escalera lanzada_cálculos

Temas Especiales de Hormigón Armado - CIV313 Ana Mejía

1. GEOMETRÍA DE ESCALERA LANZADA

a = 2.7 mb = 1.3 mc = 0.3 md = 1.3 mh = 3.15 m

0.50390.86380.5833

2. ANÁLISIS DE CARGAS DE ESCALERA LANZADA

Tramo Escalera AB - EF (p1) Tramo Descanso CD (p2)

Losa 4.34 kN/m2 Losa 3.75 kN/m2Peldaños 2.19 kN/m2 Piso y Contrapiso 1.00 kN/m2

Piso y Contrapiso 1.00 kN/m2 Cielo raso 0.24 kN/m2Revestimiento c/huella 0.29 kN/m2 g = 4.99 kN/m2

Cielo raso 0.28 kN/m2 q = 3.00 kN/m2g = 8.10 kN/m2 p = 7.99 kN/m2q = 3.00 kN/m2p = 11.10 kN/m2

Carga lineal barandado 0.15 kN/m

p1 = 20.53 kN/mp2 = 27.21 kN/m

sena =cosa =tana =

b

a d

cb

h

AB C

DEF

b

a d

cb

h

AB C

DEF

30

17

.5


3. SOLICITACIONES DE ESCALERA LANZADA

Datosa = 2.7 m p1 = 20.53 kN/mb = 1.3 m p2 = 27.21 kN/mc = 0.3 m P1 = 55.44 kN/md = 1.3 m P2 = 43.54 kN/mh = 3.15 m hipotenusa = 3.13

Reacciones0.5039

Vf = Va = 77.2 kN 0.8638Ha = Hf = 93.8 kN 0.5833

- Ca = Cf = -75.1 kN-m

Tramo x (m) Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)

AB

0.0 0.0 -19.42 119.94 0.00 -64.83 -37.82 0.000.5 0.5 -10.55 114.76 0.00 -64.83 -37.82 8.671.0 1.0 -1.68 109.59 0.00 -64.83 -37.82 12.211.5 1.5 7.19 104.42 0.00 -64.83 -37.82 10.622.0 2.0 16.05 99.25 0.00 -64.83 -37.82 3.892.5 2.5 24.92 94.07 0.00 -64.83 -37.82 -7.972.7 2.7 28.47 92.00 0.00 -64.83 -37.82 -14.15

BC

2.7 0.0 -21.77 93.82 0.00 -75.05 0.00 -14.152.8 0.1 -21.77 93.82 0.00 -75.05 0.00 -11.972.9 0.2 -21.77 93.82 0.00 -75.05 0.00 -9.803.0 0.3 -21.77 93.82 0.00 -75.05 0.00 -7.623.1 0.4 -21.77 93.82 0.00 -75.05 0.00 -5.443.2 0.5 -21.77 93.82 0.00 -75.05 0.00 -3.273.3 0.6 -21.77 93.82 0.00 -75.05 0.00 -1.093.35 0.65 -21.77 93.82 0.00 -75.05 0.00 0.00

CD

3.35 0.0 -21.77 0.00 -93.82 -75.05 0.00 0.003.7 0.3 -13.61 0.00 -93.82 -46.91 0.00 5.314.0 0.6 -5.44 0.00 -93.82 -18.76 0.00 8.164.3 0.9 2.72 0.00 -93.82 9.38 0.00 8.574.6 1.2 10.88 0.00 -93.82 37.53 0.00 6.534.8 1.4 16.33 0.00 -93.82 56.29 0.00 3.814.95 1.6 21.77 0.00 -93.82 75.05 0.00 0.00

DE

4.95 0.0 21.77 -93.82 0.00 75.05 0.00 0.005.1 0.1 21.77 -93.82 0.00 75.05 0.00 -2.185.2 0.2 21.77 -93.82 0.00 75.05 0.00 -4.355.3 0.3 21.77 -93.82 0.00 75.05 0.00 -6.535.4 0.4 21.77 -93.82 0.00 75.05 0.00 -8.715.5 0.5 21.77 -93.82 0.00 75.05 0.00 -10.885.55 0.6 21.77 -93.82 0.00 75.05 0.00 -13.065.6 0.65 21.77 -93.82 0.00 75.05 0.00 -14.15

