viga principal 4 paños, pag.1 de 7

DISEÑO DE VIGA

h losa 0.2 B 6

f'c= 280 losa 20cm 300 b 0.3 S/C 400

fy= 4200 PT 125 h 0.50 Wl = 2400

0.9 Tabiqueria 0 w viga 360

0.85 425

Ln = 4.5 m Wd = 2910 Wu = 8154 kg/mLv = 0.5 mr sup 4 cmr inf 4 cmd = 45 cmd' = 45 cm

CALCULO DE ACERO DE REFUERZO

0.0033

4.503 φ 5/8

33.75DISEÑO ASUMIDO

TRAMO Mu b d As Φ1 cant Φ2 cant As total

A 10319.9 30 45 3.723 6.33 3.723 φ 3/4 2 φ 5/8 1 7.68A-B 11794.2 30 45 4.282 7.28 4.282 φ 3/4 2 φ 5/8 1 7.68B 16511.9 30 45 6.127 10.42 6.127 φ 3/4 2 φ 3/4 2 11.36

B-C 10319.9 30 45 3.723 6.33 3.723 φ 3/4 2 φ 5/8 1 7.68C 15010.8 30 45 5.531 9.40 5.531 φ 3/4 2 φ 5/8 2 9.68

C-D 10319.9 30 45 3.723 6.33 3.723 φ 3/4 2 φ 5/8 1 7.68D 16511.9 30 45 6.127 10.42 6.127 φ 3/4 2 φ 3/4 2 11.36

D - E 11794.2 30 45 4.282 7.28 4.282 φ 3/4 2 φ 5/8 1 7.68E 10319.9 30 45 3.723 6.33 3.723 φ 3/4 2 φ 5/8 1 7.68

VA 24830.8 ESTRIBOS 3/8''VB- 26551.9 As 0.71 cm2VB+ 26503.1 d 0.95 cmVC- 25731.8 S 16.39 cmVC+ 26503.1 Considerar SPOR CONFINAMIENTOVD- 25731.8 EVD+ 26551.9 CONFINAMIENTO # estribos @ cm @ m VE 24830.8 db 1.91 2 5 0.05Vc 10176.7 kg 8*db 15.28 4 11.3 0.1125Vv 26551.9 kg 24*d'b 22.8 11.25 r 22.5 0.23Vs 16375.2 kg 30

d/4 11.25USAR 11.25 cm

S 22.5 cm

Kg/cm2

Kg/cm2

φ=φ'=

ρmin=

Asmin = cm2

Asmin =

Asmax = cm2

aasum areal

DISEÑO DE VIGA

h losa 0.2 m B 4 m

f'c= 280 losa 20cm 300 kg/m2 b 0.25 m

fy= 4200 PT 150 kg/m2 h 0.35 m

0.9 Tabiqueria 100 kg/m2 w viga 210 kg/m

0.85 550

Ln = 4.5 m Wd = 2410 kg/mLv = 0.5 mr sup 4 cmr inf 4 cmd = 30 cmd' = 30 cm

CALCULO DE ACERO DE REFUERZO

0.0033

2.502 φ 5/8 B

18.75 6DISEÑO ASUMIDO

TRAMO Mu b d As Φ1 cant Φ2 cant

A 5991.47 25 30 1.380 5.41 3.817 φ 1/2 2 φ 1/2 1A-B 6847.39 25 30 1.670 6.21 4.384 φ 1/2 2 φ 1/2 1B 9586.35 25 30 2.240 8.78 6.199 φ 1/2 2 φ 1/2 2

B-C 5991.47 25 30 1.456 5.41 3.822 φ 1/2 2 φ 1/2 1C 9586.35 25 30 2.240 8.78 6.199 φ 1/2 2 φ 1/2 2

C-D 6847.39 25 30 1.670 6.21 4.384 φ 1/2 2 φ 1/2 1D 5991.47 25 30 1.380 5.41 3.817 φ 1/2 2 φ 1/2 1

Para viguetas solo se usa 3/8" y 1/2"

VA 12763 ESTRIBOS 3/8''VB- 13172 As 0.71 cm2VB+ 13155 d 0.95 cmVC 13155 S 23.80 cm

Considerar SPOR CONFINAMIENTO

CONFINAMIENTOdb 1.27

Vc 5653.73 kg 8*db 10.16Vv 13172 kg 24*d'b 22.8 7.5Vs 7518.34 kg 30

d/4 7.5USAR 10 cm

Kg/cm2

Kg/cm2

φ=φ'=

ρmin=

Asmin = cm2

Asmin =

Asmax = cm2

aasum areal

)2

a-(df

M=A

y

US

bf0.85

fA=a

c

yS

yf

cf '8.0min

S 15 cm

DISEÑO DE VIGA

S/C 200 kg/m2

Wl = 800 kg/m

Wu = 4734 kg/m

As total fierro area As+ a3.87 MAAAAL -2.4378 φ 1/4 0.32 2.58 3.414705883.87 MAAAAL -2.7140 φ 3/8 0.71 3.414705885.16 MAAAAL -3.9586 φ 1/2 1.29 2.58 4.552941183.87 MAAAAL -2.3663 φ 5/8 2 3.414705885.16 MAAAAL -3.9586 φ 3/4 2.84 2.58 4.552941183.87 MAAAAL -2.7140 φ 1 5.1 3.414705883.87 MAAAAL -2.4378 3.41470588

