Edificio Paucarpata.pdf
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Transcript of Edificio Paucarpata.pdf
FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4
EDIFICIO INVERSIONES PAUCARPATA
FUERZA CORTANTE Y MOMENTO FLECTOR
CALCULO DE VIGA EN T (VIGUETA)
RNE
Carga Viva :
Ancho Tributario :
Vigueta : m x =
x =
=
Concreto m x m x m = m3
m x m x m = m3
Acabado m x m x m = m3
m3
=
= V x
= x Kg / m3 =
= x =
Kg x =
= + =
=
Multiplicando el Peso por el Factor de carga Muerta :
= x =
Carga Repartida (CR) :
= +
= + =
=
= = Kg/m
406.5 Kg/m
W 406.5
0.015
Kg/m
Kg/m
1.8
226.5
CR
CR
unidades
Kg
P
P
144
151
CV CM
180
CM 151
m
1.00
1.00
0.025
Kg/m
Peso de la viga en un metro lineal (P) :
Kg/m 406.5
250
0.40
250 Kg/m2
Kg/m2
m
0.10
0.05
1.8
1.5
180
100
Kg/m
100
180
180 Kg/m
Carga Viva (CV) =
0.40
FACTOR POR CARGA VIVA (FCV) :
FACTOR DE CARGA MUERTA (FCM) :
CV
1.5 Kg/m
Kg/m 151
Volumen de la viga en un metro lineal (V) :
V
Peso de ladrilllo por un metro lineal
Total : 7 1
m
7 Kg/m
2
7
3.5
P
2400 Kg/m3
2400 Kg
m3
Kg
144
1.00
1 144 Kg/m
0.02
0.06
0.06
PESO DE LA VIGA EN UN METRO LINEAL
Kg/m7
Kg/m Kg/m
Kg /m
Kg/m
Kg/m
CR
CR
PESO ESPECIFICO DEL CONCRETO (PeC) :
0.06
Peso por unidad de Ladrillo :
N° ladrillos :
Total :
PeC
m3
0.05
0.25
0.30
0.40
P 144 Kg
P
226.5
.10
.40
.20
.05
.25
FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4
DIAGRAMA DE FUERZA CORTANTE
=
∑Fy = 0
+ - =
- x m =
=
=
=
= -
= - x m =
= - x m =
= - x m =
= - x m =
= - x m =
= - x
= ÷
=
W L2 W (X) (X)
2
Kg/m x ( 3.6 )2 m Kg/m ( 0 ) m ( 0 ) m
2
Kg/m x ( 3.6 )2 m Kg/m ( 1 ) m ( 1 ) m
2
Kg/m x ( 3.6 )2 m Kg/m ( 2 ) m ( 2 ) m
2
Kg/m x ( 3.6 )2 m Kg/m ( 3 ) m ( 3 ) m
2
Kg/m x ( 3.6 )2 m Kg/m ( 3.6 ) m ( 3.6 ) m
2
=406.5
=406.5
406.5
=
DIAGRAMA DE FUERZA CORTANTE
kg
kg
kg
kg
kgV(3.6)
=M(x)
m
=
12- RA(X) +
m
m
X 1.775
ECUACION DEL MOMENTO
DIAGRAMA DE MOMENTO FLECTOR
12
406.5-
406.5
406.5= -203.17
12
406.5-
406.5= 91.5472
12
721.538
721.538
721.538
kg
=
m
m
m- 426.9112
= -
12m
-
X 721.5375 kg 406.5 kg
721.538 kg x 1
M(2)
M(3)
M(3.6)
V(X) kg Kg/m721.5375 406.5
721.538 kg x 0
X
721.5375 kg 406.5 Kg/m
2 -91.4625
V(3) 721.5375 kg 406.5 Kg/m 3 -497.9625
V(2) 721.5375 kg 406.5 Kg/m
3.55 -721.5375
Kg/m 1 315.0375
V(0) 721.5375 kg 406.5 Kg/m 0 721.5375
V(1) 721.5375 kg 406.5
V(X) RA W(X)
0
2RA 1443.075 kg
RA 1443.075 kg
2
721.5375 kgRA
RA
RA RB WL 0
2RA 406.5 Kg/m 3.55
RB
M(0)
M(1)
Kg m
Kg m
Kg m
Kg m
Kg m
x 2 +
kg 3
3.6
+
+
x
xkg
= 426.91
-91.378
406.5
406.5=
+
+
RB
W = 406.5 Kg/m
RA
721.5375 Kg
- 721.5375 Kg
426.91 Kg m
-203.17 Kg m
-91.378 Kg m
426.91 Kg m
91.547 Kg m
.25
.40
3.55
.40
.25
FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4
α fy b
f'c =
f'y =
A s1 = ø = =
A s2 = ø = =
d =
b =
α =
β =
Para A s1 = ø
cm2 x
x x 10 cm
MY =
MY =
Para A s2 = ø
cm2 x
x x 10 cm
MY =
MY =
MY >
MY <
MC = α f'c b c ( d - β c )
ES = =
fs =
c = + d c = + 25 cm
c = 15 cm
MC = x x 10 cm x 15 cm ( 25 cm - x 15 cm ) =
MC =
MC =
MC > MY
0.425 422415.00 Kg cm
422415.00 Kg cm
FALLA POR FLUENCIA DEL ACERO
(0.003
)0.003 4200
2.1 x 106
Kg/cm2
Kg cm4224.15
2,100,000.0 Kg/cm2
2.1 x 106
Kg/cm2
4,200.0
0.72 210 Kg/cm2
Kg/cm2
Kg/cm2
0.003 fs
Es
(0.003
)
Kg m es suficiente
426.91 es suficiente
426.91 no es suficiente
FALLA POR ESTALLIDO DEL CONCRETO
=72050.5 0.425 Kg/cm
2
135409.2581 kg cm
MY = 1.29 cm2 x 4200 Kg/cm
2 ( 25 (0.425Kg/cm
2
) )1.29 4200
1354.092581
72050.50417 kg cm
720.5050417 Kg m es suficiente
1/2 ''
cm2 -
)0.72 210 Kg/cm
225 cm - 0.425 (
0.71 4200 Kg/cm2
) =
cm2
cm2
0.72
0.425
MY =
3/8 ''
cm25
cm10
(0.71 x 4200 Kg/cm2
3/8 ''
1/2 '' mm2
71 mm2
129
0.71
1.29
cm2
)As fy
210 Kg/cm2
4200 Kg/cm2
MY = As fy ( d - β
A s1= 3/8 ''
A s2= 3/8 '' .10
.40
.20
.05
.25