EF

5.6 0.0 -28.47 -92.00 0.00 64.83 37.82 -14.156.1 0.5 -19.60 -97.18 0.00 64.83 37.82 -0.246.6 1.0 -10.73 -102.35 0.00 64.83 37.82 8.547.1 1.5 -1.87 -107.52 0.00 64.83 37.82 12.197.6 2.0 7.00 -112.70 0.00 64.83 37.82 10.708.1 2.5 15.87 -117.87 0.00 64.83 37.82 4.088.3 2.7 19.42 -119.94 0.00 64.83 37.82 0.008.3 2.7 0.00 0.00 0.00 0.00 0.00 0.00

sena =cosa =tana =

xparcial (m)

1.575

2.70

3.13

a

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-40.00

-30.00

-20.00

-10.00

0.00

10.00

20.00

30.00

40.00

-19.42

28.47

-21.77 -21.77

21.77 21.77

-28.47

19.42

Diagrama de Fuerzas Normales "Fn"

A B C ED F

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-150.00

-100.00

-50.00

0.00

50.00

100.00

150.00

119.94

93.82

-93.82

-119.94

Diagrama de Fuerzas Tangenciales "Ft"

A B C ED F

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-100.00

-90.00

-80.00

-70.00

-60.00

-50.00

-40.00

-30.00

-20.00

-10.00

0.00

-93.82 -93.82

Diagrama de Fuerzas Binormales "Fb"

A B C ED F

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-90.00

-70.00

-50.00

-30.00

-10.00

10.00

30.00

50.00

70.00

90.00

110.00

-64.83 -64.83

-75.05 -75.05

75.05 75.05

64.83 64.83

Diagrama de Momentos Normales "Mn"

A B C ED F

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-55.00

-35.00

-15.00

5.00

25.00

45.00

65.00

-37.82 -37.82

37.82 37.82

Diagrama de Momentos Tangenciales "Mt"

A B C ED F

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0

-20.00

-15.00

-10.00

-5.00

0.00

5.00

10.00

15.00

-14.15 -14.15

Diagrama de Momentos Binormales "Mb"

A B C ED F


4. DISEÑO DE ARMADURA DE ESCALERA LANZADA

Datos

Hormigón fck = 25 MPa fckd = 16.67 MPaAcero fy = 500 MPa fyd = 434.78 MPa

Geometría a = 0.15 m da = 0.125b = 1.30 m db = 1.28A = 0.20 m2u = 2.90 m

Sección A

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)-19.42 119.94 0.00 -64.83 -37.82 0.00

As1 (cm2) 4.0E-04 2.76 #VALUE! #VALUE!As2 (cm2) #VALUE!

2.2E-02 4.52 5.46 2.2E-02

2) 1.24 #VALUE!5) #VALUE! 1.26) 0.0 4.68

#VALUE!2) 0.14 2) 0.144) 0.0 1) 5) 4) #VALUE!5) #VALUE! 3) 0.0 5) #VALUE!

#VALUE! #VALUE!2) 1.24 #VALUE!

2.26 5) #VALUE! 2.266) 0.0 4.68

#VALUE!#VALUE!

Sección AB

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)-1.68 109.59 0.00 -64.83 -37.82 12.21

As1 (cm2) 3.4E-05 2.52 #VALUE! #VALUE! #VALUE!As2 (cm2) #VALUE!

2.2E-02 4.52 5.46 2.2E-02 5.46

2) 1.13 #VALUE!5) #VALUE!6) 0.0 4.68



2.26 5) #VALUE! 2.266) #VALUE! 4.68

#VALUE!

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

b

a

#VALUE!



Sección B

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)28.47 92.00 0.00 -64.83 -37.82 -14.15


2.2E-02 4.52 5.46 2.2E-02 5.46

2) 0.95 #VALUE!5) #VALUE!6) #VALUE! 4.68



2.26 5) #VALUE! 2.266) 0.0 4.68

#VALUE!#VALUE!