# estribos@ cm @ m 2 5 0.054 10 0.1

r 15 0.15

bf0.85

fA=a

c

yS

My a real Mresist_real M +5748.35857 2.73176471 4654.18948 3832.239045748.35857 2.73176471 4654.189487510.30412 3.64235294 6106.91464 3755.152065748.35857 2.73176471 4654.189487510.30412 3.64235294 6106.91464 3755.152065748.35857 2.73176471 4654.189485748.35857 2.73176471 4654.18948

DISEÑO DE LOSA ALIGERADA

h losa 0.2 B 0.4

f'c= 280 losa 20cm 300 b 0.4 S/C 200

fy= 2800 PT 150 h 0.15 Wl = 80

0.9 Tabiqueria 0

0.85 450

Ln = 3.25 m Wd = 180 Wu = 388 kg/mLv = 0.3 mrinf 4 cmrsup 5.5 cmd+ = 10 cmd- = 8.5 cm

CALCULO DE ACERO DE REFUERZO

0.0050

0.431 φ 5/8

2.125 1.7DISEÑO ASUMIDO

TRAMO Mu b d As Φ1 cant Φ2 cant As total

A 256.141 10 8.5 1.547 1.32 1.548 φ 1/2 1 φ 3/8 1 2.00A-B 292.732 40 10 0.348 1.18 0.348 φ 1/2 1 φ 1/2 0 1.29B 409.825 10 8.5 2.670 2.27 2.670 φ 1/2 1 φ 1/2 1 2.58

B-C 256.141 40 10 0.304 1.03 0.304 φ 1/2 1 φ 3/8 0 1.29C 409.825 10 8.5 2.670 2.27 2.670 φ 1/2 1 φ 1/2 1 2.58

C-D 292.732 40 10 0.348 1.18 0.348 φ 1/2 1 φ 1/2 0 1.29D 256.141 10 8.5 1.547 1.32 1.548 φ 1/2 1 φ 3/8 1 2.00

Para viguetas solo se usa 3/8" y 1/2"

TRAMO a real Mresist_realA 2.3529 410.12

A-B 0.3794 354.35B 3.0353 504.41

B-C 0.3794 354.35C 3.0353 504.41

C-D 0.3794 354.35D 2.3529 410.12

Kg/cm2

Kg/cm2

φ=φ'=

ρmin=

Asmin = cm2

Asmin =

Asmax = cm2

aasum areal

DISEÑO DE LOSA MACIZA

h losa 0.15 B 0.4

f'c= 240 losa 20cm 360 b 0.4 S/C 200

fy= 4200 PT 150 h 0.15 Wl = 80

0.9 Tabiqueria 0

0.85 510

Ln = 4.5 m Wd = 204 Wu = 421.6 kg/mLv = 0.3 mrinf = 2 cmrsup = 1.5 cmd+ = 12 cmd- = 12.5 cm

CALCULO DE ACERO DE REFUERZO

0.0033

1.671 φ 5/8

12.5 2.5DISEÑO ASUMIDO

TRAMO Mu b d As Φ1 cant Φ2 cant As total

A 533.588 40 12.5 0.595 1.16 0.595 φ 1/2 1 φ 3/8 0 1.29A-B 609.814 40 12 0.713 1.39 0.713 φ 1/2 1 φ 3/8 1 2.00B 853.74 40 12.5 0.967 1.88 0.967 φ 1/2 1 φ 3/8 1 2.00

B-C 533.588 40 12 0.621 1.21 0.622 φ 1/2 1 φ 3/8 0 1.29C 853.74 40 12.5 0.967 1.88 0.967 φ 1/2 1 φ 3/8 1 2.00

C-D 609.814 40 12 0.713 1.39 0.713 φ 1/2 1 φ 3/8 1 2.00D 533.588 40 12.5 0.595 1.16 0.595 φ 1/2 1 φ 3/8 0 1.29

Para viguetas solo se usa 3/8" y 1/2"

TRAMO a realA 0.664 659.263

A-B 1.0294 964.7647B 1.0294 1006.765

B-C 0.664 632.173C 1.0294 1006.765

C-D 1.0294 964.7647D 0.664 659.263

Kg/cm2

Kg/cm2

φ=φ'=

ρmin=

Asmin = cm2

Asmin =

Asmax = cm2

aasum areal

Mresist_real