Diseño de Viga VP-02_101-201-301 Por Flexión y Cortante

7/22/2019 Diseño de Viga VP-02_101-201-301 Por Flexión y Cortante

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TABLA PARA COLUMNAS TABLA PARA PREDIMENSIONAMIENTO DE VIGAS

TIPO n P S/C (kg/m²) α

C - 1 N < 3 0.30 P = 1.10 Pg 150 14

C - 1 N ≥ 4 0.25 P = 1.10 Pg 200 13

C - 2 0.25 P = 1.25 Pg 250 12

C - 3 0.25 P = 1.25 Pg 500 11

C - 4 0.20 P = 1.50 Pg 750 10

1000 9

N° DE PISOS [N]



PISO 1 PISO 2 PISO 3 PISO 4 TOTAL

Losa aligerada 300 300 300 900

Tabiques 120 120 120 360

Acabados 100 100 100 300

Vigas 100 100 100 300

Columnas 60 60 60 1802040

PISO 1 PISO 2 PISO 3 PISO 4 TOTAL

Carga Viva 200 200 200 600

PESO (kg/m²)CARGAS PERMANENTES

SOBRECARGAPESO (kg/m²)



Número de Pisos de la Edificación 4

Columna N° C - 1

Carga Muerta [WD] 2040.000 kg/m²

Carga Viva [WL

] 600.000 kg/m²Suma de Cargas [WD + WL] 2640.000 kg/m²

Factor por carga de sismo 1.100

Largo de AT 4.150 m

Ancho de AT 3.825 m

Área Tributaria [AT] 15.874 m²

Peso debido a las cargas por gravedad [Pg 41906.700 kg

Peso debido a las cargas de sismo [P] 46097.370 kg

Índice de aplastamiento [n] 0.25

f'c 210 kg/cm²

b*t = 878.045 cm²

Rel. Infe. Rel. Sup.

25 1.4 1.6 C - 1 (25 X 40)

30 0.8 1.0 ------

35 0.7 0.9 ------

40 0.6 0.6 ------

b (cm)

PREDIMENSIONAMI ENTO DE COLUMNA

Pg = (WD + WL)* AT

P = 1.10 Pg

25

30

30

Selección de

columna

21.95

25.09

29.27

35.12

Calculado

25

25

25

35

Redon. Infe.

40

Redon. Supe.

t (cm) t/b

=

∗ ′



VIGA PRINCIPAL: VP - 05 401

Sobre Carga S/C = 150 kg/cm²

Ancho Tributario AT1 = 1.875 m

Luz Libre Ln1 = 4.000 m

Luz Libre Ln2 = m

Luz Libre Ln3 = m

Luz Libre Ln4 = m

Luz Libre Promedio Lnp = 4.000 m

Factor α α = 14.000

Base de Viga b = 9.375 cm

Peralte h = 28.571 cm

Base de Viga Asumido b = 25 cm

Peralte Asumido h = 30 cm

Resultado: VP - 05 (25 x 30)

Fórmula:

VIGA SECUNDARIA: VS - 05 101, 201, 301

Sobre Carga S/C = 200 kg/cm²

Ancho Tributario AT2 = 1.125 m






Factor α α = 13.000

Base de Viga b = 5.625 cm


Base de Viga Asumido b = 25 cm


Resultado: VS - 05 (25 x 30)

Fórmula:

PREDIMENSIONAMI ENTO DE VIGAS PRINCIPALES

PREDIMENSIONAMI ENTO DE VIGAS SECUNDARIAS

ℎ =

α =

20

ℎ =

α =

20



LOSA ALIGERADO: L - 03

Luz Libre 1 Ln1 = 4.000 m



Luz Libre 4 Ln4 = m




Resultado: L - 03 ( 20 cm )

Fórmula:

PREDIMENSIONAMI ENTO DE LOSA ALI GERADO

ℎ =

25



CURSO: CONCRETO ARMADO I DOCENTE: ING° JORGE LLANOS TICONA

REALIZADO POR: FELIMÓN QUISPE PACOMPÍA CICLO: OCTAVO

FECHA:

Volado 0.725 2906.25 1772.63 765.00 4068.75 2481.68 1300.50 5369.25

A-B 4.250 1826.25 765.00 2556.75 1300.50 3857.25

B-C 3.300 2906.25 765.00 4068.75 1300.50 5369.25

1.175 2501.25 765.00 3501.75 1300.50 4802.25

1.800 1826.25 765.00 2556.75 1300.50 3857.25

1.275 2501.25 765.00 3501.75 1300.50 4802.25

D-E 4.050 1826.25 765.00 2556.75 1300.50 3857.25

Volado 0.725 1826.25 1239.30 573.75 2556.75 1735.02 975.38 3532.13

A-B 4.250 1826.25 573.75 2556.75 975.38 3532.13

B-C 3.300 1826.25 573.75 2556.75 975.38 3532.13

1.175 1826.25 573.75 2556.75 975.38 3532.13

1.800 1826.25 573.75 2556.75 975.38 3532.13

1.275 1826.25 573.75 2556.75 975.38 3532.13

D-E 4.050 1826.25 573.75 2556.75 975.38 3532.13

Volado 0.725 2429.25 827.13 745.00 3400.95 1157.98 1266.50 4667.45

A-B 4.250 2006.25 745.00 2808.75 1266.50 4075.25

1.475 3086.25 1248.75 745.00 4320.75 1748.25 1266.50 5587.25

1.000 3005.25 745.00 4207.35 1266.50 5473.85

0.825 3086.25 745.00 4320.75 1266.50 5587.25

C-D 4.250 1781.25 745.00 2493.75 1266.50 3760.25

D-E 4.050 1781.25 1282.50 745.00 2493.75 1795.50 1266.50 3760.25

Volado 0.725 2105.25 591.30 558.75 2947.35 827.82 949.88 3897.23

A-B 4.250 1781.25 558.75 2493.75 949.88 3443.63

B-C 3.300 1781.25 558.75 2493.75 949.88 3443.63

C-D 4.250 1781.25 558.75 2493.75 949.88 3443.63

D-E 4.050 1781.25 558.75 2493.75 949.88 3443.63

VIGA PRINCIPAL VP-01: 101, 201 y 301

Longitud

(m)

