ANEXO 1 Calculo de Conexiones.pdf

Cálculo de Conexiones EDIFICIO PDVSA Conexión de VP200 a HEA140 Ru= 5.642 t Pernos Usamos 5/8 in *Rn= 4.99 n= 3 *Rn= 16.93 Gouset ep= 0.8 Fy= 2531 Lv= 14 Bloque de corte Anv= 13.3 Ant= 2.102 *Rn= 25579

t

A325-N

dh=

Corte

CS

VP d bf tf tw

1.75 cm

1.13 t cm Kg/cm2 Fu= Lh= cm2 cm2 Kg

Flexion en gouset lm= 13.2 cm h= 15 My= 75935 Kg*cm Lb 8.9 cm *Mn= 99171 Kgcm Soldadura al alma

Agt=

4078 Kg/cm2 3 11.2 cm2

Ok

Mu= 74.19 t*cm Sx= 30 cm3 Zx= Mp= 1E+05 Kg*cm Lb*h/ep2= 208.6 > > 74192 Ok

45 cm3 66

830

200 20 12.5 0.9 0.45

180 18 12.5 0.6 0.45

s= l= kl= xl= al= *Rn=

0.5 15 6 1.335 11.57 11.44

cm= cm cm cm cm t

3.1 in/16 k= x=

0.40 0.089 a C 0.771 1.808 0.7 1.95 0.8 1.75

EDIFICIO PDVSA Conexión de IPN140 a VP180 Ru= 1.8 Pernos Usamos 5/8 n= 2 *Rn= 6.68 Gouset ep= 0.6 Fy= 2531 Lv= 7.9 Bloque de corte Anv= 3.168 Ant= 1.576 *Rn= 13626

t in

A325-N

dh=

t

Corte

CS

cm Kg/cm2 Fu= Lh= cm2 cm2 Kg

Flexión en gouset

Agt=

1.75 cm

4078 Kg/cm2 3.5 4.74 cm2

lm= h= My= Lb My= *Mn=

10.23 10.8 29523 4.5 26571 43559

cm Kg*cm cm kg*cm Kgcm

Mu= Sx= Lb*h/ep2= >

18.41 t*cm 11.66 cm3 135 >

66 830

18405 Ok

EDIFICIO PDVSA 12/5/11 Conexión de IPN140 a HEA140 Viga secundaria con Pared Ru= 2.307 t Pernos Usamos 5/8 in A325-N dh= 1.75 cm n= 2 *Rn= 6.68 t Corte CS Gusset ep= 0.6 cm Fy= 2531 Kg/cm2 Fu= 4078 Kg/cm2 Lv= 7.9 Lh= 3.5 Bloque de corte Anv= 3.168 cm2 Agt= 4.74 cm2 Ant= 1.576 cm2 *Rn= 13626 Kg Flexion en gouset lm= 11.2 cm h= 10.8

Mu= Sx=

25.84 t*cm 11.66 cm3

My= Lb My= *Mn=

29523 4.5 26571 43559

Kg*cm cm kg*cm Kgcm

Lb*h/ep2= >

135 >

66.4 830

25838 Ok

Flexión en la Conexión Soldada s= 0.4 cm= 2.52 in/16 l= 10.8 cm k kl= 7 cm 0.648 xl= 1.98 cm 0.6 al= 12.72 cm 0.7 k a C a 0.6 1.18 1.66 0.7 1.18 1 1.91 1 1.2 1.63 1.2 C= 1.77 *Rn= 6.45 t > 2.307

x 0.183 0.164 0.204 C k 1.88 0.648 1.77 2.16 0.6 1.66 1.85 0.7 1.88

EDIFICIO PDVSA Conexión de IPN140 a VP180 Ru= Pernos Usamos n= *Rn=

1.8 t 5/8 in 2 6.68 t

A325-N

dh=

Corte

CS

1.75 cm

Gouset ep= 0.6 Fy= 2531 Lv= 7.9 Bloque de corte Anv= 3.168 Ant= 1.576 *Rn= 13626

cm Kg/cm2 Fu= Lh= cm2 cm2 Kg

Flexion en gouset lm= 10.23 cm h= 10.8 My= 29523 Kg*cm Lb 4.5 cm My= 26571 kg*cm *Mn= 43559 Kgcm

