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• Ever Anca

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PLANO DE PLANTA

5.00 25.00

2.50

5.00 2.00

1

4.00

5.00

4

7

10

5

8

11

9

12

4.00 2

4.00

6

3

2.00

A

B

Concreto: Acero= Vigas

C

Datos del Plano: f´c= fy= X-X Y-Y

210 4200 30*50 30*40

Columnas= h.losa= 0.2 cm Escalera Modulo Independiente Otros Datos= Uso= Vivienda Unifamiliar Ubicación= Chiclayo Suelo = Flexible Cargas= Muro Perimetral= 1800 e= 0.13 altura= 2.5 Peso= 585

Predimensionamiento de Columnas y Vigas 1. Columnas Areas de Influencia

Nombre A1 A2 A3 A4 A5 A6 A7 A8 A9 A10 A11 A12 A13 A14 A15 A16 A17 A18

Area 5.00 10.00 5.00 10.00 20.00 10.00 10.00 20.00 10.00 10.00 20.00 10.00 10.00 20.00 10.00 5.00 10.00 5.00 200.00

Area= 25x8 m 200.00

Carga P en las columnas Columna C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18

P1= P2= P3= P4= P5= P6= P7= P8= P9= P10= P11= P12= P13= P14= P15= P16= P17= P18=

Carg (kg) 20000.00 40000.00 20000.00 40000.00 80000.00 40000.00 40000.00 80000.00 40000.00 40000.00 80000.00 40000.00 40000.00 80000.00 40000.00 20000.00 40000.00 20000.00

Dimensión de columnas COLUMNA ESQUINA : C1

Factor = A COL. =

COLUMNA CUADRADA C3

A COL. =

COLUMNA CUADRADA C16

A COL. =

COLUMNA CUADRADA C18

A COL. =

COLUMNA CUADRADA COLUMNA EXTERIOR : C2

Factor =

A COL. =

COLUMNA CUADRADA C4

A COL. =

COLUMNA CUADRADA C6

A COL. =

COLUMNA CUADRADA C7

A COL. =

COLUMNA CUADRADA C9

A COL. =

COLUMNA CUADRADA C10

A COL. =

COLUMNA CUADRADA C12

A COL. =

COLUMNA CUADRADA C14

A COL. =

COLUMNA CUADRADA C15

A COL. =

COLUMNA CUADRADA C17

A COL. =

COLUMNA CUADRADA COLUMNA INTERIOR :

Factor =

C5

A COL. =

COLUMNA CUADRADA C8

A COL. =

COLUMNA CUADRADA C11

A COL. =

COLUMNA CUADRADA C14

A COL. =

COLUMNA CUADRADA

Dimension de las Columnas 2.Vigas a) Vigas principales, h=L/10, b=h/2 usualmente b=30 cm

h= 0.50 b= 0.3 VP=30x50 cm2 b) Vigas secundarias, h=L/10, b=h/2 usualmente b=30 cm

h= 0.40 b= 0.3 VS=30x40 cm2

40x40

O DE PLANTA

25.00

m 5.00

5.00

5.00 1 16

13

10

2 11

14

17

18

12

15

D

3

E

8.00

F

3.00

kg/cm2 kg/cm2 cm cm

3.00

3.00

kg/m3 m m kg/m

4.00

4.00

4.00

a= 25x8 m

P = 1000*A*n Tipo de columna Esquina Externa Esquina Externa Interna Esquina Externa Interna Externa Externa Interna Externa Externa Interna Externa Esquina Externa Esquina

n=N° de pisos

4

A = (factor de columna*P) /100 3.57 714

cm2 L = 30 x30 cm

714

cm2 L = 30 x 30 cm cm2 L = 30 x30 cm

26.72

26.72 714 26.72 714

cm2 L = 30 x 30 cm

960

cm2 L = 35 x 35 cm

960

cm2 L = 35 x 35 cm

960

cm2 L = 35 x 35 cm cm2 L = 35 x 35 cm

26.72 2.4

30.98

30.98

30.98 960 30.98 960

cm2 L = 35 x 35 cm

960

cm2 L = 35 x 35 cm cm2 L = 35 x 35 cm

30.98

30.98 960 30.98 960 30.98 960 30.98 960 30.98 1.75

cm2 L = 35 x 35 cm cm2 L = 35 x 35 cm cm2 L = 35 x 35 cm

1400 37.42 1400 37.42 1400 37.42 1400 37.42

L=Luz libre =

5.00

h

b L=Luz libre =

4.00

cm2 L = 40 x 40 cm2 L = 40 x 40 cm2 L = 40 x 40 cm2 L = 40 x 40

cm cm cm cm

DISEÑO DE PLATEA DE CIMENTACION DE SEMISOTANO Col

Pm

Pv

Mmx

Mmy

Mvx

Mvy

Msx

1

9.100

0.400

3.600

-0.700

0.200

-0.100

2.500

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31

9.100 10.700 10.700 9.300 7.200 7.000 19.810 23.100 23.400 17.600 23.500 23.500 23.960 17.600 15.650 15.650 23.500 23.500 23.960 17.600 19.810 23.100 23.400 17.600 9.300 7.200 7.000 10.700 10.700 9.100

0.400 1.200 1.200 0.700 0.900 -0.100 5.900 6.200 4.200 3.700 6.000 6.000 6.100 10.700 1.500 1.500 6.000 6.000 6.100 10.700 5.900 6.200 4.200 3.700 0.700 0.900 -0.100 1.200 1.200 0.400

3.600 0.280 0.280 -0.160 0.010 0.200 -0.044 0.043 0.800 0.180 0.230 0.230 0.190 0.180 13.200 13.200 0.230 0.230 0.190 0.180 -0.044 0.043 0.800 0.180 -0.160 0.010 0.200 0.280 0.280 3.600

-0.700 -0.110 -0.110 -8.040 6.200 1.000 -1.100 -0.300 -1.600 -0.058 -0.970 -0.970 -0.070 -0.058 -19.000 -19.000 -0.970 -0.970 -0.070 -0.058 -1.100 -0.300 -1.600 -0.058 -8.040 6.200 1.000 -0.110 -0.110 -0.700

