vigas de conexion eje 1 - 1
TRANSCRIPT
DISEÑO DE VIGA DE CONEXIÓN
luz a cara columna luz a cara columna
0.55 0.55 0.55
EJE 1 - 1
CARGAS (Ton)
Col b t Pcm Pcv P P ult Ru
1A 0.35 0.35 61.94 10.59 72.53 104.72 121.3
1B 0.45 0.45 111.28 21.74 133.02 192.74 223.2
1C 0.35 0.35 61.83 10.60 72.43 104.58 121.1
tramo 1A 1B
Predimensionado
h = L / 7 = 4.43 Asumir : h =
b= h / 2 = 0.70
b= Pu(1A)/31L = 104.7 Asumir : b =
b= col+2" = =
Peralte : d = 70.0 rec = Ф
d = ØESTRIBO = 3/8"
Øvari . = 3/4"
Diagrama de Momentos :
Pu1 =
0.70
Mu =
Md
Mu = Md
3.95 3.25
Md =
h/4 =
Vu = Ru1 - Pu1 = 121.28 - 104.72
Vu =
Pu1=
DETERMINACION DEL AREA DE REFUERZO
Refuerzo Longitudinal :
f'c = Mu_falta = tn-m
f y =
Ф flex= 0.9 As_falta = cm2
As min = = a =
=
As min =
= = As falta =
As min =
2 Ф 3/4" + 1 Ф 3/4" area de acero a = Mumin = CALCULO DE BASTONES
2 Ф 2.85 + 1 Ф 2.85 8.55 cm2 5.0294 19.58
OK cm ton-m 4 Ф 1" + 2 Ф 3/4" area de acero
4 Ф 5.07 + 2 Ф 2.85
OK
Refuerzo de cara inferior : CALCULO DE ACERO CARA INFERIOR
As+ = As-= =
4 2 Ф 3/4" + 1 Ф 3/4" area de acero
2 Ф 2.85 + 1 Ф 2.85
Refuerzo Tranversal : OK
Corte tomado por el concreto :
Vc = 0.53 Bd
Vc = <
ØVc = 0.85 Vc = Vu > ØVc NO CUMPLE >
Colocar acero Mínimo : pero con los estribos cubre el cortante
; tomando estribos de Ø A = area de estribos
VARILLAS USADAS EN VIGA
= = 3/4"
0.35 4.43m 0.45 4.43m
210 Kg/cm²
4200 Kg/cm²
0.35 m
cm2
1.43cm²
1.43 x 4200 42.75 cm
19.4 Ton
16.5 Ton
3/8''
8.41cm²
25.98 cm2
8.55 cm2
1.91 cm
33.84 8.46cm²
4
25.29
0
8.41cm²
6.10cm²
13.80 cm
104.7 Ton
0.175
16.57 Ton
60.31 Ton-m
73.30 Ton-m
0.88 3.08
104.7 Ton
3.95
63.10 cm
/ 137 = 0.40 m
- 5.00 - - 0.95 - 0.96 5.00 cm
0.76 m
0.40 m
/ 7 = 0.63 m 0.70 m
/ 2 =
3.15
1A 1B 1C
P (Ton)
0.35
1.75
0.95 cm
1.91 cm
23.46
53.72
1.75
)2
afy(dφ
MuAs
0.85f´cb
Asfya
fy
db14
c'f
fy
3.5bsAvmin
fy3.5b
Avmins
dbfy
cf**
´*7.0
faltaMu
faltaAs
Mu
As
_
_
min_
min
1"
Separación mínima por sismo : 3/4"
.-) 1 a
.-) 2h =
Minimo =
se toma el minimo : So = So =
.-) Resto : d/2 = S =
Ø 3/8'' 1 @ 0.05 , 11 @ 0.125 , R 0.25
DISEÑO VIGA DE CONEXIÓN
4 Ø 1" + 2 Ø 3/4"
1.48 2 Ø 3/4" + 1 3/4"
hVIGA 0.70
0.10
2 Ø 3/4" + 1 3/4"
Ø 1 @ 0.050 , 11 @ 0.125 , R 0.250
1.75
1.68