4078 Kg/cm2 3.5

Agt=

4.74 cm2

Mu= Sx=

18.41 t*cm 11.66 cm3

Lb*h/ep2= >

135 > 18405 Ok

Refugio PDVSA Calculo de Conexiones Arriostramiento Pu=

24927 kg

Perfil tL=

2L100x8 1 cm

Fy= Fu=

2531 Kg/cm2 4078 Kg/cm2

66 830

BL= 10 Pernos diam 3/4 *Rn= 10.02 n= 2.5 g= 5.5 dist= 6 dborde= 3 Bloque de corte Anv= 6.84 Ant= 3.47 Rn* = 46321 Pl de conexión Tp= 1.6 Aplastamiento *Rn= 88084

cm A-325 SC t CD Usamos 3 pernos cm cm cm dh= 2.06 cm2 cm2 Kg >

Anv=

15 cm2

24927 Kg

Kg >

24927 Kg

EDIFICIO PDVSA Calculo de Conexiones Pernos de anclajes YY Traccion Ru max= Hu max= Cabilla

27328

5/8 6560

10258 3/4

Ab=

2.85 cm2

Corte 7335

3/4 8670 10755 Fu= 6328 5/8 6560

3151

8760 12395

4798

4406 12615 17840

6907

9394

5010 1.98

3/4 8670 *Rtn= *Rvn= Usamos Rad=

*Rtn= *Rvn= *Rtn'=

4406 Kg 6907 Kg

n= n=

8 pernos 4321 Kg

A42 Adherencia

1546 Kg/cm2 2423 Kg/cm2 1722 Kg/cm2 fv=

7214 2.85

6.2 1.5

450 Kg/cm2 Fy=

fut=

13527

60 ksi Cabilla

1198 Kg/cm2

PDVSA Calculo de Conexiones Pernos de anclajes XX Ru max= Hu max= Cabilla *Rtn= *Rvn=

25557 10185 3/4 4406 Kg 6907 Kg

Ab= 2.85 cm2 n= n=

X-X 1.5

5/8 3/4 Fu= 5/8 3/4

Traccion Corte 6560 7335 3151 8760 12395 4798 8670 10755 4406 12615 17840 6907 6328 6560 9394 5010 1.98 8670 13527 7214 2.85

Usamos Rad=

*Rtn= *Rvn= *Rtn'=

8 pernos 4321 Kg

A42 Adherencia

1546 Kg/cm2 2423 Kg/cm2 1724 Kg/cm2 fv=

447 Kg/cm2 Fy= 60 ksi Cabilla

fut=

1121 Kg/cm2

Refugio PDVSA Calculo de Conexiones Pernos de anclajes XX Ru max= 25557 Hu max= 10185 Cabilla *Rtn= *Rvn= Usamos Rad=

3/4 4790 Kg 6532 Kg

Ab=

2.85 cm2

n= n=

X-X 1.6

8 pernos A42 4742 Kg Adherencia

5/8 3/4 Fu= 5/8 3/4

Traccion Corte 6560 7335 3151 8760 12395 4798 8670 10755 4406 12615 17840 6907 6328 6560 9394 5010 1.98 8670 13527 7214 2.85 3/4 2.85 4790 7/8 3.88 6532

*Rtn= *Rvn= *Rtn'=

1681 Kg/cm2 2292 Kg/cm2 1857 Kg/cm2 fv=


fut=

1121 Kg/cm2

EDIFICIO PDVSA Calculo de Conexiones Pernos de anclajes Ru max= 27328 Hu max= 10258 Cabilla *Rtn= *Rvn= Usamos Rad=

*Rtn=

3/4 4742 Kg 6532 Kg

Ab= n= n=

8 pernos A42 4321 Kg Adherencia

1664 Kg/cm2

2.85 cm2 5.8 1.6

5/8 3/4 Fu= 5/8 3/4

Tracción Corte 6560 7335 3151 8760 12395 4798 8670 10755 4406 12615 17840 6907 6328 6560 9394 5010 1.98 8670 13527 7214 2.85 3/4 7/8