0.200 0.015 0.015 -0.020 -0.030 0.010 -0.006 0.015 0.300 0.190 0.056 0.056 0.040 0.100 2.300 2.300 0.056 0.056 0.040 0.100 -0.006 0.015 0.300 0.190 -0.020 -0.030 0.010 0.015 0.015 0.200

-0.100 -0.020 -0.020 -1.700 1.000 -0.130 -0.400 -0.180 -0.500 0.700 -0.830 -0.830 0.200 -0.050 -2.700 -2.700 -0.830 -0.830 0.200 -0.050 -0.400 -0.180 -0.500 0.700 -1.700 1.000 -0.130 -0.020 -0.020 -0.100

2.500 -5.700 -5.700 -9.320 -7.000 -9.120 -6.170 6.030 -7.700 -4.200 11.020 11.020 4.700 -4.200 -549.000 -549.000 11.020 11.020 4.700 -4.200 -6.170 6.030 -7.700 -4.200 -9.320 -7.000 -9.120 -5.700 -5.700 2.500

32

9.100

0.400

3.600

-0.700

0.200

-0.100

2.500

Msy 3.800 3.800 1.380 1.380 32.000 -2.500 -4.600 -0.200 2.170 13.700 0.700 4.000 4.000 1.600 0.700 207.000 207.000 4.000 4.000 1.600 0.700 -0.200 2.170 13.700 0.700 32.000 -2.500 -4.600 1.380 1.380 3.800

3.800

1

2

3

A

4

5

A

B

C

D

Datos.-

σadm = f'c = K30 =

COL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

Pm 9.10 9.10 10.70 10.70 9.30 7.20 7.00 19.81 23.10 23.40 17.60 23.50 23.50 23.96 17.60 15.65 15.65 23.50 23.50 23.96 17.60

0.85 210 5 5000

kg/cm2 kg/cm2 kg/cm3

Pv 0.40 0.40 1.20 1.20 0.70 0.90 -0.10 5.90 6.20 4.20 3.70 6.00 6.00 6.10 10.70 1.50 1.50 6.00 6.00 6.10 10.70

Mmx 3.60 3.60 0.28 0.28 -0.16 0.01 0.20 -0.04 0.04 0.80 0.18 0.23 0.23 0.19 0.18 13.20 13.20 0.23 0.23 0.19 0.18

σneto= t= E=

Mvx 0.20 0.20 0.02 0.02 -0.02 -0.03 0.01 -0.01 0.02 0.30 0.19 0.06 0.06 0.04 0.10 2.30 2.30 0.06 0.06 0.04 0.10

0.75 0.6 217370.65119

Mmy -0.70 -0.70 -0.11 -0.11 -8.04 6.20 1.00 -1.10 -0.30 -1.60 -0.06 -0.97 -0.97 -0.07 -0.06 -19.00 -19.00 -0.97 -0.97 -0.07 -0.06

Mvy -0.10 -0.10 -0.02 -0.02 -1.70 1.00 -0.13 -0.40 -0.18 -0.50 0.70 -0.83 -0.83 0.20 -0.05 -2.70 -2.70 -0.83 -0.83 0.20 -0.05

22 23 24 25 26 27 28 29 30 31 32

19.81 23.10 23.40 17.60 9.30 7.20 7.00 10.70 10.70 9.10 9.10 502.44

5.90 6.20 4.20 3.70 0.70 0.90 -0.10 1.20 1.20 0.40 0.40 110.00

-0.04 0.04 0.80 0.18 -0.16 0.01 0.20 0.28 0.28 3.60 3.60

-0.01 0.02 0.30 0.19 -0.02 -0.03 0.01 0.02 0.02 0.20 0.20

-1.10 -0.30 -1.60 -0.06 -8.04 6.20 1.00 -0.11 -0.11 -0.70 -0.70

52.52

-0.40 -0.18 -0.50 0.70 -1.70 1.00 -0.13 -0.02 -0.02 -0.10 -0.10 -64.49

ANALISIS X-X Franja

l (m) A-5 A-6 B-3 B-4 B-5 B-6 B-7 B-8 C-1 C-2 C-3 C-4 C-5 C-6 C-7 C-8 C-9

b (m) 2.37 2.37 2.40 4.30 5.90 5.90 4.30 2.40 2.30 4.60 4.40 4.31 5.90 5.90 4.31 4.40 4.60

n 2.50 2.50 4.60 4.60 4.60 4.60 4.60 4.60 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50

0.95 0.95 0.52 0.93 1.28 1.28 0.93 0.52 0.92 1.84 1.76 0.58 2.36 2.36 1.72 1.76 1.84

K (Tn/m3) 610.97 610.97 425.72 333.67 302.14 302.14 333.67 425.72 617.39 508.70 513.64 744.80 484.75 484.75 516.01 513.64 508.70

IYY (m4) 0.043 0.043 0.043 0.077 0.106 0.106 0.077 0.043 0.041 0.083 0.079 0.078 0.106 0.106 0.078 0.079 0.083

λ (m-1) 0.45 0.45 0.48 0.39 0.35 0.35 0.39 0.48 0.46 0.36 0.37 0.41 0.34 0.34 0.37 0.37 0.36

C-10 D-1 D -2 D -3 D-4 D -5 D -6 D -7 D-8 D -9 D -10 E -4 E -5 E- 6 E- 7

2.30 2.30 4.60 4.40 4.30 5.90 5.90 4.30 4.40 4.60 2.30 2.40 5.90 5.90 5.90

2.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 3.20 3.20 3.20 3.20

0.92 0.51 1.02 0.98 0.96 1.31 1.31 0.96 0.98 1.02 0.51 0.75 1.84 1.84 1.84

617.39 439.61 330.92 335.86 338.50 306.97 306.97 338.50 335.86 330.92 439.61 520.83 397.25 397.25 397.25

0.041 0.041 0.083 0.079 0.077 0.106 0.106 0.077 0.079 0.083 0.041 0.043 0.106 0.106 0.106