VIGA PRINCIPAL VP-01: 401

Tramo Longitud

(m)

METRADO DE CARGAS CARGAS AMPLIFICADASCarga Muerta

Carga MuertaCarga Viva

(kg/m)Distribuida

(kg/m) Puntual (kg)

CARGAS AMPLIFICADAS

Distribuida

1.4CM+1.7CV

(kg/m)


(kg/m)Puntual (kg)Distribuida

(kg/m)

Carga Viva

(kg/m)


(kg/m)

Distribuida

1.4CM+1.7CV

(kg/m)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)

METRADO DE CARGAS


Tramo Longitud

(m)

METRADO DE CARGAS CARGAS AMPLIFICADASCarga MuertaCarga Viva

(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)

Tramo

Carga Viva(kg/m)

Carga Muerta

Carga Viva(kg/m) 1.4CM+1.7CV(kg/m)Distribuida(kg/m)

Puntual (kg) Distribuida(kg/m)

Puntual (kg)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)


Tramo

Longitud

(m)

METRADO DE CARGAS CARGAS AMPLIFICADAS

Carga Muerta

B-C

C-D

C-D

FACULTAD DE INGENIERÍAS Y ARQUITECTURA

7/1/2014

UNIVERSIDAD ALAS PERUANAS

ESCUELA ACADÉMICO PROFESIONAL DE INGENIERÍA CIVIL





FECHA:


7/1/2014



A-B 4.250 2253.75 755.00 3155.25 1283.50 4438.75

1.475 1522.50 430.00 2131.50 731.00 2862.50

1.000 1342.50 430.00 1879.50 731.00 2610.50

0.825 1522.50 430.00 2131.50 731.00 2862.50

1.125 2152.50 430.00 3013.50 731.00 3744.50

2.000 1536.50 430.00 2151.10 731.00 2882.10

1.125 2152.50 430.00 3013.50 731.00 3744.50

3.025 2478.75 506.25 755.00 3470.25 708.75 1283.50 4753.75

1.025 1803.75 755.00 2525.25 1283.50 3808.75

A-B 4.250 1803.75 566.25 2525.25 962.63 3487.88

1.905 1612.50 322.50 2257.50 548.25 2805.75

1.395 1072.50 322.50 1501.50 548.25 2049.75

C-D 4.250 1072.50 322.50 1501.50 548.25 2049.75

D-E 4.050 1803.75 566.25 2525.25 962.63 3487.88

Volado 0.725 1765.50 945.38 450.00 2471.70 1323.53 765.00 3236.70

A-B 4.250 2197.50 450.00 3076.50 765.00 3841.50

0.650 2197.50 450.00 3076.50 765.00 3841.50

2.000 1581.50 450.00 2214.10 765.00 2979.10

0.650 2197.50 450.00 3076.50 765.00 3841.50

1.125 2197.50 450.00 3076.50 765.00 3841.50

2.000 1581.50 450.00 2214.10 765.00 2979.10

1.125 2197.50 450.00 3076.50 765.00 3841.50

1.525 2872.50 450.00 4021.50 765.00 4786.50

1.000 2256.50 450.00 3159.10 765.00 3924.10

0.500 2872.50 450.00 4021.50 765.00 4786.50

1.025 2197.50 450.00 3076.50 765.00 3841.50

Volado 0.725 1441.50 591.30 337.50 2018.10 827.82 573.75 2591.85

A-B 4.250 1441.50 337.50 2018.10 573.75 2591.85

B-C 3.300 1441.50 337.50 2018.10 573.75 2591.85

C-D 1.175 1441.50 337.50 2018.10 573.75 2591.85

D-E 4.050 1441.50 337.50 2018.10 573.75 2591.85


Tramo Longitud

(m)



(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)

Carga Viva

(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)


Tramo Longitud

(m)


Carga Muerta


Tramo Longitud

(m)

METRADO DE CARGAS CARGAS AMPLIFICADASCarga MuertaCarga Viva

(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)


Tramo Longitud

(m)


Carga Muerta

B-C

C-D

D-E

B-C

C-D

D-E

B-C

Carga Viva

(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)Distribuida

(kg/m) Puntual (kg)




REALIZADO POR: FELIMÓN QUISPE PACOMPÍA C ICLO: OCTAVO

FECHA:


7/1/2014



A-B 4.250 2028.75 375.00 2840.25 637.50 3477.75

D-E 4.050 2028.75 375.00 2840.25 637.50 3477.75

A-B 4.250 1272.75 281.25 1781.85 478.13 2259.98

D-E 4.050 1272.75 281.25 1781.85 478.13 2259.98

Puntual (kg)


Tramo Longitud

(m)



(kg/m)

Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m) Puntual (kg)


Tramo Longitud

(m)



(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)


(kg/m)

1.4CM+1.7CV

(kg/m)Distribuida

(kg/m) Puntual (kg)

Distribuida

(kg/m)



CURSO: CONCRETO ARMADO I DOCENTE: ING° JORGE LLANOS TICONA FECHA:REALIZADO POR: FELIMÓN QUISPE PACOMPÍA CICLO: OCTAVO

0.70

1.16 Ton 1.75 Ton 1.80 Ton

3.40 Ton/m w= 4.08 Ton/m 4.32 w= 4.21 Ton/ 4.32 w= 3.76 Ton/m w= 2.49 Ton/m

I

Kij

FDij

MEP

Suma Mo OK OK OK BADRi ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

Mh

Rh ↓ ↑ ↑ ↓ ↑ ↓ ↑ ↓

Rt ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

∑Rt

( + )

( - )

( - )

( + )