Sección BC

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)-21.77 93.82 0.00 -75.05 0.00 -7.62

As1 (cm2) 4.5E-04 2.16 #VALUE! #VALUE!As2 (cm2)

2.2E-02 4.52 5.46 5.46

2) 0.97 #VALUE!5) 0.006) #VALUE! 4.68

#VALUE!2) 0.11 2) 0.114) 0.00 1) 5) 4) #VALUE!5) 0.00 3) 0.0 5) 0.0

0.11 #VALUE!2) 0.97 #VALUE!

2.26 5) 0.0 2.266) 0.0 4.68

0.97#VALUE!

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10



Sección C

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)-21.77 93.82 0.00 -75.05 0.00 0.00

As1 (cm2) 4.5E-04 2.16 0.0E+00 #VALUE!As2 (cm2)

2.2E-02 4.52 2.2E-02 5.46

2) 0.97 #VALUE!5) 0.006) 0.00 4.68

0.972) 0.11 2) 0.114) 0.0 1) 5) 4) #VALUE!5) 0.00 3) 0.0 5) 0.00

0.11 #VALUE!2) 0.97 #VALUE!

2.26 5) 0.00 2.266) 0.0 4.68

0.97#VALUE!

Sección CD

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)

2.72 0.00 -93.82 9.38 0.00 8.57As1 (cm2) 5.6E-05 1.9E-03 #VALUE! #VALUE!As2 (cm2)

2.2E-02 4.52 0.02 5.46 5.46

2) 0.00 #VALUE!5) 0.006) 0.00 3.5

0.002) 0.00 2) 0.004) #VALUE! 1) 5) 4) 0.005) 0.00 3) 0.0 5) 0.0

#VALUE! 0.002) 0.00 #VALUE!

1.00 5) 0.00 1.006) #VALUE! 3.5

#VALUE!#VALUE!

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

Asmin (cm2)

7f8

f10c/17.5 f10c/17.5

2f8 2f87f8



Sección D

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)21.77 0.00 -93.82 75.05 0.00 0.00

As1 (cm2) 4.5E-04 0.00 1.9E-03 #VALUE!As2 (cm2)

2.2E-02 4.52 2.2E-02 5.46

2) 0.00 #VALUE!5) 0.006) 0.00 4.68

0.002) 0.00 2) 0.004) #VALUE! 1) 5) 4) 0.005) 0.00 3) 0.0 5) 0.00

#VALUE! 0.002) 0.00 #VALUE!

2.26 5) 0.00 2.266) 0.00 4.68

0.00#VALUE!

Sección DE - E

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)21.77 -93.82 0.00 75.05 0.00 -14.15


2.2E-02 4.52 5.46 5.46

2) 0.00 #VALUE!5) 0.006) #VALUE! 4.68

#VALUE!2) 0.00 2) 0.004) #VALUE! 1) 5) 4) 0.005) 0.00 3) 0.0 5) 0.0

#VALUE! 0.002) 0.00 #VALUE!

2.26 5) 0.0 2.266) 0.0 4.68

0.00#VALUE!

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10



Sección EF

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)-1.87 -107.52 0.00 64.83 37.82 12.19


2.2E-02 4.52 5.46 2.2E-02 5.46

2) 0.00 #VALUE!5) #VALUE!6) 0.00 4.68

#VALUE!2) 0.00 2) 0.004) #VALUE! 1) 5) 4) 0.005) #VALUE! 3) 0.0 5) #VALUE!


2.26 5) #VALUE! 2.266) #VALUE! 4.68

#VALUE!#VALUE!

Sección F

1 2 3 4 5 6Fn (kN) Ft (kN) Fb (kN) Mn (kN-m) Mt (kN-m) Mb (kN-m)19.42 -119.94 0.00 64.83 37.82 0.00


2.2E-02 4.52 5.46

2) 0.00 #VALUE!5) #VALUE!6) 0.00 4.68

#VALUE!2) 0.00 2) 0.004) #VALUE! 1) 5) 4) 0.005) #VALUE! 3) 0.0 5) #VALUE!