0.46 0.48 0.38 0.38 0.39 0.35 0.35 0.39 0.38 0.38 0.48 0.46 0.34 0.34 0.34

0.95 0.95 0.52 0.93 1.28 1.28 0.93 0.52 0.92 1.84 1.76 1.72 2.36 2.36

K (Tn/m3) 644.48 644.48 815.97 356.95 235.56 235.56 356.95 815.97 671.08 276.47 291.84 299.31 205.40 205.40

IYY (m4) 0.043 0.043 0.043 0.077 0.106 0.106 0.077 0.043 0.041 0.083 0.079 0.078 0.106 0.106

λ (m-1) 0.45 0.45 0.48 0.39 0.35 0.35 0.39 0.48 0.46 0.36 0.37 0.37 0.34 0.34

ANALISIS Y-Y Franja

l (m) A-5 A-6 B-3 B-4 B-5 B-6 B-7 B-8 C-1 C-2 C-3 C-4 C-5 C-6

b (m) 2.50 2.50 4.60 4.60 4.60 4.60 4.60 4.60 2.50 2.50 2.50 2.50 2.50 2.50

n 2.37 2.37 2.40 4.30 5.90 5.90 4.30 2.40 2.30 4.60 4.40 4.31 5.90 5.90

C-7 C-8 C-9 C-10 D-1 D -2 D -3 D-4 D -5 D -6 D -7 D-8 D -9 D -10 E -4 E -5 E- 6 E- 7

2.50 2.50 2.50 2.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 3.20 3.20 3.20 3.20

4.31 4.40 4.60 2.30 2.30 4.60 4.40 4.30 5.90 5.90 4.30 4.40 4.60 2.30 2.40 5.90 5.90 5.90

1.72 1.76 1.84 0.92 0.51 1.02 0.98 0.96 1.31 1.31 0.96 0.98 1.02 0.51 0.75 1.84 1.84 1.84

299.31 291.84 276.47 671.08 860.11 323.72 343.49 354.25 234.13 234.13 354.25 343.49 323.72 860.11 694.44 215.46 215.46 215.46

0.078 0.079 0.083 0.041 0.041 0.083 0.079 0.077 0.106 0.106 0.077 0.079 0.083 0.041 0.043 0.106 0.106 0.106

0.37 0.37 0.36 0.46 0.48 0.38 0.38 0.39 0.35 0.35 0.39 0.38 0.38 0.48 0.46 0.34 0.34 0.34

DISEÑO DE PLATEA

ANALISIS POR CARGA DE SERVICIO

PARA X

PARA Y

COL

PS

Dist. Al pto D

Ps*X

Mmx+ Mvx

Dist. Al pto D

Ps*Y

1

9.50 9.50 11.90 11.90 10.00 8.10 6.90

15.51 15.51 8.90 8.90 4.50 4.50 4.50

147.35 147.35 105.91 105.91 45.00 36.45 31.05

3.80 3.80 0.30 0.30 -0.18 -0.02 0.21

9.00 4.50 9.00 4.50 13.50 9.00 4.50

85.50 42.75 107.10 53.55 135.00 72.90 31.05

2 3 4 5 6 7

25.71 29.30 27.60 21.30 29.50 29.50 30.06 28.30 17.15 17.15 29.50 29.50 30.06 28.30 25.71 29.30 27.60 21.30 10.00 8.10 6.90 11.90 11.90 9.50 9.50 612.44

8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

XCr= YCr= ex = Xcr - Xcg ey = Ycr - Ycg

-8.07 8.19 -15.97 0.39

0.00 0.00 0.00 0.00 -4.20 -4.20 -4.20 -4.20 -5.20 -11.90 -11.90 -11.90 -11.90 -10.90 -16.10 -16.10 -16.10 -16.10 -20.60 -20.60 -20.60 -25.00 -25.00 -29.50 -29.50

0.00 0.00 0.00 0.00 -123.90 -123.90 -126.25 -118.86 -89.18 -204.09 -351.05 -351.05 -357.71 -308.47 -413.93 -471.73 -444.36 -342.93 -206.00 -166.86 -142.14 -297.50 -297.50 -280.25 -280.25 -4878.90

Xcg= Ycg= Iy= Ix=

-0.05 0.06 1.10 0.37 0.29 0.29 0.23 0.28 15.50 15.50 0.29 0.29 0.23 0.28 -0.05 0.06 1.10 0.37 -0.18 -0.02 0.21 0.30 0.30 3.80 3.80 52.52

7.90 7.80 76840.73 44500.60

13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 13.50 9.00 4.50 0.00 13.50 9.00 4.50 9.00 4.50 9.00 4.50

347.09 263.70 124.20 0.00 533.95 398.25 270.54 127.35 0.00 310.42 398.25 265.50 135.27 0.00 347.09 263.70 124.20 0.00 135.00 72.90 31.05 107.10 53.55 85.50 42.75 4965.20

Medida de Platea 7.9 area 7.8

Momentos de transporte My= -9781.67 Mx= 240.68 COL

P/A

X

My(X)/Iy

Y

Mx(Y)/Ix

q [tn/m2]

1

1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31

-21.39 -21.39 -16.80 -16.80 -12.40 -12.40 -12.40 -7.90 -7.90 -7.90 -7.90 -3.74 -3.74 -3.74 -3.74 -3.74 3.95 3.95 3.95 3.95 3.95 8.15 8.15 8.15 8.15 12.65 12.65 12.65 17.10

2.72 2.72 2.14 2.14 1.58 1.58 1.58 1.01 1.01 1.01 1.01 0.48 0.48 0.48 0.48 0.48 -0.50 -0.50 -0.50 -0.50 -0.50 -1.04 -1.04 -1.04 -1.04 -1.61 -1.61 -1.61 -2.18

1.20 -3.20 1.20 -3.20 5.70 1.20 -3.20 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 1.20

0.01 -0.02 0.01 -0.02 0.03 0.01 -0.02 0.03 0.01 -0.02 -0.04 0.06 0.03 0.01 -0.02 -0.04 0.06 0.03 0.01 -0.02 -0.04 0.03 0.01 -0.02 -0.04 0.03 0.01 -0.02 0.01