3.62371.7333

3.6237


FACULTAD DE INGENIERÍAS Y ARQUITECTURAESCUELA ACADÉMICO PROFESIONAL DE INGENIERÍA CIVIL

7/1/2014

SECCI N

VIGA

1.7333

1.00 0.8251.475

h = 40.00

4.25 4.253.30 4.05b = 25.00

B C D E133333.3 133333.3133333.3 133333.3

2.35E+04 3.14E+044.04E+04 2.47E+04

1.3578 2.3315 -1.1230 -0.8720 -0.4104 -0.3230

0.4404 1

1.7333 -8.3345 5.6600 -5.66004.6452 -3.6650 6.3934

1 0.3680 0.4371 0.55960.6320 0.5629

-0.5615 1.1657 -0.2052 -0.4360

-0.5615 0.9606 -0.4360

0.0000

-3.6893 1.9949 0.7334

-0.2704 0.1774 0.1220 -0.2099

-0.2704 0.2994 -0.2099

0.2066 0.3548 -0.5407 -0.4198 0.2440 0.1920

-0.0843 0.0854 0.0587 -0.0654

-0.0843 0.1442 -0.0654

0.0995 0.1709 -0.1685 -0.1309 0.1175 0.0925

-0.0406 0.0266 0.0183 -0.0315

-0.0406 0.0449 -0.0315

0.0310 0.0533 -0.0812 -0.0630 0.0366 0.0288

-0.0126 0.0128 0.0088 -0.0098

-0.0126 0.0216 -0.0098

0.0149 0.0256 -0.0253 -0.0196 0.0176 0.0139

-0.0061 0.0040 0.0027 -0.0047

-0.0061 0.0067 -0.0047

0.0047 0.0080 -0.0122 -0.0095 0.0055 0.0043

-0.0019 0.0019 0.0013 -0.0015

-0.0019 0.0032 -0.0015

0.0022 0.0038 -0.0038 -0.0029 0.0026 0.0021

-0.0009 0.0006 0.0004 -0.0007

-0.0009 0.0010 -0.0007

0.0007 0.0012 -0.0018 -0.0014 0.0008 0.0006

-0.0003 0.0005 -0.0002

0.0003 0.0006 -0.0006 -0.0004 0.0004 0.0003

0.0000

0.0000 0.0001 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000

1.5815 1.5815

3.83405

8.6342 7.2591 7.9905 7.9905 6.4796 5.4155

6.40506.6165 -4.1475 4.1475 -6.4051 0.0000

0.5312

19.19128 15.03266 15.52048

9.3824 6.5109 8.5217

↑ ↑ ↑

V (x)

-9.8089 -6.5109 -7.4593

Vx x (m)

0 1.8431 0 1.7747 0 2.2663 0 2.5125

Vx x (m) Vx x (m) Vx x (m)

-3.8340

M (x)

Mmax = 5.1882 Mmax = 1.3564 Mmax = 5.5088 Mmax =

-1.7333

0.0000

11.13459

↑

A

0.725

-1.1580

3.5760

1.7333 0.0000

-6.6165 6.6165 -4.1475 4.1475 -6.4051 6.4050

7.5109 9.3824 8.5217 8.0611

-3.6237

↑

7.4593 8.0611 3.8340

-1.7333

7.5109 9.8089

1.1490 1.1490 0.7482 0.7482 0.5312

1.7333 -6.6165

8.65998.65991.7333 -6.6165 6.6165 -4.1475 4.1475

1.1752.60

-6.4051 6.4050

-0.0001

-0.0001 0.0002 -0.0001

0.0001 0.0002 -0.0003 -0.0002 0.0001 0.0001

-0.0003 0.0003 0.0002

2.875

VP-02: 101, 201, 301 - EJE 3CÁLCULO DE MOMENTOS FLECTORES ENVOLVENTES MÁXIMOS

0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

0.0001 0.0001 -0.0001 -0.0001 0.0001 0.0000

-0.0001 0.0001 0.0001

-0.0002




0.70

1.16 Ton 1.75 Ton 1.80 Ton


I

Kij

FDij

MEP

Suma Mo OK OK OK OKRi ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

Mh

Rh ↓ ↑ ↑ ↓ ↑ ↓ ↑ ↓

Rt ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

∑Rt

( + )

( - )

( - )

( + )