2.26 5) #VALUE! 2.266) 0.0 4.68

#VALUE!#VALUE!

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10

Asmin (cm2)

6f10

f8c/15 f8c/15

2f12 2f126f10


5. DISEÑO DE LOSA NEVURADA ARMADA EN 2 DIRECCIONES

Análisis de Cargas

Losa 1.25 kN/m2Nervios 1.35 kN/m2 gu = 6.90 kN/m2

Contrapiso 0.66 kN/m2 qu= 3.00 kN/m2Revest. 0.30 kN/m2 pu= 9.90 kN/m2

Revoque 0.30 kN/m2Tabiquería 1.25 kN/m2

g = 5.11 kN/m2

LOSA Nº 1

Cálculo de Losas Rectangulares por el Método de Marcus

lx = 4.8 m 1.13 1.14ly = 5.4 m K = 256.57 kN 0.29

mx = 33.20 Mx = 9.20 kN-mmy = 43.90 My = 6.96 kN-m

mex = 14.50 Mex = 17.69 kN-mmey = 18.40 Mey = 13.94 kN-m

Diseño a Flexión Simple ly0.50 m

fck = 25 MPa 1.00 mfy = 500 MPa h = 0.15 m

d = 0.13 m

lxAsx = #VALUE! m2 2.01 #VALUE!Asy = #VALUE! m2 2.01 #VALUE!

Asex = #VALUE! m2 3.83 #VALUE!Asey = #VALUE! m2 2.58 #VALUE!

e = k =D =

bapoyo =btramo =

2f8 2f82f8 2f8

2f10 2f122f8 2f10

MyMx

Mey

Mex

MyMx Mey

Mex

My

MxMey

Mex

MyMx

Mey

Mex5

.40

5.4

0

4.80 6.00

A

B

C

1 2 3

1 2

3 4


5. DISEÑO DE LOSA ARMADA EN 2 DIRECCIONES

LOSA Nº 2


lx = 5.4 m 1.11 1.14ly = 6.0 m K = 320.71 kN 0.29

mx = 34.10 Mx = 11.19 kN-mmy = 41.50 My = 9.20 kN-m


Diseño a Flexión Simple lx0.50 m

fck = 25 MPa 1.00 mfy = 500 MPa h = 0.15 m

d = 0.13 m

lyAsx = #VALUE! m2 2.58 #VALUE!Asy = #VALUE! m2 2.01 #VALUE!


LOSA Nº 3


lx = 4.8 m 1.13 1.15ly = 5.4 m K = 256.57 kN 0.28

mx = 33.20 Mx = 9.26 kN-mmy = 43.90 My = 7.01 kN-m


Diseño a Flexión Simple ly0.50 m

fck = 25 MPa 1.00 mfy = 500 MPa h = 0.15 m

d = 0.13 m

lxAsx = #VALUE! m2 2.01 #VALUE!Asy = #VALUE! m2 2.01 #VALUE!


e = k =D =

bapoyo =btramo =

2f8 2f102f8 2f8

2f12 2f122f10 2f12

e = k =D =

bapoyo =btramo =

2f8 2f82f8 2f8

2f10 2f122f8 2f10

MyMx

Mey

Mex

MyMx Mey

Mex

My

MxMey

Mex

MyMx

Mey

Mex5

.40

5.4

0

4.80 6.00

A

B

C

1 2 3

1 2

3 4

MyMx

Mey

Mex

MyMx Mey

Mex

My

MxMey

Mex

MyMx

Mey

Mex

5.4

05

.40

4.80 6.00

A

B

C

1 2 3

1 2

3 4


5. DISEÑO DE LOSA ARMADA EN 2 DIRECCIONES

LOSA Nº 4


lx = 5.4 m 1.11 1.15ly = 6.0 m K = 320.71 kN 0.28

mx = 34.10 Mx = 11.27 kN-mmy = 41.50 My = 9.26 kN-m


Diseño a Flexión Simple lx0.50 m

fck = 25 MPa 1.00 mfy = 500 MPa h = 0.15 m

d = 0.13 m

lyAsx = #VALUE! m2 2.58 #VALUE!Asy = #VALUE! m2 2.01 #VALUE!


