.0287

0.0226

1 2

1 2

Za Columna 8 Datos σadm = L ejes de col =

f'c = fy = Factor CM = CV =

1 2.6 210 4200

PCM = PCV = MCM = MCV =

kg/cm2 m kg/cm2 kg/cm2

25.63 Tn 2.71 Tn 0.21 0.04

1.4 1.7 50

40

Cargas de Servicio

Coumna 1

Coumna 2

Ps =

28 Tn

Ton

Ps =

Ms =

0.2483

Ton-m

Ms =

qneto =

0.9

kg/cm2

32 Tn

0.37

 =

. ( + )

Az =



80826.67

Adoptamos L= B=

350 235

P2

P1

R

X

2.60m X=

28.3Ton

60.6Ton

1.38

32.3Ton 5.1Ton-m

q2 q1 3.50m

Pu2

Pu1

Ru

X

2.60m X=

40.5Ton

86.7Ton

1.39

46.2Ton 7.5Ton-m

q2 q1 0.00m

40489.0Kg

46242.0Kg

qu= 0.25m

2.60m

0.65m

DFC (Kg)

40574.7 7110.9 12821.0

-33378.1

-5667.3

Vmax =

40575

27753.8 DFC (Kg)

-12821.0 -46199.1

-18488.2

-5710.1 Vmax =

DMF (Kg-m)

-20585.9

^ 

46199

888.9

6008.7

Mmax =

Diseño por Flexión 235.00 B= 40.00 h= 32.00 d= 210.00 f'c = 4200.00 fy =

Cortante B= h= d= f'c = fy = ø Estribo = Área varilla =

235.00 40.00 32.00 210 4200 1/2 1.27

cm cm

20586

Mact =

cm kg/cm2

a=

kg/cm2

As = Asmin =

cm cm cm kg/cm2 kg/cm2 pulg cm2

Vc = Vmax = Av = Vs = S= Smax = 5 @

Corte por Punzonado 50.00 b= 35.00 h= 66 m= 67 n=

cm cm cm cm

1) Vn = 2) Vn = 3) Vn =

Bc= F'c=

ρo= α=

Corte por Flexión qu = d= f'c =

Diseño por Flexión Lv = d= f'c = fy = b=

1.429 210 199 30

≤2

Corte por Flexión qu =

Centrada Borde Esquina

1.210 32.00 210

Se analiza para 1 m de ancho Kg/cm2 cm kg/cm2

100.0 52

cm cm

210 4200 100

kg/cm2 kg/cm2 cm

Corte por Punzonado 50.00 b= 35.00 h= 102 m= 87 n= 1.43 Bc= 210 F'c= ρo= α=

kg/cm2 cm Borde

Valores de α

378 40

1.210

Mact = a= En 100 cm As = Asmin =

1) Vn = 2) Vn = 3) Vn =

cm cm cm cm ≤2

kg/cm2 cm Centrada

Vact = Vc=

Valores de α

Se analiza para 1 m de ancho Kg/cm2


Vact =

d= f'c =


32.00 210

cm kg/cm2

100.0 52

cm cm

210 4200 100

kg/cm2 kg/cm2 cm

Vc=


pata Combinada -1 Columna 7 PCM = PCV = MCM = MCV =

Ton Ton Ton-m Ton-m

28.78 Tn 3.50 Tn 0.30 0.07

Columna 1 b= h=

Ton Ton Ton-m Ton-m

Columna 2 b= h= R

50

2.60 2.85

Cargas ultimas Coumna 1 Ton

Pu =

40.489

Ton-m

Mu =

0.359881

cm2

cm

Area =

82250

Conforme

0.084 5.12

m Ton-m

cm

e= M=

m

,  =

( + )

q1 = q2 =

∗

+(±

0.844 0.630

∗  Kg/cm2 Kg/cm2

< Qneto

C

e= M=

m

,  =

( + )