2.85 3.88

4742 6532

*Rvn= *Rtn'=

2292 Kg/cm2 1836 Kg/cm2 fv=


fut=

1198 Kg/cm2

Vigas Compuestas Edificio PDVSA Viga Compueta - AISC LRFD

Resumen:

Viga 1 LOSA - DECK 1.5' LOSA 4' Luz: Dist entre vigas: Ancho efectivo: CARGAS Kg/m2 LOSA 187.0 DECK 8.7 EST 5.0 TBQ 150.0 Dcts & CR 40.0 ACABADO 30.0 CM 420.7 CV 175.0 q= 595.7

Viga Losa Deck el= L= d= dê=

10.16 2.40 3.00 0.60

cm m m m Clear S: SLL:

22 G

Viga 1 VP 140 x 14.4 10.2 cm 1.5 " Cal

9.8 ft 81 PSF

225.0 f Kg/m² Kg/m² Kg/m²

1.2 1.6 qu=

Cargas Totales 504.9 Kg/m² 280.0 Kg/m² 784.9 Kg/m²

f 1.4 1.6 qu=

Cargas Montaje 281.0 Kg/m² 160.0 Kg/m² 441.0 Kg/m²

22

qsc= w= M= Qmax= Concreto f'c= Deck:

400.0 1787 1287 2145

Kg/m² Kg/m Kg*m Kg

210.93 Kg/cm² hr=

wu= Mu= Qu=

Ec= Ec1= 3.81 cm

2355 Kg/m 1695 Kg*m 2826 Kg

225113 Kg/cm² 112557 Kg/cm² el-hr= 6.35 cm

Acero Fy= VP 140 x 14.4 p= 14.4 H= 14.00 Bs= 6.60 es= 0.86 Bi= 6.60 ei= 0.86 t= 0.57 kc= Perfil con: Montaje P Local f P Lateral P Local w P local P Lateral P Local w øb= øb*Mn= øv*Vn=

2531 Kg/cm² Es= 2.10E+06 Fr= 1160 Kg/cm2= 16.5 Kg/m 4.79 Kg/m² cm A= 18.3 cm2= cm Ix= 573 cm4 cm Sxs= 81.9 cm³ cm Sxi= 81.9 cm³ cm rx= 5.61 cm cm Zx= 95.4 cm³ Fuera de 0.862 Rango X1= 305753 Kg/cm2 SD X2= 0.000 1/Kgcm2)²

p 10.95 3.8 50.69 85.7 108.30 21.54 Mp M 2415 2415 2415 2248 2415 2415 0.90 2023 Kg*m 10907 Kg

r 34.5 322.5 164.2 Mr 1122 1122 2072 > >

wu= Mu= Qu= Muc=

Lb= 1.20

n= n1=

9 19 wr=

Kg/m Kg*m Kg Kg*m

8.42 cm

Kg/cm² Re= 1 ksi FL= 1371 Kg/cm2 2.84 rt= 1.74 cm Iy= 35 cm4 Sys= 10.7 cm³ Syi= 10.7 cm³ ry= 1.40 cm Zy= 17.90 cm³ J= Cw= m

Mcr 90549 7718 953 Ok 1588 Ok

1323 953 1588 953

1071

4.32 cm4 1540 cm^6 MA= MB= MC= Mmax= Cb=

714 953 714 953 1.14

Cb=

1.00

0.10 in4 6 in6 Kg*m Kg*m Kg*m Kg*m

L/4 L/2 3L/4

Def=

0.67 Ok

0.216 cm <

-0.45

Viga Compuesta VCP= 1 øb= 0.85 0 a= 4.31 cm øb*Mn= 5909 Kg*m > 1695 Ok øv*Vn= 10907 Kg > 2826 Ok a= 100000 a/h= 8143.32 Kv= øv*Vn= 10907 Kg > 2826 Colocar Deformación Corto Plazo A y A*y Losa 40.84 3.18 130 VP 140 x 14.4 18.30 17.16 314 59.14 444 Largo Plazo Losa VP 140 x 14.4