e = k =D =

bapoyo =btramo =

2f8 2f102f8 2f8

2f12 2f122f10 2f12

MyMx

Mey

Mex

MyMx Mey

Mex

My

MxMey

Mex

MyMx

Mey

Mex

5.4

05

.40

4.80 6.00

A

B

C

1 2 3

1 2

3 4


6. DISEÑO DE VIGAS

EJE 3

Reaciones de Escalera Dimensiones EscaleraHa = 93.82 kN b = 1.30 mVa = 77.20 kN c = 0.30 mCa = -75.05 kN-m d = 1.25 m

Prediseñob = 0.30 mh = 0.50 m

d_h = 0.460 md_b = 0.260 m

puLosa= 9.90 kN/m2

gv = 5.06 kN/mqvA = 59.39 kN/m

qL = 26.73 kN/mqhA = 72.17 kN/mmcA = 57.73 kN-m

Una mejor aproximación para la carga vertical y el momento puntual se obtendrá distribuyéndolos en el ancho de la escalera.

En este eje se tienen las cargas de la escalera, teniéndose así 3 tipos de vigas que deben analizarse en los Sentidos Vertical y Horizontal: 1) viga de cubierta, 2) viga intermedia y, 3) viga de fundación.

AB C

DEF

b

a d

cb

5.4

05.4

0

4.80 6.00

A

B

C

1 2 3

1 2

3 4


6. DISEÑO DE VIGAS

EJE 3

Viga de Cubierta

Análisis en Sentido Vertical

Diseño a Flexión fck = 25 MPa b = 0.30 mfyk = 500 MPa d_h = 0.460 m

Mab = 39.01 kN-m As = #VALUE! cm2 2f16 4.02 #VALUE!Mb = -104.40 kN-m As = #VALUE! cm2 3f16 6.03 #VALUE!

Mbc = 118.38 kN-m As = #VALUE! cm2 3f16 6.03 #VALUE!#VALUE!

Diseño a Corte

Vab1 = 29.71 kN As/S = #VALUE! cm2/cm #VALUE!Vab2 = 64.29 kN As/S = #VALUE! cm2/cm #VALUE!Vbc1 = 91.97 kN As/S = #VALUE! cm2/cm #VALUE!

f6c/20f6c/20f6c/20

Se realizan 3 estados de carga: 1) tramos AB y BC desfavorable; 2) tramo AB favorable y tramo BC desfavorable; 3) tramo AB desfavorable y tramo BC favorable.La envolventes son las que se muestran en la figura.

AB C

AB C

"V"

Viga de Cubierta

Viga Intermedia

"V"

"V"

Viga de Fundación

29

,71

64

,29

91

,97

77

,92

24

,88 7

1,5

9

14

8,8

98

,04

2.12

2.01

1.92

2.32

29

,71

64

,29

91

,97

77

,92

2.12

2.01

AB C

qcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhAqcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

qcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhA

qcA

A B C

A B C

A B C

"M"

"M"

"M"

Viga de Cubierta

Viga Intermedia

Viga de Fundación

10

4,4

2.12

39

,01

2.01

11

8,3

8

1.92

29

,66

14

2,4

5

2.32

16

1,7

10

4,4

2.12

39

,01

2.01

11

8,3

8

Vbc2 = 77.92 kN As/S = #VALUE! cm2/cm #VALUE!


6. DISEÑO DE VIGAS

EJE 3

Viga de Cubierta

Análisis en Sentido HorizontalEn este caso solo existe e estado de cargas mostrado en la figura.

qhA = 72.17 kN/mmcA = 57.73 kN-m

Diseño a Flexión fck = 25 MPa b = 0.50 mfyk = 500 MPa d_b = 0.260 m

Mb = -38.25 kN-m As = #VALUE! cm2 2f16 4.02 #VALUE!Mbc = 86.64 kN-m As = #VALUE! cm2 3f16 6.03 #VALUE!