3.15
0.55
3/8''
1.40 mSo≤
8db =
0.55
30.00 cm
15.77 cm 12.5 cm
31.5 cm 25.0 cm
20.32 cm
24Øestr = 22.86 cm
0.05
d/4 = 15.77 cm
2.54 cm
1.91 cm
3.50 x 40.00fy
3.5b
Avmins
tramo 1B 1C h = L / 7 = 4.43 Asumir : h =
Predimensionado
b= h / 2 = 0.70
b= Pu(1C)/31L = #### Asumir : b =
b= col+2" = =
Peralte : d = 70.0 rec = Ф
d = ØESTRIBO = 3/8"
Øvari . = 5/8"
Diagrama de Momentos :
Pu3 =
0.70
Mu =
Md
Mu = Md
3.95 3.25
Md =
h/4 =
Vu = Ru1 - Pu1 = 121.12 - 104.58
Vu =
Pu1=
DETERMINACION DEL AREA DE REFUERZO
Refuerzo Longitudinal :
f'c = Mu_falta = tn-m
f y =
Ф flex= 0.9 As_falta = cm2
As min = = a =
=
As min =
= = As falta =
As min =
2 Ф 3/4" + 1 Ф 3/4" area de acero a = Mumin = CALCULO DE BASTONES
2 Ф 2.85 + 1 Ф 2.85 8.55 cm2 5.029 19.63
OK cm ton-m 4 Ф 1" + 2 Ф 3/4" area de acero
4 Ф 5.07 + 2 Ф 2.85
OK
Refuerzo de cara inferior : CALCULO DE ACERO CARA INFERIOR
As+ = As-= =
4 2 Ф 3/4" + 1 Ф 3/4" area de acero
2 Ф 2.85 + 1 Ф 2.85
Refuerzo Tranversal : OK
Corte tomado por el concreto :
Vc = 0.53 Bd
Vc =
ØVc = 0.85 Vc = Vu > ØVc NO CUMPLE
Colocar acero Mínimo :
; tomando estribos de Ø A =
VARILLAS USADAS EN VIGA
= = 3/4"
8.55 cm2
1.91 cm
0.95 cm
1.59 cm
53.58
23.33
13.73 cm
25.98 cm2
/ 7 = 0.63 m 0.70 m
/ 2 = 0.35 m
/ 137 = 0.76 m 0.40 m
0.40 m
- 5.00 - - 0.95 - 0.80 5.00 cm
63.26 cm
104.6 Ton
3.95
0.88 3.08
0.175
73.21 Ton-m
16.54 Ton
6.11cm²
60.23 Ton-m
0
104.6 Ton
210 Kg/cm²
4200 Kg/cm²
8.43cm²
8.43cm²
cm225.13
3/8''
4
33.68
19.4 Ton
16.5 Ton
8.42cm²
1.43 x 4200 42.75 cm
1.43cm²
)2
afy(dφ
MuAs
0.85f´cb
Asfya
)2
afy(dφ
MuAs
0.85f´cb
Asfya
fy
3.5bsAvmin
dbfy
cf'0.8
fy
db14
c'f
fy3.5b
Avmins
fy
db14
c'f
fy3.5b
Avmins
dbfy
cf**
´*7.0
faltaMu
faltaAs
Mu
As
_
_
min_
min
1"
Separación mínima por sismo : 3/4"
.-) 1 a
.-) 2h =
Minimo =
se toma el minimo : So = So =
.-) Resto : d/2 = S =
Ø 3/8'' 1 @ 0.05 , 11 @ 0.125 , R 0.25
DISEÑO VIGA DE CONEXIÓN
4 Ø 1" + 2 Ø 3/4"
1.48 2 Ø 3/4" + 1 3/4"
hVIGA 0.70
0.55
0.10
1.75 2 Ø 3/4" + 1 3/4" 3.15
1.68
Ø 1 @ 0.050 , 11 @ 0.125 , R 0.250
0.55
2.54 cm
1.91 cm
8db = 20.32 cm
d/4 =
3.50 x 40.00
24Øestr =
31.6 cm
30.00 cm
15.81 cm 12.5 cm
25.0 cm
22.86 cm
0.05
3/8''
15.81 cm
1.40 mSo≤
fy3.5b
Avmins fy
3.5b
Avmins