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ejercicio de maderas
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Diseo bajo los siguientes parametros mostrados en:1 Bases de calculoPeso piso manchinbre = 45 kgm2Peso muro de ladrillo = 180 kgm2Sobrecarga de explotacion = 200 kgm2Grupo de madera C-ADisear el entrepiso de vigetas de madera las vigas maestras de maderaColumnas 25*25 cm
hmuro 2.5 m
2 Dimencionamiento previo Vigetas2.1 Cargas
PPmachinbre 45 kgm2sobrecarga 200 kgm2R +45 200 =R 245 kgm2
Se adoptara una separacion (40-50)pero se adoptara e=40 cmpara linealizar la carga
q 245 .40 =q 98 kgm l 3.5
Mmax q l2
8=Mmax 150.063 kg m
Mmax
Zx ; N fm 1.10fm flexion.admisible
N 210 1.10 =N 231
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Zx Mmax 100N =Zx 64.962 cm3
Buscando en la tabla 13.1 un valor que se acemeje a Zx
2 '' x 6 '' Zx 130.70 cm3 > 64.96 cm33 '' x 4 '' Zx 87.70 cm3 > 64.96 cm3
Por flexion
L h 4 b fm 1.103 q >L Lvigeta
Por deflexion
L h 3 32 E b5 q k >L Lvigeta
E= Modulo de elasticidad para vigeta E promediok= para cielo falso k= si va a estar libre =250
h 14 b 4 fm 210 q 98100Lf h 4 b fm 1.10
3 q =Lf 496.387h 14 b 4 E 130000 k 250 =q 0.98
Ld h 3 32 E b5 q k =Ld 334.042
h 9 b 6.5 fm 210 q 98100Lf h 4 b fm 1.10
3 q =Lf 406.782h 9 b 6.5 E 130000 k 250 =q 0.98
Ld h 3 32 E b5 q k =Ld 252.464
Lf Ld4 14 2 ''x6'' 496 cm 334 cm6.5 9 3 ''x4'' 406 cm 252.463 cm
con los mismos datos edificar para 2"x8"h 19 b 4 fm 210 q 98100
Lf h 4 b fm 1.103 q =Lf 673.668
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h 19 b 4 E 130000 k 250 =q 0.98
Ld h 3 32 E b5 q k =Ld 453.342
Lf Ld4 19 2 ''x8'' 673.7 cm 453.3 cm
Diseo para 2"x8"
P.Pmachimbre 45 0.4 =P.Pmachimbre 18 kgmS.carga 200 0.4 =S.carga 80 kgm
=P.Pvigeta2x8 8.36P.Pvigeta2x8 0.04 0.19 1100 kgm=l 3.5p ++18 80 8.36 =p 106.36 kgm m
Mmax p l2
8 =Mmax 162.864 kg m
a) flexin 2"x8"para Zx 240.6 cm3
N Mmax 100
Zx
=N 67.691 kgm 2
< fm 1.10
b) corte
187.251.75
V1.75 0.19 V 1.56
187.251.75 =V 166.92
3 V2 A
para A 4 19
= 3.294 < fm 15
d) deflexion
p p100 =E 1.3 105
I 4 193
12
5 p l4384 E I
l l 100
= 0.699 cm
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=l 350 =k 250
BENlk =BEN1.4 cm
Diseo para 2"x6"
P.Pmachimbre 45 0.4 =P.Pmachimbre 18 kgmS.carga 200 0.4 =S.carga 80 kgm
P.Pvigeta2x8 0.04 0.19 1100 =P.Pvigeta2x8 8.36 kgmp ++18 80 8.36 =p 106.36 kgm l 3.5 m
Mmax p l2
8 =Mmax 162.864 kg m
a) flexin 2"x6"
para Zx 130.7 cm3N
Mmax 100Zx
=N 124.609 kgm 2
< fm 1.10
b) corte
187.25
1.75 V1.75 0.19 V 1.56
187.251.75 =V 166.92
para A 4 14
3 V2 A = 4.471 < fm 15
d) deflexion
p p100 =E 1.3 105
l l 100 I 4 143
12
5 p l4384 E I
= 1.748 cm
=l 350 =k 250
BENlk =BEN1.4 cm
analisis de la viga maestra
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analisis de la viga maestra
P.Pmachimbre 45 kgm 2
S.carga 200 kgm 2
P.muro 180 kgm 2
P.vigeta 20.5 kgm 2
q1 ++45 200 20.5=q1 265.5 kg
m 2
q2 180 kgm 2
carga real linealizada q1 y q2
q1 q1 1.75 =q1 464.625 kgmq2 q2 2.5 =q2 450 kgm
q +q1 q2 =q 914.625 kgm de predseol 8
Mmax q l2
8 =Mmax 7.317 103
kg m
Mmax
Zx ; N fmfm flexion.admisible
N 210 =N 210Zx Mmax 100
N=Zx 3.484 103 cm3
por ser muy grande se aumenta una columna l 4
Mmax q l2
8 =Mmax 1.829 103
kg m
Mmax
Zx ; N fmfm flexion.admisible
N 210 =N 210Zx Mmax 100
N=Zx 871.071 cm3
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Buscando en la tabla 13.1 un valor que se acemeje a Zx
3 '' x 12 '' Zx 911.1 cm3 > 871.07 cm34 '' x 12 '' Zx 1261 cm3 > 871.07 cm3
Por flexion
L h 4 b fm 1.103 q >L Lvigeta
Por deflexion
L h 3 32 E b5 q k >L Lvigeta
h 29 b 6.5 fm 210 q 915100Lf h 4 b fm 1.10
3 q =Lf 428.963h 29 b 6.5 E 95000 k 250 =q 9.15
Ld h 3 32 E b5 q k =Ld 347.977
h 29 b 9 fm 210 q 915100Lf h 4 b fm 1.10
3 q =Lf 504.759h 29 b 9 E 95000 k 250 =q 9.15
Ld h 3 32 E b5 q k =Ld 387.846
h 29 b 9 E 95000 k 250 =q 9.15
Ld h 3 32 E b5 q k =Ld 387.846
h 29 b 14 fm 210 q 915100Lf h 4 b fm 1.10
3 q =Lf 629.545h 29 b 14 E 95000 k 250 =q 9.15
Ld h 3 32 E b5 q k =Ld 449.388
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P.pviga 0.14 0.29 1100 =P.pviga 44.66 kgmg ++(( +45 20.5)) 1.75 180 2.5 45 =g 609.625q 200 1.75 =q 350
p ++.045 609.63 350 =p 959.675Mmax p l
2
8 =Mmax 1919.350 kg ma) flexin
para Zx 1962.3 cm3N
Mmax 100Zx
=N 97.811 kgm 2
< fm 210b) corte
1920
2 V2 0.29 V 1.71
19201.75 =V 1876.114
para A 14 29
3 V2 A = 6.931 < fm 15
d) deflexion
p p100 =E 9.5 104
l l 100 I 14 293
12
5 p l4384 E I
= 1.183 cm=l 400 =k 250
BENlk =BEN1.6 cm
e)compresion perpindicularR 1920 a 12.5 b 14
DQ Ra b =DQ10.971
kgcm2
< 40
f) analisis por estabilidad 6"x12"h 12 b 6
R hb =R 2
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