#VALUE!Diseño a Corte

Vab = 7.08 kN As/S = #VALUE! cm2/cm #VALUE!Vbc1 = 40.09 kN As/S = #VALUE! cm2/cm #VALUE!Vbc2 = 53.73 kN As/S = #VALUE! cm2/cm #VALUE!

f6c/20

f6c/20f6c/20f6c/20

mcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhA

mcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

mcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhAmcA

A B C

A B C

A B C "M"

"M"

"M"

Viga de Cubierta

Viga Intermedia

Viga de Fundación

Análisis Horizontal

1.9938,2

5

2.33

86,6

4138,4

4

84,4

9

5.40

5.40

1.99

38,2

5

86,6

4

5.40

A B C

A B C

A B C

"V"

Viga de Cubierta

Viga Intermedia

"V"

"V"

Viga de Fundación


7,0

8

40,0

97

,08

53,7

3

1.99

2.33

15,6

5

109

,47

78,1

8

15,6

5

7,0

8

40,0

97

,08

53,7

3

1.99


EJE 3

Viga Intermedia


Diseño a Flexión fck = 25 MPa b = 0.30 mfyk = 500 MPa d = 0.460 m



Diseño a Corte

Vab1 = 29.71 kN As/S = #VALUE! cm2/cm #VALUE!Vab2 = 64.29 kN As/S = #VALUE! cm2/cm #VALUE!Vbc1 = 91.97 kN As/S = #VALUE! cm2/cm #VALUE!

f6c/20f6c/20f6c/20


AB C

AB C

"V"

Viga de Cubierta

Viga Intermedia

"V"

"V"

Viga de Fundación

29

,71

64

,29

91

,97

77

,92

24

,88 7

1,5

9

14

8,8

98

,04

2.12

2.01

1.92

2.322

9,7

1

64

,29

91

,97

77

,92

2.12

2.01

AB C

qcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhAqcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

qcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhA

qcA

A B C

A B C

A B C

"M"

"M"

"M"

Viga de Cubierta

Viga Intermedia

Viga de Fundación

10

4,4

2.12

39

,01

2.01

11

8,3

8

1.92

29

,66

14

2,4

5

2.32

16

1,7

10

4,4

2.12

39

,01

2.01

11

8,3

8

Vbc2 = 77.92 kN As/S = #VALUE! cm2/cm #VALUE!


6. DISEÑO DE VIGAS

EJE 3

Viga Intermedia


qhA = 72.17 kN/mmcA = 57.73 kN-m

Diseño a Flexión fck = 25 MPa b = 0.3 mfyk = 500 MPa d = 0.46 m



Vab = 7.08 kN As/S = #VALUE! #VALUE!Vbc1 = 40.09 kN As/S = #VALUE! #VALUE!Vbc2 = 53.73 kN As/S = #VALUE! #VALUE!

f6c/20

f6c/20f6c/20f6c/20

mcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhA

mcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

mcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhAmcA

A B C

A B C

A B C "M"

"M"

"M"

Viga de Cubierta

Viga Intermedia

Viga de Fundación


1.99

38,2

5

2.33

86,6

4138

,44

84,4

9

5.40

5.40

1.99

38,2

5

86,6

4

5.40

A B C

A B C

A B C

"V"

Viga de Cubierta

Viga Intermedia

"V"

"V"

Viga de Fundación


7,0

8

40,0

97

,08

53,7

3

1.99

2.33

15,6

5

109

,47

78,1

8

15,6

5

7,0

8

40,0

97

,08

53,7

3

1.99


6. DISEÑO DE VIGAS

EJE 3

Viga de Fundación


Diseño a Flexión fck = 25 MPa b = 0.30 mfyk = 500 MPa d_h = 0.460 m



Diseño a Corte


AB C

AB C

"V"

Viga de Cubierta

Viga Intermedia

"V"

"V"

