PSY = 2.2 ton PSR = RAIZ( RAIZ((P (PSX^2)+(PSY^2)) PSR = 7.7 ton
2. DISE O 2.1. Compresión admisible Se recomienda que la compresión máxima admisible se tome i gual a 100 kg/cm², de manera que:
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smáx =
P/A
P=
A = P / smáx A =
741
cm²
PCM + PCV =
7 4.1 Useful ton
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1
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Fhadm = sn =
of 8
f =
f =
0.25
Fhadm =
12.1
=
41.1
kg/cm²
>
7.7
ton
Diseño de puente Losa.xls
Search document
f PCM
PCM / A
CLASE diseño de puentes
0.1 + (6/sn) >=
30.0
Necesita fijarse.
ton
No necesita fijación
Adicionalmente, si PSR / PCM es mayor que 0.20 entonces requiere fijar el apoyo al cabezal. PSR / PCM =
0.16
<=
0.20
No necesita fijación
2.3. Distorsión admisible por cargas rápidas y efectos térmicos dtemp =
0.4 L
=
13.1
mm
tana = 0.5 [ Cr / (GA) ] + ( dtemp / E ) Cr =
PSR =
7.73
<
0.70
ton
Se propone una G promedio deYou're 12.0 kg/cm² para una temperatura de 22ºC Reading a Preview G = 12.0 kg/cm²
Unlock full access with a free trial. E = H - (n+1) es E=
31.4
tana =
0.48
mm
Download With Free Trial <
0.70
¡BIEN!
2.4. Distorsión admisible por cargas lentas tana = df / E df = 0.36 L tana =
0.37
<
0.50
=
11.8
<
0.50
mm
¡BIEN!
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1
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of 8
CLASE diseño de puentes
Diseño de puente Losa.xls
Search document
Esta condición se cumple normalmente si: E < a/5 3.1 < 6.0 ¡BIEN!
2.7. Tensión de cizallamiento tP + tH + ta
<
tP =
1.5 sn / F
tP =
9.14
tH =
5G
kg/cm²
( 0.5 Cr / S ) + ( G df / E )
S = ( PSR E ) / ( 2 G L / 4 ) S = 1,236.6 tH = 7.62
kg/cm²
[ ( G a ) / ( 2 e E ) ] E tana You're Reading a Preview E tana = 2 f / a 2 sn ) full access with a free trial. f = ( E sn ) / ( 10 G F + Unlock f = 0.145 E tana = 0.010 ta = 13.06 kg/cm² Download With Free Trial 2
ta =
tP + tH + ta
=
29.8
<
60.0
¡BIEN!
2.8. Espesor de placas metálicas
3. CUBICACI N
sa =
2,400
es es =
> 3.2
kg/cm² ( a / F ) ( sn / sa ) mm >
Sign up to vote on this title 0.8
mm
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Copia de Ejercicio 5.1_Apoyos de Neopreno
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Base de Calculo de Neoprenos
1
* Neopreno V= 3.8
of 8
dm³
CLASE diseño de puentes
Diseño de puente Losa.xls
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(Para un solo apoyo)
You're Reading a Preview Unlock full access with a free trial.
Download With Free Trial
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Base de Calculo de Neoprenos
1
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of 8
CLASE diseño de puentes
Diseño de puente Losa.xls
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DISEÑO DE PLACAS DE NEOPRENO EJE DE APOYOS NO. 2, APOYO MÓVIL 1. CARGAS wCM =
VCV =
2.97 24.8
ton/m ton
PCM = PCV =
49.3 24.8
ton ton
(Incluye peso de todos los diafragmas) (Incluye factor de impacto)
PS = (c/Q) * PCM F.I. = 1.5 c = 0.30 Q= 2 PSX = 5.6 ton PSY = 0.3 PSX PSY = 1.7 ton PSR = RAIZ((PSX^2)+(PSY^2)) PSR = 5.8 ton
Ltrabe = Claro L =
33.28 m 32.70 m
Fuerza sísmica
You're Reading Preview (Zona sísmica B, sueloatipo II) Unlock full access with a free trial.
2. DISEÑO Sign up to vote on this title Se recomienda que la compresión máxima admisible se tome igual a 100Useful kg/cm², de que: Not useful manera
2.1. Compresión admisible
smáx =
P/A
P=
PCM + PCV =
74.1
ton
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1
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CLASE diseño de puentes
Diseño de puente Losa.xls
Search document
2.2. Esfuerzo horizontal máximo Fhadm Fhadm =
> f PCM
PSR f =
PCM / A = 0.27 f = Fhadm = 13.33 ton sn =
35.24
kg/cm²
>
5.79
0.1 + (6/sn) >=
30.0
ton
Necesita fijarse. No necesita fijación
Adicionalmente, si PSR / PCM es mayor que 0.20 entonces requiere fijar el apoyo al cabezal. PSR / PCM = 0.12 <= 0.20 No necesita fijación
2.3. Distorsión admisible por cargas rápidas y efectos térmicos dtemp =
0.4 L
=
13.1
mm
< 0.70 tana = 0.5 [ Cr / (GA) ] + ( d temp / E ) You're Reading a Preview 5.79 ton Cr = PSR = Unlock full access with a free trial.
Se propone una G promedio de 12.0 kg/cm² para una temperatura de 22ºC G = 12.0 kg/cm²
Download With Free Trial
E = H - (n+1) es E = 44.2 mm tana =
0.32
<
0.70
¡BIEN! Sign up to vote on this title
2.4. Distorsión admisible por cargas lentas tana = df / E df = 0 36 L
< =
0.50 11 77 mm
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CLASE diseño de puentes
Diseño de puente Losa.xls
Search document
2.6. Estabilidad del apoyo sn
35.2
( 2a / 3E ) G F ¡BIEN! 46.6
< <
Esta condición se cumple normalmente si: E < a/5 ¡BIEN! 4.42 < 7.0
2.7. Tensión de cizallamiento tP + tH + ta
<
5G
tP =
1.5 sn / F tP = 7.19 kg/cm² ( 0.5 Cr / S ) + ( G d f / E ) S = ( PSR E ) / ( 2 G L / 4 ) You're Reading a Preview S = 1,305.5 tH = 5.42 kg/cm² Unlock full access with a free trial. tH =
ta =
E tana = f= f= E tana = ta =
2
[ ( G a ) / ( 2 e E ) ] E tan a Download With Free Trial 2f/a ( E sn ) / ( 10 G F + 2 sn ) 0.164 0.009 12.24 kg/cm²
tP + tH + ta
=
2.8. Espesor de placas metálicas
24.8
<
60.0
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¡BIEN!
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1
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n=
4
of 8
pzas
CLASE diseño de puentes
Diseño de puente Losa.xls
Search document
(Para un solo apoyo)
* Placas de acero estructural A-36 V = 0.0017 m³ W = 13.6 kg (Para un solo apoyo) * Neopreno V = 6.2
dm³
(Para un solo apoyo)
You're Reading a Preview Unlock full access with a free trial.