h = 40.00



7/1/2014

CÁLCULO DE MOMENTOS FLECTORES ENVOLVENTES MÁXIMOS

VP-02: 101, 201, 301 - EJE 3

1.475 1.00 0.825

b = 25.00

2.60 1.175 2.875

SECCI N

VIGA

0.725 4.25 3.30 4.25 4.05

A B C D E133333.3 133333.3 133333.3 133333.3

2.35E+04 4.04E+04 3.14E+04 2.47E+04

0.4404 1

1.7333 1.7333 -5.4750 5.7946 -4.8144 3.7536 -3.7536

1 0.3680 0.6320 0.5629 0.4371 0.5596

8.9901 0.0000

0.3196 -1.0608 5.2365-0.1176 -0.2020 0.5971 0.4636 -2.9302

-0.1099 -0.1887 0.8816 0.6845 -0.1297

-2.3062

0.2986 -0.1010 -1.4651 0.2318

-0.1021

0.4408 -0.0943 -0.0649 0.3423

0.2986 -1.5661 0.2318

0.4408 -0.1592 0.3423-0.1507-0.1622 -0.2786 0.0896 0.0696 -0.1915

-0.0165 -0.0283 0.1323 0.1027 -0.0195

0.0448 -0.1393 -0.0958 0.0348

-0.0153

0.0662 -0.0142 -0.0097 0.0514

0.0448 -0.2350 0.0348

0.0662 -0.0239 0.0514-0.0243 -0.0418 0.0134 0.0104 -0.0287

-0.0025 -0.0042 0.0199 0.0154 -0.0029

-0.0226

0.0067 -0.0209 -0.0144 0.0052

-0.0023

0.0099 -0.0021 -0.0015 0.0077

0.0067 -0.0353 0.0052

0.0099 -0.0036 0.0077-0.0034-0.0037 -0.0063 0.0020 0.0016 -0.0043

-0.0004 -0.0006 0.0030 0.0023 -0.0004

0.0010 -0.0031 -0.0022 0.0008

-0.0003

0.0015 -0.0003 -0.0002 0.0012

0.0010 -0.0053 0.0008

0.0015 -0.0005 0.0012-0.0005 -0.0009 0.0003 0.0002 -0.0006

-0.0001 -0.0001 0.0004 0.0003 -0.0001

-0.0005

0.0002 -0.0005 -0.0003 0.0001

-0.0001

0.0002 0.0000 0.0000 0.0002

0.0002 -0.0008 0.0001

0.0002 -0.0001 0.0002-0.0001-0.0001 -0.0001 0.0000 0.0000 -0.0001

0.0000 -0.0001 0.00000.0000 0.0000 0.0001 0.0001 0.0000

0.0000 -0.0001 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

1.7333 1.7333 -5.9127 5.9127 -3.4504 3.4504 -6.3864

3.6237 4.9852 6.9520 11.4701 8.6027 5.9900

6.3864 0.00003.6237 5.9686 5.9686 10.7239 9.3489 5.2992 5.2992 9.0443 7.9802

0.0000

0.9834 0.9834 0.7462 0.7462 0.6908 0.6908 1.5769 1.5769

-1.7333 1.7333 -5.9127 5.9127 -3.4504 3.4504 -6.3864 6.3864

6.40332

↑ ↑ ↑ ↑ ↑

4.6084 10.6212 6.4033

8.60888 18.42205 14.59274 15.22960

V (x)

-1.1580 -3.6237 -6.9520 -8.6027 -4.6084

Vx x (m)

0 1.7749 0 1.7455 0 2.4020 0 2.3471


-6.4033

-5.9127 5.9127 -3.4504 3.4504 -6.3864 6.3864

4.9852 11.4701 5.9900 10.6212

3.7437 Mmax = 6.0807

-1.7333 1.7333 0.0000

M (x)0.0000

Mmax = 2.6907 Mmax = 3.7731 Mmax =




0.70

1.16 Ton 1.75 Ton 1.80 Ton


I

Kij

FDij

MEP


Mh

Rh ↓ ↑ ↑ ↓ ↑ ↓ ↑ ↓

Rt ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

∑Rt

( + )

( - )

( - )

( + )

h = 40.00



7/1/2014


VP-02: 101, 201, 301 - EJE 3

1.475 1.00 0.825

b = 25.00

2.60 1.175 2.875

SECCI N

VIGA

0.725 4.25 3.30 4.25 4.05

A B C D E133333.3 133333.3 133333.3 133333.3

2.35E+04 4.04E+04 3.14E+04 2.47E+04

0.4404 1

2.0662 2.0662 -8.1681 4.6452 -3.6650 5.6600 -5.6600

1 0.3680 0.6320 0.5629 0.4371 0.5596

8.9901 0.0000

-3.5228 1.9949 3.33011.2965 2.2263 -1.1230 -0.8720 -1.8635

0.2066 0.3548 -0.1021 -0.0793 0.2440

-1.4666

-0.5615 1.1132 -0.9317 -0.4360

0.1920

-0.0511 0.1774 0.1220 -0.0396

-0.5615 0.1814 -0.4360

-0.0511 0.2994 -0.03960.01750.0188 0.0323 -0.1685 -0.1309 0.0222

0.0310 0.0533 -0.0153 -0.0119 0.0366

-0.0843 0.0161 0.0111 -0.0654

0.0288

-0.0077 0.0266 0.0183 -0.0060

-0.0843 0.0272 -0.0654

-0.0077 0.0449 -0.00600.0028 0.0048 -0.0253 -0.0196 0.0033

0.0047 0.0080 -0.0023 -0.0018 0.0055

0.0026

-0.0126 0.0024 0.0017 -0.0098

0.0043

-0.0012 0.0040 0.0027 -0.0009

-0.0126 0.0041 -0.0098

-0.0012 0.0067 -0.00090.00040.0004 0.0007 -0.0038 -0.0029 0.0005

0.0007 0.0012 -0.0003 -0.0003 0.0008

-0.0019 0.0004 0.0002 -0.0015

0.0006

-0.0002 0.0006 0.0004 -0.0001

-0.0019 0.0006 -0.0015

-0.0002 0.0010 -0.00010.0001 0.0001 -0.0006 -0.0004 0.0001

0.0001 0.0002 -0.0001 0.0000 0.0001

0.0001

-0.0003 0.0001 0.0000 -0.0002

0.0001

0.0000 0.0001 0.0001 0.0000

-0.0003 0.0001 -0.0002

0.0000 0.0002 0.00000.00000.0000 0.0000 -0.0001 -0.0001 0.0000

0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

2.0662 2.0662 -6.6063 6.6063 -3.7656 3.7656 -7.7699

4.5419 7.5916 9.7282 9.4950 6.3983 8.9327

7.7699 0.00004.5419 8.6599 8.6599 8.6342 7.2591 7.9905 7.9905 9.0443 7.9802

0.0000

1.0683 1.0683 0.8608 0.8608 0.9422 0.9422 1.9185 1.9185

-2.0662 2.0662 -6.6063 6.6063 -3.7656 3.7656 -7.7699 7.7699

6.06171

↑ ↑ ↑ ↑ ↑

7.0483 10.9628 6.0617

12.13353 19.22319 15.33103 18.01113

V (x)

-1.1580 -4.5419 -9.7282 -6.3983 -7.0483

Vx x (m)

0 1.8629 0 1.8015 0 2.3756 0 2.4380


-6.0617

-6.6063 6.6063 -3.7656 3.7656 -7.7699 7.7699

7.5916 9.4950 8.9327 10.9628

6.8446 Mmax = 5.5145

-2.0662 2.0662 0.0000

M (x)0.0000

Mmax = 5.0049 Mmax = 1.5680 Mmax =




0.70

1.16 Ton 1.75 Ton 1.80 Ton


I

Kij

FDij

MEP

Suma Mo OK OK BAD OKRi ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

Mh

Rh ↓ ↑ ↑ ↓ ↑ ↓ ↑ ↓

Rt ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

∑Rt

( + )

( - )

( - )