Viga de Fundación

29

,71

64

,29

91

,97

77

,92

24

,88 71

,59

14

8,8

98

,04

2.12

2.01

1.92

2.32

29

,71

64

,29

91

,97

77

,92

2.12

2.01

AB C

qcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhAqcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

qcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhA

qcA

A B C

A B C

A B C

"M"

"M"

"M"

Viga de Cubierta

Viga Intermedia

Viga de Fundación

10

4,4

2.12

39

,01

2.01

11

8,3

8

1.92

29

,66

14

2,4

52.32

16

1,7

10

4,4

2.123

9,0

12.01

11

8,3

8

Vab1 = 77.92 kN As/S = #VALUE! cm2/cm #VALUE!Vab2 = 91.97 kN As/S = #VALUE! cm2/cm #VALUE!Vbc1 = 64.29 kN As/S = #VALUE! cm2/cm #VALUE!Vbc2 = 29.71 kN As/S = #VALUE! cm2/cm #VALUE!


6. DISEÑO DE VIGAS

EJE 3

Viga de Fundación


qhA = 72.17 kN/mmcA = 57.73 kN-m

Diseño a Flexión fck = 25 MPa b = 0.50 mfyk = 500 MPa d_b = 0.26 m



Vab = 53.73 kN As/S = #VALUE! cm2/cm #VALUE!Vbc1 = 40.09 kN As/S = #VALUE! cm2/cm #VALUE!Vbc2 = 7.08 kN As/S = #VALUE! cm2/cm #VALUE!

f6c/20f6c/20f6c/20f6c/20

f6c/20f6c/20f6c/20

mcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.300.301.30

B C

1.25 1.25

5.405.40A

2.70 2.70

qhAmcA

AF

1.300.301.30

B C

1.25 1.25

5.405.40

qL

A

qvA

gv

qL

gv

2.70 2.70

1.30

0.301.30

B C

1.25

1.25

5.405.40A

2.70 2.70

qhA

qvA

qhA

mcA

A F

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

qL

A

qvA

gv

qL

gv

2.702.70

1.30 0.30 1.30

BC

1.251.25

5.40 5.40

A

2.702.70

qhAmcA

"V"

7,0

8

40

,09

7,0

8

53

,73

1.99

A B

C

"M"1.99

38,2

5

86,6

4 5.40

AB

C


7. DISEÑO DE COLUMNAS

Datos InicialesPeso propio de la Losa 2D gk = 5.1 kN/m^2 fcd = 1.333 kN/cm2Sobrecarga de Servicio qk = 2.0 kN/m^2 fyd = 34.783 kN/cm2Altura de la viga hv = 0.5 m 1.739 ‰Altura entre pisos hep = 3.15 m

Área de Influencia Mayor Datos de VigaColumna Central Aic = 29.16 m2 h = 0.5 mColumna Perimetral Aip = 14.58 m2 b = 0.3 mColumna Esquinera Aie = 8.10 m2 1.35 m

1.50 mCOLUMNAS CENTRALESPiso k h (m) Ac (cm2) h (cm) b(cm)

6 1.0 52.1 288.63 0.0 0.00 288.63 288.63 210.99 25 255 1.0 52.1 288.63 3.15 6.64 295.28 583.91 426.84 25 254 0.9 51.6 279.38 3.15 9.57 288.95 872.85 638.06 30 303 0.8 51.6 270.63 3.15 9.57 280.20 1153.05 842.88 30 302 0.7 51.1 261.37 3.15 13.02 274.40 1427.45 1043.46 35 351 0.7 50.6 260.87 9.65 52.11 312.98 1740.43 1272.25 40 40

Piso Ac (cm2) Obs. As (cm2) As1 As2 Diseño Estribos Esp. Patilla6 625 cumple 4.52 4.52 correcto 18 105 625 cumple 4.52 4.52 correcto 18 104 900 cumple 4.52 4.52 correcto 18 103 900 cumple 9.35 9.05 correcto 18 102 1225 cumple 7.28 7.67 correcto 15 101 1600 cumple 6.40 7.67 correcto 15 10

COLUMNAS PERIMETRALESPiso k h (m) Ac (cm2) h (cm) b(cm)