4.04 4.02 3.46 3.43 2.92 2.90 2.87 2.35 2.32 2.30 2.27 1.84 1.82 1.79 1.77 1.74 0.86 0.84 0.81 0.79 0.77 0.30 0.28 0.26 0.23 -0.27 -0.29 -0.32 -0.86

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

30 31 32

1.31 1.31 1.31

17.10 21.60 21.60

-2.18 -2.75 -2.75

-3.20 1.20 -3.20

-0.02 0.01 -0.02

-0.88 -1.43 -1.46

Analisis por Cargas de Servicio + Sismo

Col

Ps = PD+PL

Dist. al Pto D

Pu*dx

MDx + MLx

My -Sx

Dist. al Pto D

1

9.50 9.50 11.90 11.90 10.00 8.10 6.90 25.71 29.30 27.60 21.30 29.50 29.50 30.06 28.30 17.15 17.15 29.50 29.50 30.06 28.30 25.71 29.30 27.60

15.51 15.51 8.90 8.90 4.50 4.50 4.50 0.00 0.00 0.00 0.00 -4.20 -4.20 -4.20 -4.20 -5.20 -11.90 -11.90 -11.90 -11.90 -10.90 -16.10 -16.10 -16.10

147.35 147.35 105.91 105.91 45.00 36.45 31.05 0.00 0.00 0.00 0.00 -123.90 -123.90 -126.25 -118.86 -89.18 -204.09 -351.05 -351.05 -357.71 -308.47 -413.93 -471.73 -444.36

3.80 3.80 0.30 0.30 -0.18 -0.02 0.21 -0.05 0.06 1.10 0.37 0.29 0.29 0.23 0.28 15.50 15.50 0.29 0.29 0.23 0.28 -0.05 0.06 1.10

1.60 1.60 -3.65 -3.65 -5.96 -4.48 -5.84 -3.95 3.86 -4.93 -2.69 7.05 7.05 3.01 -2.69 -351.36 -351.36 7.05 7.05 3.01 -2.69 -3.95 3.86 -4.93

9.00 4.50 9.00 4.50 13.50 9.00 4.50 13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 13.50 9.00 4.50

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

21.30 10.00 8.10 6.90 11.90 11.90 9.50 9.50 612.44

25 26 27 28 29 30 31 32

Para Sismo XX MSX-sx MSY-sx Msx Msy Xcr = Ycr =

-16.10 -20.60 -20.60 -20.60 -25.00 -25.00 -29.50 -29.50

0.00 -730.04 52.52 -64.49

1 2 3 4 5 6

0.37 -0.18 -0.02 0.21 0.30 0.30 3.80 3.80 52.52

-2.69 -5.96 -4.48 -5.84 -3.65 -3.65 1.60 1.60 -730.04

Medida de Platea area Xcg Ycg Iy Ix

-9.26 8.19

ex = Xcr - Xcg -17.61 ey = Ycr - Ycg -0.54 Momentos de transporte My -10787.30 Mx -328.89

Col

-342.93 -206.00 -166.86 -142.14 -297.50 -297.50 -280.25 -280.25 -4878.90

X-X q tn/m2= q (kg/cm2)= OBS.

0.00 13.50 9.00 4.50 9.00 4.50 9.00 4.50

467.43 8.35 8.73 76840.73 44500.60

-1.74 -0.17 Ok

Y-Y q tn/m2= q (kg/cm2)= OBS.

1.24 0.12 Ok

P/A

X

My(X)/Iy

Y

Mx(Y)/Ix

q [tn/m2]

1.31 1.31 1.31 1.31 1.31 1.31

-21.39 -21.39 -16.80 -16.80 -12.40 -12.40

3.00 3.00 2.36 2.36 1.74 1.74

1.20 -3.20 1.20 -3.20 5.70 1.20

-0.01 0.02 -0.01 0.02 -0.04 -0.01

4.30 4.34 3.66 3.69 3.01 3.04

7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31

-12.40 -7.90 -7.90 -7.90 -7.90 -3.74 -3.74 -3.74 -3.74 -3.74 3.95 3.95 3.95 3.95 3.95 8.15 8.15 8.15 8.15 12.65 12.65 12.65 17.10 17.10 21.60 21.60

1.74 1.11 1.11 1.11 1.11 0.53 0.53 0.53 0.53 0.53 -0.55 -0.55 -0.55 -0.55 -0.55 -1.14 -1.14 -1.14 -1.14 -1.78 -1.78 -1.78 -2.40 -2.40 -3.03 -3.03

-3.20 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 1.20 -3.20 1.20 -3.20

0.02 -0.04 -0.01 0.02 0.06 -0.08 -0.04 -0.01 0.02 0.06 -0.08 -0.04 -0.01 0.02 0.06 -0.04 -0.01 0.02 0.06 -0.04 -0.01 0.02 -0.01 0.02 -0.01 0.02

3.07 2.38 2.41 2.44 2.48 1.76 1.79 1.83 1.86 1.89 0.68 0.71 0.75 0.78 0.81 0.12 0.16 0.19 0.22 -0.51 -0.47 -0.44 -1.10 -1.07 -1.73 -1.70

Analisis por Cargas Ultima Col

Pu

Dist. al Pto D

Pu*dx

MDx + MLx

Dist. al Pto D

Pu*dy

1

13.42

15.51

208.14

3.80

9.00

120.78

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

13.42 17.02 17.02 14.21 11.61 9.63 37.76 42.88 39.90 30.93 43.10 43.10 43.91 42.83 24.46 24.46 43.10 43.10 43.91 42.83 37.76 42.88 39.90 30.93 14.21 11.61 9.63 17.02 17.02 13.42 13.42 890.42

15.51 8.90 8.90 4.50 4.50 4.50 0.00 0.00 0.00 0.00 -4.20 -4.20 -4.20 -4.20 -5.20 -11.90 -11.90 -11.90 -11.90 -10.90 -16.10 -16.10 -16.10 -16.10 -20.60 -20.60 -20.60 -25.00 -25.00 -29.50 -29.50

