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8/16/2019 Viga Simplemente Reforzada
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DATOS DEL PROBLEMAUNIDADES UNIDADES
f'c= 21 Mpa 2.1 KN/cm^2fy= 420 Mpa 42 KN/cm^21= 0.!"#c= 24 KN/m^$
Ec= 1%!%2.0" Mpa
E&= 200000 Mpa
m= 2$."$
= 0.(DISPOSI)ION DE LA *I+A
L= ( ma,c-= 1.2 m&p&= 0.12 m
SE))ION TTANS*ERSAL= $0 cm-= 4" cm= 4%.4! cmRc3m= 4 cmy'= !."$ cm
c,5,c,&,6aa a6&&a7a a6&
a5 &5ac,& a &p3&6a&ca7c37ac,
TABLA. DIMENSIONES NOMINALES DE LAS BARRAS DE REFUERZODIMENSIONE
DIAM. (mm)
No.2 1/4" 6.4
No.3 3/8" 9.5
No.4 1/2" 12.
No.5 5/8" 15.9
No.6 3/4" 19.1
No. /8" 22.2
No.8 1" 25.4
No.9 1!1/8" 28.No.1 1!1/4" 32.3
No 11 1!3/8" 35 8
DESI#AN$ION DE LABARRA
DIAMETRO DEREFERN$IA EN IN$%
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No.14 1!3/4" 43
No.18 2!1/4" 5.3
0 0.0000"0
"0
100
1"0
200
2"0
$00
M [KN*m]
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)AL)ULO DE )AR+AS OBSER*A)IONES3,a
MUERTAS8 9D:PP*= 3.24 KN/mp& p7aca= 3.456 KN/m;= %.0" KN/m
SUMA TOT. 13.46 KN/m
*I*AS8 9L:
pa6,&= 4.! KN/m
MA@L= 24.152MOMENTO
M3ma= 244.39 KNmM,= 21.91
)UANTIAC= .42= .11 & c3mp7
)UANTIA BALAN)EADA c3a, 7a c3a,6aa7= .2165 , c3mp7 3&ama= .162563 =0>011m,7= .22
PRIMERA APROIMA)ION DE A&8a&3m, 8 c, ac 1''
y'= @.22 cm= 4.48
UNIDADA&= 15.665229 cm^2cmpac, A&8A&a7= 29.9124 cm^2 & ap6aA&ma= 22.4343 cm^2 & ap6a
NOMINALES
AREA mm2 'ERIM. (m aa 9cm:32 2 .25 0.$21 3 .56 0.%1129 4 .994 1.2(199 5 1.552 1.((284 6 2.235 2.!438 3.42 $.!%51 8 3.93 ".10
645 9 5.6 @.4"819 11.3 6.44 !.1(16 112 5 9 10 0@
MASA(/m)
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1452 135.1 11.38 14."22581 18.1 2.24 2".!1
0.0001 0.0001" 0.0002
MOMENTO &S $UR&ATURA
φ
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)OMPROBA)ION DE - BARRAS S-= 53. apmam& )ANT-= "" 2
,35 8 2= 48.8
)AL)ULO *I+A SIMPLEMENTE REHORADA
MUERTAS8 9D: ca7c37a
PP*= 3.96 KN/m )mpac
p& p7aca= 3.456 KN/m
;= .5 KN/mSUMA TOT. 14.466 KN/m
*I*AS8 9L: ca7cpa6,&= 4.8 KN/m
y'=MA@L= 25.392 M,=
MOMENTO c=M3ma= 253.5219 KNmM,= 281.691
)UANTIA ca7c37aC= .395 ,== .11 c=
f&= T&= Tc= T=Mc=
)=
f&= T&= Tc= T=Mc=
c35a63a
6.21E!6
4.393E!6.28
24
3=
c=&=
c=
c=
&=
c=
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0.0002"
MOMENTO *S )UR*ATURA
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+FN )RITERIO DE DISEGOBARRA aa TN.@ 5.68N.! 1.2A&= 15.88
, ap6 a77a E& y E&$0
2@.44
7ac, a 7 f3J3,a
6.625 cm48.94 cm
12.4549196 cm28485.89429 KN/cm aQca
14.@"2!2"!$@20.000204%$!% aQca
HISURA11
29.4 cm.182521
.1213266
24.2@"$24"1(2 CN$!."$$$$"$$@"
10%."214@.0"$$$"$$%"4"4.@01412$2 aQca@.20(($@E00@ aQca
A+RIETAMIENTO18.81
.82628
0.0001$2$4$22@.4@!@$%%4"242.0$21(@%$(4
1"1.((!1(4.0$01(@%$(1%($.40!%"4$! aQca4.$(2%%0E00@ aQca
mm,6
54.5461412
1.934854116.65
284 8589429
p,7=
ma=
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DATOS DEL PROBLEMAUNIDADES UNIDADES
f'c= 21 Mpa 2.1 KN/cm^2fy= 420 Mpa 42 KN/cm^21= 0.!"#c= 24 KN/m^$
Ec= 1%!%2.0" MpaE&= 200000 Mpam= 2$."$= 0.(
DISPOSI)ION DE LA *I+AL= ( ma,c-= 1.2 m&p&= 0.12 m
SE))ION TTANS*ERSAL= $0 cm
-= 4" cm= 4%.4! cmRc3m= 4 cmy'= !."$ cm
c,5,c,&,6aa a6&&a7a a6&
a5 &5ac,& a &p3&6a&ca7c37ac,
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)AL)ULO DE )AR+AS OBSER*A)IONES3,a
MUERTAS8 9D:PP*= 3.24 KN/mp& p7aca= 3.456 KN/m;= %.0"@ KN/m
SUMA TOT. 13.52 KN/m*I*AS8 9L:
pa6,&= 4.! KN/m
MA@L= 24.1824MOMENTO
M3ma= 244.8468KNmM,= 22.52
)UANTIAC= .42= .11 & c3mp7
)UANTIA BALAN)EADA c3a, 7a c3a,6aa7= .2165 , c3mp7 3&ama= .162563 =0>011m,7= .22
PRIMERA APROIMA)ION DE A&8a&3m, 8 c, ac 1''
y'= @.22 cm= 4.48
UNIDADA&= 15.69cm^2cmpac, A&8A&a7= 29.9124cm^2 & ap6aA&ma= 22.4343cm^2 & ap6a
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TABLA. DIMENSIONES NOMINALES DE LAS BARRAS DE REFUERZO
DIMENSIO
DIAM. (mm)
No.2 1/4" 6.4
No.3 3/8" 9.5
No.4 1/2" 12.
No.5 5/8" 15.9No.6 3/4" 19.1
No. /8" 22.2
No.8 1" 25.4
No.9 1!1/8" 28.
No.1 1!1/4" 32.3
No.11 1!3/8" 35.8
No.14 1!3/4" 43
No.18 2!1/4" 5.3
DESI#AN$ION DE LABARRA
DIAMETRO DEREFERN$IA EN IN$%
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ES NOMINALES
*+,* (-m)2AREA mm2 'ERIM. (mm)2
32 2 .25 .32
1 3 .56 .1
129 4 .994 1.29
199 5 1.552 1.99284 6 2.235 2.84
38 3.42 3.8
51 8 3.93 5.1
645 9 5.6 6.45
819 11.3 6.44 8.19
16 112.5 .9 1.6
1452 135.1 11.38 14.52
2581 18.1 2.24 25.81
&3ma 1.94
MASA(/m)
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