def cm= def mont= def cvcp= def cvlp= def tot=

0.05 0.22 0.03 0.00 0.30

A 20.42 18.30 38.72

L/360 0.67 0.67 0.67 0.67 0.67

cm < cm < cm < cm < cm <

Conectores de corte Deck// Viga= Suma Qn= 46320 Kg Lc= 5 cm Qc80= 9561 Kg N° Con= 4.84 Se deben colocar

y 3.18 17.16

A*y

4213 5.0 0 A*y² 412 5389 5800 A*y²

65 314 379

206 5389 5595

Ok Ok Ok Ok Ok

Atiesador(es) en el apoyo Io 137 573 710

a 100= y= Itr= Itr p=

4.31 7.5 3182 3182

cm cm cm4 cm4

Io 69 573 642

y= Itr= Itr p=

9.8 cm 2529 cm4 2529 cm4

4471 1110 9428 56205 801

si Hs=

8

Nr= f=

1 1.000

Stud no Corto < # Conectores/costilla(<3)

diam= 11.43 cm

Ls 5 conectores por extremo.

7/8 in Ok

0.5 12 12528.6

Edificio PDVSA Vigas Secundarias Alas Desiguales Viga Compuesta - AISC LRFD

192.0 8.7 8.6 0.0 40.0 30.0

el= L= d= dê=

w= M= Qmax= Concreto f'c=

210.93 Kg/cm²

q= qsc=

Deck:


hr=

Cargas Totales 335.2 Kg/m² 280.0 Kg/m² qu= 615.2 Kg/m² 52 psf wu= 1846 Kg/m Mu= 3973 Kg*m Qu= 3830 Kg

9.8 ft 50 PSF

f

279.3 Kg/m² 175.0 Kg/m² 454.3 Kg/m² 253.6 Kg/m² 1363 Kg/m 2934 Kg*m 2828 Kg

-

10.16 4.15 3.00 1.04

22 G

CM CV

VP 133 x 24.6 10.2 cm 1.5 " Cal Viga 3

Viga Losa Deck

Viga 3 LOSA - DECK 1.5' LOSA 4' . Luz: Dist entre vigas: Ancho efectivo: CARGAS Kg/m2 LOSA DECK EST TBQ Dcts & CR ACABADO

Resumen:

f

qu=

Cargas Montaje 293.1 Kg/m² 160.0 Kg/m² 453.1 Kg/m²

wu= Mu= Qu= Muc=

1359 2926 2820 2926

1.2 1.6

Ec= Ec1= 3.81 cm

1.4 1.6 -

188805 Kg/cm² n= 94402 Kg/cm² n= el-hr= 6.35 cm

11.12 22.25

Kg/m Kg*m Kg Kg*m

22

Acero VP 133 x 24.6 p= 24.6 H= 13.30 Bs= 14.00 es= 0.85 Bi= 14.00 ei= 0.85 t= 0.55 h/t= 21.09 hc/tw)m= 106.7