208.14 151.48 151.48 63.95 52.25 43.34 0.00 0.00 0.00 0.00 -181.02 -181.02 -184.44 -179.89 -127.19 -291.07 -512.89 -512.89 -522.58 -466.85 -608.00 -690.37 -642.39 -497.97 -292.73 -239.17 -198.38 -425.50 -425.50 -395.89 -395.89 -7092.85

3.80 0.30 0.30 -0.18 -0.02 0.21 -0.05 0.06 1.10 0.37 0.29 0.29 0.23 0.28 15.50 15.50 0.29 0.29 0.23 0.28 -0.05 0.06 1.10 0.37 -0.18 -0.02 0.21 0.30 0.30 3.80 3.80 52.52

4.50 9.00 4.50 13.50 9.00 4.50 13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 18.10 13.50 9.00 4.50 0.00 13.50 9.00 4.50 0.00 13.50 9.00 4.50 9.00 4.50 9.00 4.50

60.39 153.18 76.59 191.84 104.49 43.34 509.81 385.92 179.55 0.00 780.11 581.85 395.23 192.74 0.00 442.73 581.85 387.90 197.61 0.00 509.81 385.92 179.55 0.00 191.84 104.49 43.34 153.18 76.59 120.78 60.39 7211.78

XCr= YCr=

-8.04 8.16

Xcg= Ycg= Iy= Ix=

ex = Xcr - Xcg -16.39 ey = Ycr - Ycg 8.16 Momentos de transporte My= -14592.31 Mx= 7264.30

8.35 8.73 76840.73 44500.60

Medida de Platea AREA

COL

P/A

X

My(X)/Iy

Y

Mx(Y)/Ix

q [tn/m2]

1

0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19

-21.39 -21.39 -16.80 -16.80 -12.40 -12.40 -12.40 -7.90 -7.90 -7.90 -7.90 -3.74 -3.74 -3.74 -3.74 -3.74 3.95 3.95 3.95 3.95 3.95 8.15

4.06 4.06 3.19 3.19 2.35 2.35 2.35 1.50 1.50 1.50 1.50 0.71 0.71 0.71 0.71 0.71 -0.75 -0.75 -0.75 -0.75 -0.75 -1.55

1.20 -3.20 1.20 -3.20 5.70 1.20 -3.20 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 5.70

0.20 -0.52 0.20 -0.52 0.93 0.20 -0.52 0.93 0.20 -0.52 -1.27 1.68 0.93 0.20 -0.52 -1.27 1.68 0.93 0.20 -0.52 -1.27 0.93

4.45 3.73 3.58 2.86 3.48 2.74 2.02 2.62 1.89 1.17 0.42 2.58 1.83 1.10 0.38 -0.37 1.12 0.37 -0.36 -1.08 -1.83 -0.43

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22

23 24 25 26 27 28 29 30 31 32

0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19

8.15 8.15 8.15 12.65 12.65 12.65 17.10 17.10 21.60 21.60

-1.55 -1.55 -1.55 -2.40 -2.40 -2.40 -3.25 -3.25 -4.10 -4.10

Verificacion por punzonado

t (asumido): recubrimiento: d: Factor CM: Factor CV: Capacidad Adm.: factor de reduc. De cortante: f´c: Ec: Coeficiente de Balastro:

60.00 8.00 52.00 1.40 1.70 0.80 0.85 210.00 217370.65 5.00

Factor alfa α para columna: fCol. central: fCol. Borde lat: fCol. esquina:

cm cm cm

kg/cm2 kg/cm2 kg/cm2 kg/cm3

40 30 20 Dimensiones

1.20 -3.20 -7.78 5.70 1.20 -3.20 1.20 -3.20 1.20 -3.20

0.20 -0.52 -1.27 0.93 0.20 -0.52 0.20 -0.52 0.20 -0.52

-1.16 -1.88 -2.63 -1.28 -2.02 -2.73 -2.86 -3.58 -3.72 -4.43

COL

a

b

α

PM

Pv

d/2

1

50.00 50.00 50.00 50.00 50.00 50.00 75.00 75.00 75.00 75.00 130.00 50.00 75.00 75.00 75.00 190.00 50.00 75.00 75.00 75.00 190.00 75.00 75.00 75.00 130.00 50.00 50.00 75.00 50.00 50.00 50.00 50.00

50.00 50.00 25.00 25.00 50.00 75.00 25.00 25.00 25.00 25.00 80.00 50.00 25.00 25.00 25.00 290.00 50.00 25.00 25.00 25.00 290.00 25.00 25.00 25.00 80.00 50.00 75.00 25.00 25.00 25.00 50.00 50.00

20.00 20.00 30.00 30.00 20.00 30.00 30.00 30.00 40.00 20.00 20.00 20.00 20.00 40.00 20.00 30.00 20.00 20.00 40.00 20.00 30.00 30.00 40.00 20.00 20.00 20.00 30.00 30.00 30.00 30.00 20.00 20.00

9.10 9.10 10.70 10.70 9.30 7.20 7.00 19.81 23.10 23.40 17.60 23.50 23.50 23.96 17.60 15.65 15.65 23.50 23.50 23.96 17.60 19.81 23.10 23.40 17.60 9.30 7.20 7.00 10.70 10.70 9.10 9.10

0.40 0.40 1.20 1.20 0.70 0.90 -0.10 5.90 6.20 4.20 3.70 6.00 6.00 6.10 10.70 1.50 1.50 6.00 6.00 6.10 10.70 5.90 6.20 4.20 3.70 0.70 0.90 -0.10 1.20 1.20 0.40 0.40

26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

CALCULAMOS PRESIONES EN CADA = PS/A +/- MxY/Ix +/- MyX/Iy 0.1310 0.1311 0.1310 0.1310

Q 1 2 3 4

1

s/c =350 kg/m2

Df = 1.8 m h = 0.55 m

q actuante : debido a piso superior : debido a falso piso + contrapiso debido al relleno debido a la losa debido a la tabiqueria

arenilla / afirmado LOSA

0.1311 0.0345 0.023 0.036 0.01 0.1035 0.0350 0.1385 0.1311 0.2696

kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 + kg/cm2

CALCULO DE qu CON CARGAS ULTIMAS Donde :