( + )

h = 40.00



7/1/2014


VP-02: 101, 201, 301 - EJE 3

1.475 1.00 0.825

b = 25.00

2.60 1.175 2.875

SECCI N

VIGA

0.725 4.25 3.30 4.25 4.05

A B C D E133333.3 133333.3 133333.3 133333.3

2.35E+04 4.04E+04 3.14E+04 2.47E+04

0.4404 1

1.7333 1.7333 -8.3345 5.7946 -4.8144 3.7536 -3.7536

1 0.3680 0.6320 0.5629 0.4371 0.5596

8.9901 0.0000

-2.5399 -1.0608 5.23650.9348 1.6051 0.5971 0.4636 -2.9302

-0.1099 -0.1887 0.3730 0.2896 -0.1297

-2.3062

0.2986 0.8026 -1.4651 0.2318

-0.1021

0.1865 -0.0943 -0.0649 0.1448

0.2986 -0.6626 0.2318

0.1865 -0.1592 0.1448-0.0638-0.0686 -0.1178 0.0896 0.0696 -0.0810

-0.0165 -0.0283 0.0560 0.0435 -0.0195

0.0448 -0.0589 -0.0405 0.0348

-0.0153

0.0280 -0.0142 -0.0097 0.0217

0.0448 -0.0994 0.0348

0.0280 -0.0239 0.0217-0.0103 -0.0177 0.0134 0.0104 -0.0122

-0.0025 -0.0042 0.0084 0.0065 -0.0029

-0.0096

0.0067 -0.0088 -0.0061 0.0052

-0.0023

0.0042 -0.0021 -0.0015 0.0033

0.0067 -0.0149 0.0052

0.0042 -0.0036 0.0033-0.0014-0.0015 -0.0027 0.0020 0.0016 -0.0018

-0.0004 -0.0006 0.0013 0.0010 -0.0004

0.0010 -0.0013 -0.0009 0.0008

-0.0003

0.0006 -0.0003 -0.0002 0.0005

0.0010 -0.0022 0.0008

0.0006 -0.0005 0.0005-0.0002 -0.0004 0.0003 0.0002 -0.0003

-0.0001 -0.0001 0.0002 0.0001 -0.0001

-0.0002

0.0002 -0.0002 -0.0001 0.0001

-0.0001

0.0001 0.0000 0.0000 0.0001

0.0002 -0.0003 0.0001

0.0001 -0.0001 0.00010.00000.0000 -0.0001 0.0000 0.0000 0.0000

0.0000 -0.0001 0.00000.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

1.7333 1.7333 -7.6097 7.6097 -3.0508 3.0507 -6.4887

3.6237 7.2772 10.0426 12.1054 7.9673 6.1082

6.4887 0.00003.6237 8.6599 8.6599 10.7239 9.3489 5.2992 5.2992 9.0443 7.9802

0.0000

1.3827 1.3827 1.3815 1.3815 0.8089 0.8089 1.6021 1.6021

-1.7333 1.7333 -7.6097 7.6097 -3.0508 3.0507 -6.4887 6.4887

6.37805

↑ ↑ ↑ ↑ ↑

4.4903 10.6465 6.3781

10.90089 22.14802 14.07549 15.13675

V (x)

-1.1580 -3.6237 -10.0426 -7.9673 -4.4903

Vx x (m)

0 1.7857 0 1.8616 0 2.4494 0 2.3538


-6.3781

-7.6097 7.6097 -3.0508 3.0507 -6.4887 6.4887

7.2772 12.1054 6.1082 10.6465

4.4299 Mmax = 6.0378

-1.7333 1.7333 0.0000

M (x)0.0000

Mmax = 4.7642 Mmax = 3.2220 Mmax =




0.70

1.16 Ton 1.75 Ton 1.80 Ton


I

Kij

FDij

MEP


Mh

Rh ↓ ↑ ↑ ↓ ↑ ↓ ↑ ↓

Rt ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑ ↑

∑Rt

( + )

( - )

( - )

( + )

h = 40.00



7/1/2014


VP-02: 101, 201, 301 - EJE 3

1.475 1.00 0.825

b = 25.00

2.60 1.175 2.875

SECCI N

VIGA

0.725 4.25 3.30 4.25 4.05

A B C D E133333.3 133333.3 133333.3 133333.3

2.35E+04 4.04E+04 3.14E+04 2.47E+04

0.4404 1

2.0662 2.0662 -5.3085 5.7946 -4.8144 5.6600 -5.6600

1 0.3680 0.6320 0.5629 0.4371 0.5596

6.3934 0.0000

0.4860 0.8456 0.7334-0.1789 -0.3072 -0.4760 -0.3696 -0.4104

0.0876 0.1504 0.2020 0.1568 0.1034

-0.3230

-0.2380 -0.1536 -0.2052 -0.1848

0.0814

0.1010 0.0752 0.0517 0.0784

-0.2380 -0.3588 -0.1848

0.1010 0.1269 0.0784-0.0345-0.0372 -0.0638 -0.0714 -0.0555 -0.0439

0.0131 0.0226 0.0303 0.0235 0.0155

-0.0357 -0.0319 -0.0219 -0.0277

0.0122

0.0152 0.0113 0.0078 0.0118

-0.0357 -0.0538 -0.0277

0.0152 0.0190 0.0118-0.0056 -0.0096 -0.0107 -0.0083 -0.0066

0.0020 0.0034 0.0045 0.0035 0.0023

-0.0052

-0.0054 -0.0048 -0.0033 -0.0042

0.0018

0.0023 0.0017 0.0012 0.0018

-0.0054 -0.0081 -0.0042

0.0023 0.0029 0.0018-0.0008-0.0008 -0.0014 -0.0016 -0.0012 -0.0010

0.0003 0.0005 0.0007 0.0005 0.0003

-0.0008 -0.0007 -0.0005 -0.0006

0.0003

0.0003 0.0003 0.0002 0.0003

-0.0008 -0.0012 -0.0006

0.0003 0.0004 0.0003-0.0001 -0.0002 -0.0002 -0.0002 -0.0001

0.0000 0.0001 0.0001 0.0001 0.0001

-0.0001

-0.0001 -0.0001 -0.0001 -0.0001

0.0000

0.0001 0.0000 0.0000 0.0000

-0.0001 -0.0002 -0.0001

0.0001 0.0001 0.00000.00000.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000