Fy= Kg/m cm

cm cm cm Ok

Montaje Lpd= Lp= Lr= Cb= Mr= Mcr= Mp= øb= øb*Mn= øv*Vn=

3.52 1.76 9.60 1.00 2130 52575 4401 0.90 3961 9998

Def=

1.118 cm <

Carga total øb= a= øb*Mn= øv*Vn= a=

0.85 4.26 9897 9998 100000

m m m

2531 Kg/cm² 8.20 Kg/m² A= 31.34 Ix= 1033 Sxs= 155.3 Sxi= 155.3 rx= 5.74 Zx= 174 X1= 3638 X2= 0.001 Lb= Lb/ry= <

cm2= cm4 cm³ cm³ cm cm³ ksi 1/ksi)²

1160 Kg/cm2= 4.86 in2 Iy= 389 Sy= 55.6 ry= 3.52 rt= 3.87 J= 6.36 Cw= 15064 yinf\= 6.65 M1= M2= Cb=

1.00 m 28 4.15

Kg*m Kg*m Kg*m Kg*m Kg

Fr=

2271

> >

2926 Ok 2820 Ok

1.15 Ok

0 cm a1= Kg*m > 3973 Ok Kg > 3830 Ok a/h= 8620.69 Kv=

16.5 ksi

cm4 cm³ cm cm cm4= cm^6= cm

0 Kg*m 2926 Kg*m 1.75

-0.76 4621.84177 7.83

1035

Contraflecha x1= 0 x2= 0

5924 5

Mn0= Mn1= Mn2=

11643 -12841 -6715

0.15 in4 56 in6

øv*Vn= 9998 Deformación Corto Plazo Losa VP 133 x 24.6

Largo Plazo Losa VP 133 x 24.6


0.10 0.00 0.14 0.02 0.27

Kg >

3830 Colocar

0

Atiesador(es) en el apoyo

A 59.23 31.34 90.57

y 13.64 0.00

A*y 808 0 808

A*y² 11012 0 11012

Io 199 1033 1232

Ix= y= Itr=

12244 cm4 8.9 cm 5042 cm4

A 29.62 31.34 60.96

y 13.64 0.00

A*y 404 0 404

A*y² 5506 0 5506

Io 100 1033 1133

Ix= y= Itr=

6639 cm4 6.6 cm 3963 cm4


Conectores de corte Suma Qn= 79327 Kg Lc= 5 cm Qc80= 8756 Kg N° Con= 9.06 Se deben colocar

L/360 1.15 1.15 1.15 1.15 1.15

Ok Ok Ok Ok Ok

10 Conectores por extremo.

4259 xxxxxx 2890 17035 1564

Edificio PDVSA Viga Compuesta - AISC LRFD

Resumen:

Viga 1 LOSA - DECK 1.5' LOSA 4' Luz: Dist entre vigas: Ancho efectivo: CARGAS Kg/m2 LOSA 187.0 DECK 8.7 EST 5.0 TBQ 150.0 Dcts & CR 40.0 ACABADO 30.0 CM 420.7 CV 175.0 q= 595.7 qsc= 400.0 w= 1787 M= 1287 Qmax= 2145 Concreto f'c=


10.16 2.40 3.00 0.60


22 G

Viga 1 VP 140 x 14.4 10.2 cm 1.5 " Cal

9.8 ft 81 PSF

225.0 f Kg/m² Kg/m² Kg/m² Kg/m² Kg/m Kg*m Kg

210.93 Kg/cm²

1.2 1.6 qu=


wu= Mu= Qu=

2355 Kg/m 1695 Kg*m 2826 Kg

Ec= Ec1=

225113 Kg/cm² 112557 Kg/cm²

f 1.4 1.6 qu= wu= Mu= Qu= Muc= n= n1=

Cargas Montaje 281.0 Kg/m² 160.0 Kg/m² 441.0 Kg/m² 1323 953 1588 953 9 19

Kg/m Kg*m Kg Kg*m

22

Deck:

hr=

3.81 cm

el-hr=

6.35 cm

Acero Fy= VP 140 x 14.4 p= 14.4 H= 14.00 Bs= 6.60 es= 0.86 Bi= 6.60 ei= 0.86 t= 0.57 kc= Perfil con: Montaje P Local f P Lateral P Local w P local P Lateral P Local w øb= øb*Mn= øv*Vn= Def=


p 10.95 3.8 50.69 85.7 108.30 21.54 Mp M 2415 2415 2415 2248 2415 2415 0.90 2023 Kg*m 10907 Kg 0.216 cm <

Viga Compuesta VCP= øb= 0.85 a= 4.31 cm øb*Mn= 5909 Kg*m > øv*Vn= 10907 Kg >

r 34.5 322.5 164.2 Mr 1122 1122 2072

Lb= 1.20

wr=

Kg/cm² Re= 1 ksi FL= 1371 Kg/cm2 2.84 rt= 1.74 cm Iy= 35 cm4 Sys= 10.7 cm³ Syi= 10.7 cm³ ry= 1.40 cm Zy= 17.90 cm³ J= Cw= m