Mx = My = Ix= Iy= PUNTO 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Pu = A= Pu . ey = Pu . ex = Lx . Ly3/12 = Ly . Lx3/12 =

890.42 4677.43 7264.30 -14592.31 44500.60 76840.73

tn m2 kg-m kg-m m4 m4

x (cm)

y (cm)

q (kg/cm2)

-21.39 -21.39 -16.80 -16.80 -12.40 -12.40 -12.40 -7.90 -7.90 -7.90 -7.90 -3.74 -3.74 -3.74 -3.74 -3.74 3.95 3.95

1.20 -3.20 1.20 -3.20 5.70 1.20 -3.20 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 10.30 5.70

0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019

19 20 21 22 23 24 25 26 27 28 29 30 31 32

FRANJA A B C D E 1 2 3 4 5 6 7 8 9 10

3.95 3.95 3.95 8.15 8.15 8.15 8.15 12.65 12.65 12.65 17.10 17.10 21.60 21.60

1.20 -3.20 -7.78 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 1.20 -3.20 1.20 -3.20

0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019

Momentos (kg-cm/cm de ancho) qpm (tn/m) PUNTOS l máx (m) 1/8 q' l2 0.192 8.18 1.61 [(12)+(17)]/2 0.191 [(5)+(8)+(13)+(18)+(22)+(26)/68.18 1.60 0.191 8.18 1.59 [(1)+(3)+(6)+(9)+(14)+(19)+(23)+(27)+(29)+(31)]/10 0.190 8.18 1.59 [(2)+(4)+(7)+(10)+(15)+(20)+(24)+(28)+(30)+(32)]/10 0.189 8.18 1.58 [(11)+(16)+(21)+(25)]/4 0.194 4.60 0.51 [(1)+(2)]/2 0.193 4.60 0.51 [(3)+(4)]/2 0.193 4.60 0.51 [(5)+(6)+(7)]/3 0.192 4.60 0.51 [(8)+(9)+(10)+(11)]/4 0.191 [(12)+(13)(14)+(15)+(16)]/5 4.60 0.51 0.190 [(17)+(18)+(19)+(20)+(21)]/5 4.60 0.50 0.189 4.60 0.50 [(22)+(23)+(24)+(25)]/4 0.188 4.60 0.50 [(26)+(27)+(28)]/3 0.187 4.60 0.49 [(29)+(30)]/2 0.186 4.60 0.49 [(31)+(32)]/2

1/10 q' l2 1.28 1.28 1.27 1.27 1.27 0.41 0.41 0.41 0.41 0.40 0.40 0.40 0.40 0.40 0.39

1/16 q' l2 0.80 0.80 0.80 0.79 0.79 0.26 0.26 0.26 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Para momentos flectores de 2 tramos: 1/8 q' l2

1/8 q' l2

1/10 q' l2

Diseño por flexión.Verificación de altura de platea: fs = 0.4 Fy = 1680 fc = 0.45 f'c = 94.5 21000000 n = Es /Ec = 217371 k= 0.845

tdiseño =

60.00

Kg/cm2 Kg/cm2

j = 1- k/3 K = 0.5fc.k.j b Mmáx

= 96.61

dmín =

cm

tdiseño ≥ tmín OK

Cálculo de acero: Datos.-

= = = =

Recub = tmín =

0.718 28.67 100.00 160611.34 7.48 8.00 15.48

ø flexión fy β f'c

= = = =

0.9 4200 kg/cm2 0.85 210 kg/cm2

0.8 0.85

As = As =

0.0018 x b x h 10.80 cm2

ANÁLISIS POR FRANJAS (A,B,C) Mu máx (tn.m)

Ancho b (cm)

Alto h (cm)

Recub. (cm)

d (cm)

a (cm)

1.61 1.28

100 100

60 60

8 8

52 52

0.147 0.118

1/9 (-) 1/10 (+)

1.43 1.28

100 100

60 60

8 8

52 52

0.131 0.117

1/16 (+)

0.80

100

60

8

52

0.073

1/9 (-) 1/10 (+)

1.42 1.27

100 100

60 60

8 8

52 52

0.130 0.117

1/16 (+)

0.80

100

60

8

52

0.073

1/9 (-) 1/10 (+)

1.41 1.27

100 100

60 60

8 8

52 52

0.129 0.116

1/16 (+)

1.27

100

60

8

52

0.116

1.41

100

60

8

52

0.129

COEF. MOMENTO FRANJA A 1/8 (-) 1/10 (+) FRANJA B

FRANJA C

FRANJA D

FRANJA E 1/9 (-)

1/10 (+)

1.27

100

60

8

52

0.116

1/16 (+)

1.27

100

60

8

52

0.116

ANÁLISIS POR FRANJAS (1,2,3,4,5)

(6,7,8,9,10, SIMETRICO)

FRANJA 1 1/8 (-)

0.51

100

60

8

52

0.05

1/10 (+)

0.41

100

60

8

52

0.04

1/8 (-)

0.51

100

60

8

52

0.05

1/10 (+)

0.41

100

60

8

52

0.04

1/10 (+)

0.45 0.41

100 100

60 60

8 8

52 52

0.04 0.04

1/16 (+)

0.26

100

60

8

52

0.02

1/10 (+)

0.45 0.25

100 100

60 60

8 8

52 52

0.04 0.02

1/16 (+)

0.41

100

60

8

52

0.04

1/810(+)

0.45 0.25

100 100

60 60

8 8

52 52

0.04 0.02

1/16 (+)

0.25

100

50

8

52

0.02

FRANJA 2

FRANJA 3 1/9 (-)

FRANJA 4 1/9 (-)

FRANJA 5 1/9 (-)

Diseño por cortante.-

Donde:

V resistente:

f'c = b= dmín =

33.95

210 kg/cm2 100 cm 52 cm

FRANJAS A B C D E 1 2 3 4 5

EF

kg/cm2 m kg/cm2

GH

CM= CV=

1.4 1.7

I

Msx= Msy=

J

K

L

1.25 1.25

Reducido al 80% Msx 2.50 2.50 -5.70 -5.70 -9.32 -7.00 -9.12 -6.17 6.03 -7.70 -4.20 11.02 11.02 4.70 -4.20 -549.00 -549.00 11.02 11.02 4.70 -4.20