0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000

2.0662 2.0662 -5.4281 5.4281 -5.2394 5.2394 -6.1255

4.5419 5.1776 6.7596 10.7811 9.2917 8.1990

6.1255 0.00004.5419 5.9686 5.9686 10.7239 9.3489 7.9905 7.9905 6.4796 5.4155

0.0000

0.7910 0.7910 0.0572 0.0572 0.2085 0.2085 1.5125 1.5125

-2.0662 2.0662 -5.4281 5.4281 -5.2394 5.2394 -6.1255 6.1255

3.90308

↑ ↑ ↑ ↑ ↑

7.7820 7.9921 3.9031

9.71944 17.54071 17.49071 15.77416

V (x)

-1.1580 -4.5419 -6.7596 -9.2917 -7.7820

Vx x (m)

0 1.8434 0 1.6196 0 2.1804 0 2.4849


-3.9031

-5.4281 5.4281 -5.2394 5.2394 -6.1255 6.1255

5.1776 10.7811 8.1990 7.9921

3.6993 Mmax = 3.6831

-2.0662 2.0662 0.0000

M (x)0.0000

Mmax = 2.7059 Mmax = 3.0985 Mmax =



CURSO: CONCRETO ARMADO I DOCENTE: ING° JORGE LLANOS TICONA FECHA:


( - )

( + )

Mumáx = Mumáx = Mumáx = Mumáx =

0.30 3.90 0.35 2.95 0.35 3.88 0.40 3.73 0.25

PARÁMETROS DE DISEÑO:

Recubrimientos: rmín = 6 cm dmín = b = fy =

r = 9 cm d = f'c = β₁ = 0.85 ø = 0.90

εc = Es = Ec =

ρmín =

Asmín =

ρb =

Asb =

ρmáx =

Asmáx =

amáx =

cmáx =MURmáx =

Verificación: FALLA DÚCTIL OK FALLA DÚCTIL OK FALLA DÚCTIL OK FALLA DÚCTIL OK

SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO

Momento MURmáx= MURmáx= MURmáx= MURmáx=

Último Resit.

d' = 6 cm

εc = A's = A's = A's = A's =

Es = ε's = ε's = ε's = ε's =

Ec =

h = 40.00

4.25 3.30 4.25 4.05


FACULTAD DE INGENIERÍAS Y ARQUITECTURAESCUELA ACAD MICO PROFESIONAL DE INGENIER A CIVIL

7/1/2014

SECCI N

DISEÑO DE VIGAS POR MÉTODO DE RESISTENCIA ÚLTIMA

NORMA E.060

VP-02: 101, 201, 301 - EJE 3

E

VIGA

A

-7.60974 7.60975 -5.23943 5.23943 -7.76991 7.76990

b = 25.00 B C D

0.73

2.06620-2.06620 0.00000

C O L U M N A

M (x)

5.18819 Ton-m 3.77309 Ton-m 5.50877 Ton-m 6.08073 Ton-m

12.352 cm²

16.469 cm²

0.01594

12.352 cm²

16.469 cm²

0.01594

12.352 cm²

16.469 cm²

0.01594

12.352 cm²

16.469 cm²

0.01594

0.60

C O L U M N A

C O L U M N A

C O L U M N A

C O L U M N A

4200 kg/cm²

0.00242

2.053 cm²

0.02125

0.00242

2.053 cm²

0.02125

34.00 cm

31.00 cm

25.00 cm

210 kg/cm²

0.00242 0.00242

2.053 cm² 2.053 cm²

0.02125 0.02125

DISEÑO DE ACERO POSITIVO2.00E+06 217370.70.003


11.625 cm

13.676 cm11.75977 Ton-m

11.625 cm

13.676 cm11.75977 Ton-m

11.625 cm

11.75977 Ton-m

11.625 cm

13.676 cm11.75977 Ton-m

13.676 cm

0.003

2.00E+06

217370.7





h = 40.00

4.25 3.30 4.25 4.05



7/1/2014

SECCI N

DISEÑO DE VIGAS POR MÉTODO DE RESISTENCIA ÚLTIMA

NORMA E.060

VP-02: 101, 201, 301 - EJE 3

E

VIGA

Ab = 25.00 B C D

0.73

ω =

ρd =

Asd =

ad =

cd =

MURd =

ø ACERO:

Asmín =

AsR =

As =

Cantidad de Acero Cantidad de Acero Cantidad de Acero Cantidad de Acero

ø A's AsR As A's AsR As A's AsR As A's AsR As

1/4"

3/8" 3.00 4.00 7.0 3.00 2.00 5.0 3.00 4.00 7.0 3.00 5.00 8.0

1/2" 2.00 2.00 4.0 2.00 1.00 3.0 2.00 2.00 4.0 2.00 3.00 4.0

5/8" 1.00 1.00 2.0 1.00 1.00 2.0 1.00 2.00 3.0 1.00 2.00 3.03/4" 1.00 1.00 2.0 1.00 0.00 1.0 1.00 1.00 2.0 1.00 1.00 2.0

1" 0.00 1.00 1.0 0.00 0.00 1.0 0.00 1.00 1.0 0.00 1.00 1.0

Área Acero de Ref. (AsR) Área Acero de Ref. (AsR) Área Acero de Ref. (AsR) Área Acero de Ref. (AsR)

AsR= AsR= AsR= AsR=

Cant Diam A As Cant Diam A As Cant Diam A As Cant Diam A As

A's = 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

AsR = 2 ø 1/2" 1.27 2.54 1 ø 3/8" 0.71 0.71 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

1 ø 3/8" 0.71 0.71

As = 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

2 ø 1/2" 1.27 2.54 1 ø 3/8" 0.71 0.71 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

1 ø 3/8" 0.71 0.71

Asd mín = Asd mín = Asd mín = Asd mín =

Asd máx = Asd máx = Asd máx = Asd máx =

(cm²) (%) Verificac. (cm²) (%) Verificac. (cm²) (%) Verificac. (cm²) (%) Verificac.