6 1.0 52.1 173.30 0.0 0.00 173.30 173.30 122.87 25 255 1.0 52.1 173.30 3.15 6.64 179.95 353.25 250.46 25 254 0.9 52.1 168.64 3.15 6.64 175.28 528.53 374.73 25 253 0.8 52.1 163.97 3.15 6.64 170.62 699.15 495.70 25 252 0.7 52.1 159.31 3.15 6.64 165.95 865.10 613.36 25 251 0.6 51.6 154.13 9.65 29.31 183.45 1048.55 743.42 30 30


COLUMNAS ESQUINERASPiso k h (m) Ac (cm2) h (cm) b(cm)

6 1.0 52.1 119.45 0.0 0.00 119.45 119.45 87.32 25 255 1.0 52.1 119.45 3.15 6.64 126.10 245.55 179.50 25 254 0.9 52.1 116.86 3.15 6.64 123.51 369.06 269.78 25 253 0.8 52.1 114.27 3.15 6.64 120.92 489.98 358.17 25 252 0.7 52.1 111.68 3.15 6.64 118.32 608.30 444.67 25 251 0.6 52.1 109.09 9.65 20.36 129.44 737.74 539.29 25 25

ey =

gg =gq =

Nuv (kN) Nup (kN) Pcol (kN)Nuac (kN) Nutot (kN)

Asreal

2f12 2f12 f82f12 2f12 f82f12 2f12 f84f12 4f12 f84f12 4f10 f84f12 4f10 f8


Asreal




7. DISEÑO DE COLUMNAS


Asreal


Ana Mejía

b(cm)

Patilla

b(cm)

Patilla

b(cm)

Ana Mejía

Patilla


6. FUNDACIONES

La profundidad de fundación (df) se aproxima con el tercio de la altura total de la estrcutura (H):H = 18.9 m df = 6.3 m

Se adopta: df = 6.5 m

Nd = 1740.43 kNNk = 1353.66 kN

Se supone: 180 kPaB = 2.74 m 0.40 m

Se adopta: B = 3.0 m

1er Criterio: v/2<h<2v v = 1.30 m 0.65 < h < 2.6 m

2do Criterio: h =B/4 h = 0.75 m

Se adopta: h = 0.75 m

Verificación de Tensiones

s = 150.41 kN/m2 < 180 kPa cumple

Solicitaciones y Diseño fck = 25 MPa b = 1.00 mfyk = 500 MPa d = 0.68 m

Sección 1 - 1: MomentoMd = 139.10 kN-m As = #VALUE! cm2/m

12.24 cm2/m 13.4 #VALUE!

Sección 2 - 2: Corte144.39 kN

Verificamos que el homrigón resista el esfuerzo cortante:Vcu = 214.15 kN > 144.39 kN cumple

sadmt =acol =

sadmt =

Asmin = f16c/15

Vd/2 =

Se tiene la carga última en la planta baja (Nd), a esta se la divide entre el coeficiente de mayoración para obtener la carga característica Nk que será incrementada en 5% para una aproximación del peso propio de la zapata:


PLANILLA DE ACEROS

ESCALERAPos f Nº Lc/u (m) Pc/u (kg/m) Peso (kg)

1 12 12 4.105 0.89 43.842 10 36 4.105 0.62 91.623 12 12 4.965 0.89 53.034 10 36 4.965 0.62 110.825 8 126 2.948 0.40 148.586 10 48 0.900 0.62 26.787 10 48 1.820 0.62 54.168 8 108 2.990 0.40 129.179 10 12 1.250 0.62 9.30

10 12 10 4.870 0.89 43.3411 10 30 4.870 0.62 90.5812 12 10 4.110 0.89 36.5813 10 30 4.110 0.62 76.4514 10 48 1.855 0.62 55.2015 10 40 1.000 0.62 24.8016 12 2 5.230 0.89 9.3117 10 6 5.230 0.62 19.4618 12 2 4.010 0.89 7.1419 10 6 4.010 0.62 14.9220 10 8 0.755 0.62 3.74

TOTAL 1048.82

escalera lanzada_cálculos

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