q1 = q2 =

∗

+(±

0.086 7.48

m Ton-m

∗ 

1.210

Kg/cm2

0.899

Kg/cm2

Qmayor

28443.420

Kg

Kg

Kg/m

Kg-m

20585.93 Kg-cm 0.04 0.17 16.92

Usar : N° Varillas: Usar acero mínimo

cm2 cm2 2.85

49093.31 46199.12

Kg Kg

No necesita estribos, colocar mínimos S=

2.53 5258.60

cm2 Kg

64.75

cm

16.00

cm

d/2 30 s cal

So =

16.00 30.00 64.75

16.00

5cm, 5 @ 10, R@ 15

119596.29 97817.95

Kg Kg

170029.06

Kg

ØVn = 144525

Vu=

40 30 20

8230 20891

Kg Kg

605179

Kg-cm

Ok, cumple

0.730 3.101

cm2

7.20

cm2

Usar acero mínimo

Varilla : Cantidad : Separacion: 3ø

1.97

369155.88 301933.05

Kg Kg

577009.52

Kg

ØVn = 490458

40 30 20

8230

Kg

Ok, cumple

Vu=

20891

Kg

605179

Kg-cm

0.730 3.101

cm2

7.20

cm2

Varilla : Cantidad : Separacion:

Usar acero mínimo 1.97

50 35

cm cm

50 35

cm cm

Coumna 2 Ton

Pu =

Ton-m

Mu =

46.242

Ton

0.539562 Ton-m

MPLE

1.210

Kg/cm2

3/4 6

So ( 2d ) =

0.25d 8db 30 s cal

So =

35137

-->

8.00 20.32 30.00 64.75

30.000

Cumple por Punzonamiento

ACERO DISPONIBLE (cm² ) 5/8 ø4

25.00 cm

35501

1/2" 6.00 12.00 18.00

-->

5/8" 1.97 3.94 5.91

3/4" 2.85 5.70 8.55


1" 5.06 10.12 15.18

1¼" 7.91 15.82 23.73

5/8 ø4

25.00 cm

3/8

1/2

0.71 1.42 2.13 2.84 3.55 4.26 5.68

1.26 2.52 3.78 5.04 6.30 7.56 10.08

ACERO DISPONIBLE (cm² ) 5/8 3/4 1.97 3.94 5.91 7.88 9.85 11.82 15.76

2.85 5.70 8.55 11.40 14.25 17.10 22.80

1 5.06 10.12 15.18 20.24 25.30 30.36 40.48

1¼ 7.91 15.82 23.73 31.64 39.55 47.46 63.28

Za Columna 1 Datos σadm = L ejes de col =

f'c = fy = Factor CM = CV =

1 2.6 210 4200

PCM = PCV = MCM = MCV =

kg/cm2 m kg/cm2 kg/cm2

25.63 Tn 2.73 Tn 0.21 0.04

1.4 1.7 50

40

Cargas de Servicio

Coumna 1

Coumna 2

Ps =

28 Tn

Ton

Ps =

Ms =

0.2477

Ton-m

Ms =

qneto =

0.9

kg/cm2

32 Tn

0.37

 =

. ( + )

Az =



80653.33

Adoptamos L= B=

350 235

P2

P1

R

X

2.60m X=

28.4Ton

60.5Ton

1.38

32.1Ton 4.9Ton-m

q2 q1 3.50m

Pu2

Pu1

Ru

X

2.60m X=

40.5Ton

86.6Ton

1.38

46.0Ton 7.2Ton-m

q2 q1 0.00m

40523.0Kg

46032.0Kg

qu= 0.25m

2.60m

0.65m

DFC (Kg)

39954.6 7059.4 12277.2

-33463.6

-6077.4

Vmax =

39955

27677.4 DFC (Kg)

-12277.2 -45740.8

-18354.6

-5217.8 Vmax =

DMF (Kg-m)