A's = 2.54 124 A's = 2.54 124 A's = 2.54 124 A's = 2.54 124

As = 5.08 106 OK As = 3.25 95.7 OK As = 5.08 99.7 OK As = 5.79 102 OK

rea de Acero rea de Acerorea de Acero rea de Acero

4.775 cm² 3.395 cm² 5.097 cm² 5.681 cm²

0.12322 0.08762 0.13153 0.14659

2.053 cm²

3.044 cm²

5.18941 Ton-m 3.77371 Ton-m

0.00733

5.681 cm²

0.00616

4.775 cm²

0.00438

3.395 cm²

0.00658

5.097 cm²

0.855 cm²

6.249 cm²

4.494 cm 3.196 cm 4.797 cm 5.346 cm

5.287 cm 3.760 cm 5.643 cm 6.290 cm

5.51016 Ton-m 6.08246 Ton-m

2.053 cm² 2.053 cm²

5.252 cm²

4.536 cm² 3.226 cm²

3.735 cm²

4.842 cm²

5.606 cm²

5.397 cm²

2.053 cm²

1.343 cm²

2.54 2.54 2.54

3.628 cm²

2.557 cm² 3.141 cm²

2.54 0.71 2.54

2.235 cm²

3.25

2.54

5.795.083.25

2.00

1.27

0.71

0.32

Área (cm²)

2.722 cm²

5.10

2.84

5.08

í = 0.95

á = 1.10





h = 40.00

4.25 3.30 4.25 4.05



7/1/2014

SECCIÓN

DISE O DE VIGAS POR M TODO DE RESISTENCIA LTIMA

NORMA E.060

VP-02: 101, 201, 301 - EJE 3

E

VIGA

Ab = 25.00 B C D

0.73

ρmín =

Asmín =

ρb =

Asb =

ρmáx =

Asmáx =

amáx =

cmáx =

MURmáx =

Verificación: FALLA DÚCTIL OK FALLA DÚCTIL OK FALLA DÚCTIL OK FALLA DÚCTIL OK FALLA DÚCTIL OKSIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO SIMPLEMENTE REFORZADO

MURmáx= MURmáx= MURmáx= MURmáx= MURmáx=

d' = 6 cm

A's = A's = A's = A's = A's =

ε's = ε's = ε's = ε's = ε's =

MUR= MUR= MUR= MUR= MUR=

OK OK OK OK OK

ω =

ρd =

Asd =

ad =

cd =

MURd =

ø ACERO:

Asmín = Asmín = Asmín = Asmín = Asmín =

AsR = AsR = AsR = AsR = AsR =

As = As = As = As = As =

A's = A's = A's = A's = A's =

Cant Diam A As Cant Diam A As Cant Diam A As Cant Diam A As Cant Diam A As

2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

2 ø 3/8" 0.71 1.42 4 ø 1/2" 1.27 5.08 2 ø 1/2" 1.27 2.54 4 ø 1/2" 1.27 5.08 2 ø 3/8" 0.71 1.42

2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54 2 ø 1/2" 1.27 2.54

2 ø 3/8" 0.71 1.42 4 ø 1/2" 1.27 5.08 2 ø 1/2" 1.27 2.54 4 ø 1/2" 1.27 5.08 2 ø 3/8" 0.71 1.42

A'sd mín = A'sd mín = A'sd mín = A'sd mín = A'sd mín =

A'sd máx = A'sd máx = A'sd máx = A'sd máx = A'sd máx =

Asd mín = Asd mín = Asd mín = Asd mín = Asd mín =

Asd máx = Asd máx = Asd máx = Asd máx = Asd máx =

(cm²) (%) Verificac. (cm²) (%) Verificac. (cm²) (%) Verificac. (cm²) (%) Verificac. (cm²) (%) Verificac.

Asmín 2.54 Asmín 2.54 Asmín 2.54 Asmín 2.54 Asmín 2.54

As = 3.96 OK As = 7.62 OK As = 5.08 OK As = 7.62 OK As = 3.96 OK

1.813 cm²

1.707 cm

2.008 cm

2.06638 Ton-m

11.625 cm

13.676 cm

11.75977 Ton-m

0.04680

0.00234

11.75977 Ton-m

7.61260 Ton-m

DISEÑO DE ACERO NEGATIVO

0.00242

11.75977 Ton-m 11.75977 Ton-m

6.877 cm

8.091 cm


13.676 cm

11.75977 Ton-m

2.053 cm²

0.02125

16.469 cm²

0.01594

12.352 cm²

0.01594

12.352 cm²

11.625 cm

13.676 cm

0.02125

16.469 cm²

0.01594

12.352 cm²

11.625 cm

13.676 cm

4.542 cm

5.344 cm

4.826 cm²

0.18857

0.00943

7.307 cm²

0.12454

11.75977 Ton-m

0.00242

2.053 cm²

0.02125

16.469 cm²

0.01594

0.00242

2.053 cm²

12.352 cm²

11.625 cm

13.676 cm

11.75977 Ton-m

12.352 cm²

11.625 cm

0.000 cm

0.000 cm

0.00000 Ton-m

0.00000

0.00000

0.000 cm²

5.24067 Ton-m

0.00242

2.053 cm²

0.02125

16.469 cm²

0.01594

0.19312

11.75977 Ton-m 11.75977 Ton-m 11.75977 Ton-m

11.75977 Ton-m

0.00242

2.053 cm²

0.02125

16.469 cm²

2.053 cm²

5.430 cm²

7.483 cm²

2.053 cm²

2.053 cm²

4.106 cm²

2.053 cm²

2.053 cm²

4.106 cm²

2.053 cm²

5.254 cm²

7.307 cm²

2.053 cm²

2.773 cm²

4.826 cm²

8.286 cm

7.77289 Ton-m

0.00966

7.483 cm²

7.043 cm

0.00623

3.901 cm²

4.516 cm²

Área de Acero

A's =

AsR =

As =

2.54

5.08

7.62

2.54

2.54

5.08

2.54

1.42

3.96

2.54

5.08

7.62

2.258 cm²

2.54

1.42

3.96

3.901 cm²

4.516 cm²

Área de Acero

1.950 cm²

2.258 cm²

1.950 cm²

2.258 cm²

6.942 cm²

8.038 cm²

Área de Acero

1.950 cm²

2.258 cm²

4.585 cm²

5.308 cm²

Área de Acero

1.950 cm²

2.258 cm²

7.109 cm²

8.232 cm²

Área de Acero

1.950 cm²

123.72

96.45 96.4468099

123.72

101.825246

123.72

105.266259

123.72

104.283463

123.72

′ =

−

′




Ton Ton Ton Ton

Ton Ton Ton Ton

( + )