Mcr 90549 7718 -

> >

953 Ok 1588 Ok

1071

0.67 Ok

-0.45

1 0 1695 Ok 2826 Ok

4213

8.42 cm

4.32 cm4 1540 cm^6 MA= MB= MC= Mmax= Cb=

714 953 714 953 1.14

Cb=

1.00


L/4 L/2 3L/4

a= 100000 øv*Vn= 10907 Deformación Corto Plazo Losa VP 140 x 14.4

a/h= 8143.32 Kv= Kg > 2826 Colocar A 40.84 18.30 59.14

Largo Plazo Losa VP 140 x 14.4


0.05 0.22 0.03 0.00 0.30

A 20.42 18.30 38.72


y 3.18 17.16

A*y 130 314 444

A*y²

y 3.18 17.16

A*y

A*y²

L/360 0.67 0.67 0.67 0.67 0.67


5.0 0

412 5389 5800

65 314 379

206 5389 5595

Ok Ok Ok Ok Ok



4.31 7.5 3182 3182

cm cm cm4 cm4

Io 69 573 642

y= Itr= Itr p=

9.8 cm 2529 cm4 2529 cm4

4471 1110 9428 56205 801

si Hs=

8

Nr= f=

1 1.000


diam= 11.43 cm

Ls 5 Conectores por extremo.

7/8 in Ok

0.5 12 12528.6


Resumen:



10.16 3.00 1.38 0.75


22 G

Viga 1 IPN 140 x 14.4 10.2 cm 1.5 " Cal

4.5 ft 114 PSF


210.93 Kg/cm²

1.2 1.6 qu=


wu= Mu= Qu=

1358 Kg/m 1528 Kg*m 2037 Kg

Ec= Ec1=

225113 Kg/cm² 112557 Kg/cm²

f 1.4 1.6 qu= wu= Mu= Qu= Muc= n= n1=


Kg/m Kg*m Kg Kg*m

22

Deck:

hr=

3.81 cm

el-hr=

6.35 cm

Acero Fy= IPN 140 x 14.4 p= 14.4 H= 14.00 Bs= 6.60 es= 0.86 Bi= 6.60 ei= 0.86 t= 0.57 kc= Perfil con: Montaje P Local f P Lateral P Local w P local P Lateral P Local w øb= øb*Mn= øv*Vn= Def=


p 10.95 3.8 50.69 178.6 108.30 21.54 Mp M 2415 2415 2415 1807 2415 2415 0.90 1626 Kg*m 10907 Kg 0.249 cm <

Viga Compuesta VCP= øb= 0.85 a= 3.44 cm øb*Mn= 6078 Kg*m > øv*Vn= 10907 Kg >

r 34.5 322.3 164.2 Mr 1123 1123 2073

Lb= 2.50

wr=

Kg/cm² Re= 1 ksi FL= 1371 Kg/cm2 2.84 rt= 1.74 cm Iy= 35 cm4 Sys= 10.7 cm³ Syi= 10.7 cm³ ry= 1.40 cm Zy= 17.90 cm³ J= Cw=

4.32 cm4 1540 cm^6

m

Mcr 90597 2587 -

> >

695 Ok 927 Ok

931

0.83 Ok

-0.58

1 0 1528 Ok 2037 Ok

4550

8.42 cm

MA= MB= MC= Mmax= Cb=

521 695 521 695 1.14

Cb=

1.00


L/4 L/2 3L/4

a= 100000 øv*Vn= 10907 Deformación Corto Plazo Losa IPN 140 x 14.4

a/h= 8143.32 Kv= Kg > 2037 Colocar A 51.05 18.30 69.35

Largo Plazo Losa IPN 140 x 14.4


0.10 0.25 0.03 0.00 0.38

A 25.53 18.30 43.83


y 3.18 17.16

A*y 162 314 476

A*y²

y 3.18 17.16

A*y

A*y²

L/360 0.83 0.83 0.83 0.83 0.83


5.0 0

515 5389 5903

81 314 395

257 5389 5646

Ok Ok Ok Ok Ok



3.44 6.9 3379 3379

cm cm cm4 cm4

Io 86 573 659

y= Itr= Itr p=

9.0 cm 2743 cm4 2743 cm4

3112 1205 11185 68103 796

si Hs=

8

Nr= f=

1 1.000


diam= 11.43 cm

Ls 5 conectores por extremo.