-20437.1

^ 

45741

882.4

5965.2

Mmax =

Diseño por Flexión 235.00 B= 40.00 h= 32.00 d= 210.00 f'c = 4200.00 fy =

Cortante B= h= d= f'c = fy = ø Estribo = Área varilla =

235.00 40.00 32.00 210 4200 1/2 1.27

cm cm

20437

Mact =

cm kg/cm2

a=

kg/cm2

As = Asmin =

cm cm cm kg/cm2 kg/cm2 pulg cm2

Vc = Vmax = Av = Vs = S= Smax = 5 @

Corte por Punzonado 50.00 b= 35.00 h= 66 m= 67 n=

cm cm cm cm

1) Vn = 2) Vn = 3) Vn =

Bc= F'c=

ρo= α=

Corte por Flexión qu = d= f'c =


1.429 210 199 30

≤2

Corte por Flexión qu =


1.202 32.00 210

Se analiza para 1 m de ancho Kg/cm2 cm kg/cm2

100.0 52

cm cm

210 4200 100

kg/cm2 kg/cm2 cm

Corte por Punzonado 50.00 b= 35.00 h= 102 m= 87 n= 1.43 Bc= 210 F'c= ρo= α=

kg/cm2 cm Borde

Valores de α

378 40

1.202


1) Vn = 2) Vn = 3) Vn =

cm cm cm cm ≤2

kg/cm2 cm Centrada

Vact = Vc=

Valores de α

Se analiza para 1 m de ancho Kg/cm2


Vact =

d= f'c =


32.00 210

cm kg/cm2

100.0 52

cm cm

210 4200 100

kg/cm2 kg/cm2 cm

Vc=


pata Combinada -1 Columna 2 PCM = PCV = MCM = MCV =

Ton Ton Ton-m Ton-m

28.63 Tn 3.50 Tn 0.30 0.07

Columna 1 b= h=

Ton Ton Ton-m Ton-m

Columna 2 b= h= R

50

2.60 2.85

Cargas ultimas Coumna 1 Ton

Pu =

40.523

Ton-m

Mu =

0.359097

cm2

cm

Area =

82250

Conforme

0.081 4.90

m Ton-m

cm

e= M=

m

,  =

( + )

q1 = q2 =

∗

+(±

0.838 0.633

∗  Kg/cm2 Kg/cm2

< Qneto

C

e= M=

m

,  =

( + )

q1 = q2 =

∗

+(±

0.083 7.16

m Ton-m

∗ 

1.202

Kg/cm2

0.903

Kg/cm2

Qmayor

28237.771

Kg

Kg

Kg/m

Kg-m

20437.09 Kg-cm 0.04 0.17 16.92

Usar : N° Varillas: Usar acero mínimo

cm2 cm2 2.85

49093.31 45740.76

Kg Kg

No necesita estribos, colocar mínimos S=

2.53 4719.35

cm2 Kg

72.15

cm

16.00

cm

d/2 30 s cal

So =

16.00 30.00 72.15

16.00

5cm, 5 @ 10, R@ 15

119596.29 97817.95

Kg Kg

170029.06

Kg

ØVn = 144525

Vu=

40 30 20

8171 20891

Kg Kg

600804

Kg-cm

Ok, cumple

0.724 3.078

cm2

7.20

cm2

Usar acero mínimo

Varilla : Cantidad : Separacion: 3ø

1.97

369155.88 301933.05

Kg Kg

577009.52

Kg

ØVn = 490458

40 30 20

8171

Kg

Ok, cumple

Vu=

20891

Kg

600804

Kg-cm

0.724 3.078

cm2

7.20

cm2

Varilla : Cantidad : Separacion:

Usar acero mínimo 1.97

50 35

cm cm

50 35

cm cm

Coumna 2 Ton

Pu =

46.032

Ton

Ton-m

Mu =

0.5339

Ton-m

MPLE

1.202

Kg/cm2

3/4 6

So ( 2d ) =

0.25d 8db 30 s cal

So =

35209

-->

8.00 20.32 30.00 72.15

30.000


ACERO DISPONIBLE (cm² ) 5/8 ø4

25.00 cm

35369

1/2" 6.00 12.00 18.00

-->

5/8" 1.97 3.94 5.91

3/4" 2.85 5.70 8.55


1" 5.06 10.12 15.18

1¼" 7.91 15.82 23.73

5/8 ø4

25.00 cm

3/8

1/2

0.71 1.42 2.13 2.84 3.55 4.26 5.68

1.26 2.52 3.78 5.04 6.30 7.56 10.08

Diseño de Zapatas Combinadas

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