Msy 3.80 3.80 1.38 1.38 32.00 -2.50 -4.60 -0.20 2.17 13.70 0.70 4.00 4.00 1.60 0.70 207.00 207.00 4.00 4.00 1.60 0.70

Ps 9.50 9.50 11.90 11.90 10.00 8.10 6.90 25.71 29.30 27.60 21.30 29.50 29.50 30.06 28.30 17.15 17.15 29.50 29.50 30.06 28.30

Pu 13.42 13.42 17.02 17.02 14.21 11.61 9.63 37.76 42.88 39.90 30.93 43.10 43.10 43.91 42.83 24.46 24.46 43.10 43.10 43.91 42.83

Mux 5.38 5.38 0.42 0.42 -0.26 -0.04 0.30 -0.07 0.09 1.63 0.58 0.42 0.42 0.33 0.42 22.39 22.39 0.42 0.42 0.33 0.42

Muy -1.15 -1.15 -0.19 -0.19 -14.15 10.38 1.18 -2.22 -0.73 -3.09 1.11 -2.77 -2.77 0.24 -0.17 -31.19 -31.19 -2.77 -2.77 0.24 -0.17

Msx 2.00 2.00 -4.56 -4.56 -7.46 -5.60 -7.30 -4.94 4.82 -6.16 -3.36 8.82 8.82 3.76 -3.36 -439.20 -439.20 8.82 8.82 3.76 -3.36

Msy 3.04 3.04 1.10 1.10 25.60 -2.00 -3.68 -0.16 1.74 10.96 0.56 3.20 3.20 1.28 0.56 165.60 165.60 3.20 3.20 1.28 0.56

-6.17 6.03 -7.70 -4.20 -9.32 -7.00 -9.12 -5.70 -5.70 2.50 2.50 -1140.68

1.75/λ(m) 3.88 3.88 3.66 4.50 5.00 5.00 4.50 3.66 3.85 4.80 4.74 4.29 5.17 5.17 4.71 4.74 4.80

-0.20 2.17 13.70 0.70 32.00 -2.50 -4.60 1.38 1.38 3.80 3.80 537.86

L Ejes (m) 2.00 2.00 2.00 3.00 4.00 4.00 4.00 3.00 2.00 2.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00

25.71 29.30 27.60 21.30 10.00 8.10 6.90 11.90 11.90 9.50 9.50 612.44

OBS. RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO

37.76 42.88 39.90 30.93 14.21 11.61 9.63 17.02 17.02 13.42 13.42 890.42

-0.07 0.09 1.63 0.58 -0.26 -0.04 0.30 0.42 0.42 5.38 5.38

-2.22 -0.73 -3.09 1.11 -14.15 10.38 1.18 -0.19 -0.19 -1.15 -1.15

-4.94 4.82 -6.16 -3.36 -7.46 -5.60 -7.30 -4.56 -4.56 2.00 2.00

-0.16 1.74 10.96 0.56 25.60 -2.00 -3.68 1.10 1.10 3.04 3.04

3.85 3.61 4.61 4.55 4.51 5.00 5.00 4.51 4.55 4.61 3.61 3.81 5.11 5.11 5.11

1.75/λ(m) 3.88 3.88 3.66 4.50 5.00 5.00 4.50 3.66 3.85 4.80 4.74 4.71 5.17 5.17

2.00 2.00 4.00 3.50 4.00 4.00 4.00 3.50 3.50 4.00 2.00 2.00 4.00 4.00 4.00

L Ejes (m) 2.00 2.00 2.00 3.00 4.00 4.00 3.90 2.00 2.00 4.00 4.00 4.00 4.00 4.00

RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO

OBS. RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO

4.71 4.74 4.80 3.85 3.61 4.61 4.55 4.51 5.00 5.00 4.51 4.55 4.61 3.61 3.81 5.11 5.11 5.11

4.00 4.00 4.00 2.00 2.00 4.00 3.50 4.00 4.00 4.00 3.50 4.00 4.00 2.00 2.00 4.00 4.00 4.00

RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO RÍGIDO

X-X R (tn)= My-y= ∑P*dx=

612.44 -64.49 -4878.90

ARA Y Mmy+Mvy

-0.80 -0.80 -0.13 -0.13 -9.74 7.20 0.87

y-y R (tn)= Mx-x= ∑P*dy=

612.44 52.52 4965.20

-1.50 -0.48 -2.10 0.64 -1.80 -1.80 0.13 -0.11 -21.70 -21.70 -1.80 -1.80 0.13 -0.11 -1.50 -0.48 -2.10 0.64 -9.74 7.20 0.87 -0.13 -0.13 -0.80 -0.80 -64.49

dx= ex= My-y= I y-y q tn/m2= q (kg/cm2)=

-8.07 -15.97 -9781.67 76840.73 #DIV/0! #DIV/0!

dy= ey= Mx-x= Ix-x q tn/m2= q (kg/cm2)=

467.43 tomando como referencia punto D

8.19 0.39 240.68 44500.60 1.31 0.13

q [kg/cm2]

0.40 0.40 0.35 0.34 0.29 0.29 0.29 0.23 0.23 0.23 0.23 0.18 0.18 0.18 0.18 0.17 0.09 0.08 0.08 0.08 0.08 0.03 0.03 0.03 0.02 -0.03 -0.03 -0.03 -0.09

-0.09 -0.14 -0.15 0.40

OK!

Pu*dy

MDy + MLy

Mx-Sy

85.50 42.75 107.10 53.55 135.00 72.90 31.05 347.09 263.70 124.20 0.00 533.95 398.25 270.54 127.35 0.00 310.42 398.25 265.50 135.27 0.00 347.09 263.70 124.20

-0.80 -0.80 -0.13 -0.13 -9.74 7.20 0.87 -1.50 -0.48 -2.10 0.64 -1.80 -1.80 0.13 -0.11 -21.70 -21.70 -1.80 -1.80 0.13 -0.11 -1.50 -0.48 -2.10

2.43 2.43 0.88 0.88 20.48 -1.60 -2.94 -0.13 1.39 8.77 0.45 2.56 2.56 1.02 0.45 132.48 132.48 2.56 2.56 1.02 0.45 -0.13 1.39 8.77

X-X R (tn)= My-y= ∑P*dx= dx= ex= My-y= I y-y q tn/m2= q (kg/cm2)=

y-y 612.44 279.74 -4878.90 -7.51 -15.86 -9713.04 76840.73 #DIV/0! #DIV/0!