( - )

0.30 3.90 0.35 2.95 0.35 3.88 0.40 3.73 0.25

PARÁMETROS DE DISEÑO:

Recubrimientos: rmín = 6 cm dmín = b = fy = Acero Ab

r = 9 cm d = f'c = ø = 0.85 1/4" 0.32

εc = Es = Ec = 3/8" 0.71

Cortante absorvida por concreto (Vc)

Vc = Ton

ø Vc = Ton

ESTRIBOS POR MONTAJE REQUIERE DISEÑAR REQUIERE DISEÑAR REQUIERE DISEÑAR REQUIERE DISEÑAR

Espaciamiento máximo Cort. absorvida por acero (Vs) Cort. absorvida por acero (Vs) Cort. absorvida por acero (Vs) Cort. absorvida por acero (Vs)

Smáx cm Vs = Ton Vs = Ton Vs = Ton Vs = Tonø Vs = Ton ø Vs Ton ø Vs = Ton ø Vs = Ton

Vu máx = Ton Vu máx = Ton Vu máx = Ton Vu máx = Ton

ø Estribo = 3/8" CONFORME CONFORME CONFORME CONFORME

Número de Ab 2 Número de Ab 2 Número de Ab 2 Número de Ab 2 Número de Ab 2

Av = Av = Av = Av = Av =

Espaciamiento de estribos Espaciamiento de estribos Espaciamiento de estribos Espaciamiento de estribos Espaciamiento de estribos

S = cm S = cm S = cm S = cm S = cm

Vs lím = Ton Vs lím = Ton Vs lím = Ton Vs lím = Ton Vs lím = Ton

Smáx = cm Smáx = cm Smáx = cm Smáx = cm Smáx = cm

Espaciamiento Asumido Espaciamiento Asumido Espaciamiento Asumido Espaciamiento Asumido Espaciamiento Asumido

S = S = S = S = S =

S = S = S = S = S =

0.60

Distribución de EstribosL = L = L = L = L =

N = 3.55 3.00 N = 3.69 4.00 N = 6.67 7.00 N = 6.32 6.00 N = 8.15 8.00

1 @ 0.05 1 @ 0.05 1 @ 0.05 1 @ 0.05 1 @ 0.05

3 @ 0.155 4 @ 0.155 7 @ 0.155 6 @ 0.155 8 @ 0.155

Espaciamiento de Estribos Smáx = Smáx = Smáx = Smáx =

Mínimos Smáx = Smáx = Smáx = Smáx =

Smáx = Smáx = Smáx = Smáx =

Asumido Asumido Asumido Asumido

Smáx = Smáx = Smáx = Smáx =

Estribo:

ø 3/8" [email protected], [email protected] [email protected], [email protected], R @0.155 [email protected], [email protected], R @0.155 [email protected], [email protected], R @0.155 [email protected], [email protected], R @0.155

2.376 m 2.438 m

Vu = 10.0896 Vu = 7.7671 Vu = 9.5688

-V(x) = 4.54188

NORMA E.060SECCIÓN

VIGA

C O L U M N A

C O L U M N A

C O L U M N A

C O L U M N A

Vu = 6.3283

1.863 m 1.862 m

-V(x) = 10.04259 -V(x) = 9.29169 -V(x) = 7.78205

h = 40.00

0.73 4.25 3.30

0.60

34.00 cm 25.00 cm



7/1/2014

DISEÑO DE ESTRIBOS POR MÉTODO DE RESISTENCIA ÚLTIMAVP-02: 101, 201, 301 - EJE 3

C O L U M N A

E

4.25 4.05

b = 25.00 A B C D

V (x)

-V(x) = 6.40332

-1.15798

V(x) = 7.59165 V(x) = 12.10543 V(x) = 8.93273 V(x) = 10.96280 V(x) = 0.00000

82.3 cm 82.3 cm 82.3 cm

0.550 m

82.3 cm

0.620 m

0.050 m

0.670 m

12.35 12.35

15.50

1.26884 5.03007

0.003 2.00E+06 217370.7

DISEÑO POR CORTANTE

23.58472 23.58472 23.58472

5.95233

5.05948

1.49275 5.91773 3.18538 5.3051015.50

15.5 cm 15.5 cm 15.5 cm 15.5 cm 15.5 cm

V(x) = 10.96280

ø Vc = 5.0595

2.438 m

4200 kg/cm²

31.00 cm 210 kg/cm²

1.420 cm²1.420 cm² 1.420 cm² 1.420 cm² 1.420 cm²

123.85 31.24 58.04 34.85

2.70757 4.50933

23.58472

15.500 cm 15.500 cm 15.500 cm 15.500 cm 15.500 cm

12.35 12.35 12.35

15.50 15.50 15.50 15.50 15.50

1.313 m 1.125 m

0.050 m

1.240 m

1.290 m

0.571 m 1.034 m 1.263 m

V(x) = 12.10543

ø Vc = 5.0595

1.862 m

1.084 m 0.778 m

V(x) = 8.93273

ø Vc = 5.0595

2.376 m

1.030 m 1.346 m

V(x) = 7.59165

ø Vc = 5.0595

1.863 m

1.242 m0.621 m

0.980 m

0.050 m

0.465 m

0.515 m

0.050 m

1.085 m

1.135 m

15.5 cm 15.5 cm 15.5 cm

0.050 m

0.930 m

0.980 m

15.5 cm

68.2 cm

15.5 cm

68.2 cm

15.5 cm

68.2 cm

15.5 cm

68.2 cm

15.5 cm

Documents

Diseño de Viga VP-02_101-201-301 Por Flexión y Cortante