7/8 in Ok

0.5 12 12528.6


Resumen:


el= L= d= dê=

10.16 4.15 3.00 1.04


22 G

Viga 1 IPN 180 x Viga 17.7 Losa 10.2 cm Deck 1.5 " Cal Apuntalar Viga

9.8 ft 81 PSF


210.93 Kg/cm²

1.2 1.6 qu=


wu= Mu= Qu=

2359 Kg/m 5078 Kg*m 4895 Kg

Ec= Ec1=

225113 Kg/cm² 112557 Kg/cm²

f 1.4 1.6 qu= wu= Mu= Qu= Muc= n= n1=


Kg/m Kg*m Kg Kg*m

22

Deck:

hr=

Acero Fy= IPN 180 x 17.7 p= 17.7 H= 18.00 Bs= 12.50 es= 0.60 Bi= 12.50 ei= 0.60 t= 0.45 kc= 0.655 SD Perfil con: Montaje P Local f P Lateral P Local w P local P Lateral P Local w øb= øb*Mn= øv*Vn= Def=

3.81 cm 2531 Fr= Kg/m cm cm cm cm cm cm Ok

p 10.95 10.4 50.69 84.9 108.30 37.33 Mp M 4107 4107 4107 3553 4107 4107 0.90 3197 Kg*m 11071 Kg 0.848 cm <

el-hr=

6.35 cm

Kg/cm² Es= 2.10E+06 1160 Kg/cm2= 16.5 5.90 Kg/m² A= 22.56 cm2= Ix= 1314 cm4 Sxs= 146.0 cm³ Sxi= 146.0 cm³ rx= 7.63 cm Zx= 162.3 cm³ X1= 139780 Kg/cm2 X2= 0.000 1/Kgcm2)² r 30.1 180.8 164.2 Mr 2001 2001 3694 > >

Lb= 2.50

wr=

Kg/cm² ksi FL= 3.50 rt= 3.34 Iy= 195 Sys= 31.3 Syi= 31.3 ry= 2.94 Zy= 47.73 J= 2.33 Cw= 14783 m

Mcr 16643 13881 2859 Ok 2755 Ok

339

1.15

Viga Compuesta VCP= 1 øb= 0.85 0 a= 3.07 cm øb*Mn= 8555 Kg*m > 5078 Ok øv*Vn= 11071 Kg > 4895 Ok a= 100000 a/h= 5952.38 Kv=

-0.30

3477 5.0

8.42 cm Re= 1 1371 Kg/cm2 cm cm4 cm³ cm³ cm cm³ cm4 cm^6

MA= MB= MC= Mmax= Cb=

2144 2859 2144 2859 1.14

Cb=

1.00

2768.5 ###


L/4 L/2 3L/4

Atiesador(es) en el apoyo øv*Vn= 11071 Deformación Corto Plazo Losa IPN 180 x 17.7

Largo Plazo Losa IPN 180 x 17.7


0.25 0.19 0.12 0.02 0.58

Kg >

4895 Colocar

0

A 70.62 22.56 93.18

y 3.18 19.16

A*y 224 432 656

A*y²

A 35.31 22.56 57.87

y 3.18 19.16

A*y 112 432 544

A* y²


L/360 1.15 1.15 1.15 1.15 1.15

Nr= f=

356 8282 8638

Ok Ok Ok Ok Ok

Conectores de corte Deck// Viga= si Suma Qn= 57103 Kg Hs= Lc= 5 cm Qc80= 9328 Kg N° Con= 6.12 Se deben colocar

712 8282 8994

Io 237 1314 1551


Io 119 1314 1432

y= Itr= Itr p=

3.07 7.0 5920 5920

cm cm cm4 cm4

9.4 cm 4950 cm4 4950 cm4

1692 2206 3393 21274 721

8 1 1.000


diam= 11.43 cm

Ls 7 Conectores por extremo.

7/8 in Ok

0.5 12 12528.6

ANEXO 1 Calculo de Conexiones.pdf

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