R (tn)= My-y= ∑P*dy= dy= ey= Mx-x= Ix-x q tn/m2= q (kg/cm2)=

612.44 -677.52 4965.20 7.00 -1.73 -1058.92 44500.60 #DIV/0! #DIV/0!

0.00 135.00 72.90 31.05 107.10 53.55 85.50 42.75 4965.20

0.64 -9.74 7.20 0.87 -0.13 -0.13 -0.80 -0.80 -64.49

0.45 20.48 -1.60 -2.94 0.88 0.88 2.43 2.43 344.23 Para Sismo YY MSX-sy 344.23 MSY-sy 0.00 Msx 52.52 Msy -64.49 Xcr = Ycr =

-8.07 8.76

ex = Xcr - Xc -16.42 ey = Ycr - Yc 0.03 Momentos de transporte My -10057.27 Mx 15.34

X-X q tn/m2= q (kg/cm2)= OBS.

-1.54 -0.15 Ok

Y-Y q tn/m2= q (kg/cm2)= OBS.

1.31 0.13 Ok

q [kg/cm2]

Columna

P/A

X

My(X)/Iy

Y

Mx(Y)/Ix

0.43 0.43 0.37 0.37 0.30 0.30

1

1.31 1.31 1.31 1.31 1.31 1.31

-21.39 -21.39 -16.80 -16.80 -12.40 -12.40

2.80 2.80 2.20 2.20 1.62 1.62

1.20 -3.20 1.20 -3.20 5.70 1.20

0.00 0.00 0.00 0.00 0.00 0.00

2 3 4 5 6

0.31 0.24 0.24 0.24 0.25 0.18 0.18 0.18 0.19 0.19 0.07 0.07 0.07 0.08 0.08 0.01 0.02 0.02 0.02 -0.05 -0.05 -0.04 -0.11 -0.11 -0.17 -0.17 0.43

7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31

-12.40 -7.90 -7.90 -7.90 -7.90 -3.74 -3.74 -3.74 -3.74 -3.74 3.95 3.95 3.95 3.95 3.95 8.15 8.15 8.15 8.15 12.65 12.65 12.65 17.10 17.10 21.60 21.60

1.62 1.03 1.03 1.03 1.03 0.49 0.49 0.49 0.49 0.49 -0.52 -0.52 -0.52 -0.52 -0.52 -1.07 -1.07 -1.07 -1.07 -1.66 -1.66 -1.66 -2.24 -2.24 -2.83 -2.83

OK!

MDy + MLy

-0.80

X-X

y-y

-3.20 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 10.30 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 -7.78 5.70 1.20 -3.20 1.20 -3.20 1.20 -3.20

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-0.80 -0.13 -0.13 -9.74 7.20 0.87 -1.50 -0.48 -2.10 0.64 -1.80 -1.80 0.13 -0.11 -21.70 -21.70 -1.80 -1.80 0.13 -0.11 -1.50 -0.48 -2.10 0.64 -9.74 7.20 0.87 -0.13 -0.13 -0.80 -0.80 -64.49

R (tn)= My-y= ∑P*dx= dx= ex= My-y= I y-y q tn/m2= q (kg/cm2)=

890.42 -64.49 -7092.85 -8.04 -16.39 -14592.31 76840.73 #DIV/0! #DIV/0!

R (tn)= 890.42 Mx-x= 52.52 ∑P*dy= 7211.78 dy= 8.158 ey= -0.572 Mx-x= -509.03368 Ix-x 44500.60 q tn/m2= #DIV/0! q (kg/cm2)= #DIV/0!

4677.43

q [kg/cm2]

0.44 0.37 0.36 0.29 0.35 0.27 0.20 0.26 0.19 0.12 0.04 0.26 0.18 0.11 0.04 -0.04 0.11 0.04 -0.04 -0.11 -0.18 -0.04

-0.12 -0.19 -0.26 -0.13 -0.20 -0.27 -0.29 -0.36 -0.37 -0.44 0.44

OK!

Para Punzonado

Vact.-Pu

Po

Ps

Pu

Area adm

152.00 152.00 127.00 127.00 152.00 177.00 152.00 152.00 152.00 152.00 262.00 152.00 152.00 152.00 152.00 532.00 152.00 152.00 152.00 152.00 532.00 152.00 152.00 152.00 262.00 152.00 177.00 152.00 127.00 127.00 152.00 152.00

9.50 9.50 11.90 11.90 10.00 8.10 6.90 25.71 29.30 27.60 21.30 29.50 29.50 30.06 28.30 17.15 17.15 29.50 29.50 30.06 28.30 25.71 29.30 27.60 21.30 10.00 8.10 6.90 11.90 11.90 9.50 9.50

13.42 13.42 17.02 17.02 14.21 11.61 9.63 37.76 42.88 39.90 30.93 43.10 43.10 43.91 42.83 24.46 24.46 43.10 43.10 43.91 42.83 37.76 42.88 39.90 30.93 14.21 11.61 9.63 17.02 17.02 13.42 13.42

11875.00 11875.00 14875.00 14875.00 12500.00 10125.00 8625.00 32137.50 36625.00 34500.00 26625.00 36875.00 36875.00 37575.00 35375.00 21437.50 21437.50 36875.00 36875.00 37575.00 35375.00 32137.50 36625.00 34500.00 26625.00 12500.00 10125.00 8625.00 14875.00 14875.00 11875.00 11875.00

d: Pu/(0.85*1.06*f´c^0.5*Po)

6.76 6.76 10.26 10.26 48.89 5.02 48.88 47.88 49.84 50.00 50.00 49.80 49.43 48.12 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33 45.33

OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK!

3 4

2

#DIV/0! FP + PISO