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7/25/2019 Dim Losa Radier
1/84
VIGA RADIER TIPO
Dimensionamiento de vigas LOSA RADIER: EXTREMO A Verifcacin cotante:Datos L = 400 cm. COMBSERV Vu = 3800 kg.b = 20 cm. vu = 6.04'c = 210 kg/cm2. 1 = 18.! 2 =" = 4200 kg/cm2. 1 = 1! 2 =
c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara*min = 0.0033 V = 20 X* = 0.0213 Asmin = 2.4+cm2.*ma, = 0.01!- ne = 0.0023 = *min = 0.-000 c = 0.8! Asa = 2.4+cm2.
u = 22+000 kgcm. u = 2.2+ tnm. As = 1.6+cm2.*2 = 0.0163 *ma,2 = 0.012 As = 2 # = 1!.23 #2 = 16.-2 cm. Av = 1.6-cm2.#a#o) = 16.-2 3+ cm. Av = 8a# = 133-26-.6-4 kg.cm ok Avmin = 0.2!! = "0 cm. Ava = 0.2! cm2.
Ava = 8Dimensionamiento de vigas LOSA RADIER: TRAMO Verifcacin cotante:
Datos L = 400 cm. COMBSERV Vu = 2!00 kg.b = 20 cm. vu = 3.-+ 5 vc ='c = 210 kg/cm2. 1 = 18.! 2 =" = 4200 kg/cm2. 1 = 1! 2 =c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara
*min = 0.0033 V = 20 X* = 0.0213 Asmin = 2.4+cm2.*ma, = 0.01!- ne = 0.001+ = *min = 0.-000 c = 0.8! Asa = 2.4+cm2.
u = 16-000 kgcm. u = 1.6- tnm. As = 1.23cm2.*2 = 0.0163 *ma,2 = 0.012 As = 2
7 vc =Se#a$ai%n de
Est$ibos
Se#a$ai%n deEst$ibos
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# = 13.14 #2 = 14.60 cm. Av = 2.48cm2.#a#o) = 14.60 3+ cm. Av = 8a# = 133-26-.6-4 kg.cm ok Avmin = 0.2!! = "0 cm. Ava = 0.2! cm2.
Ava = 8Dimensionamiento de vigas LOSA RADIER: EXTREMO B Verifcacin cotante:Datos L = 400 cm. COMBSERV Vu = 3000 kg.b = 20 cm. vu = 4.++ 5 vc ='c = 210 kg/cm2. 1 = 18.! 2 =" = 4200 kg/cm2. 1 = 1! 2 =c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara
*min = 0.0028 V = 20 X* = 0.0213 Asmin = 2.04cm2.*ma, = 0.01!- ne = 0.0023 = *min = 0.-000 c = 0.8! Asa = 2.04cm2.
u = 228000 kgcm. u = 2.28 tnm. As = 1.6+cm2.*2 = 0.0163 *ma,2 = 0.012 As = 2 # = 1!.2+ #2 = 16.-6 cm. Av = 1.+-cm2.#a#o) = 16.-6 3+ cm. Av = 8a# = 133-26-.6-4 kg.cm ok Avmin = 0.2!! = "0 cm. Ava = 0.2! cm2.
Ava = 8
Se#a$ai%n deEst$ibos
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mo#ifcar &ecciokVu = 3.8 tn. *nec = *min30.+2 ok $e%uiere e&tri$e%uiere e&trio&
2-.6 S&a = 1!cm. & 9&)aciamik;20 S2a = 20cm.
( arma#o"0
ok
12mm.
c / 1! cm.
c / 1! cm. k;mo#ifcar &ecciok
Vu = 2.!00 tn. *nec = *min30.+2 ok $e%uiere e&tri$e%uiere e&trio&2-.6 S&a = 1! & 9&)aciami k;
20 S2a = 20 ( arma#o
"0
ok
12mm.
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c / 20 cm.
c / 20 cm. k;
mo#ifcar &ecciokVu = 3 tn. *nec = *min30.+2 ok $e%uiere e&tri$e%uiere e&trio&
2-.6 S&a = 1! & 9&)aciami k;20 S2a = 20
( arma#o"0
ok
12mm.
c / 1! cm.
c / 1! cm. k;
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Viga de Equilibrio TIPO
Dimensionamiento de vigas E'(ILIBRIO: EXTREMO A Verifcacin cotante:Datos L = 400 cm. COMBSERV Vu = 1000 kg. Vu =b = 20 cm. vu = 2.18 < vc = 30.+2'c = 210 kg/cm2. 1 = 13.! 2 = 21.6" = 4200 kg/cm2. 1 = 1! 2 = 20
c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara e( arma#o
*min = 0.0033 V = 20 X )0
* = 0.0213 Asmin = 1.80cm2.*ma, = 0.01!- 8.61 cm2 ne = 0.001- = *min ok = 0.-000 c = 0.8! Asa = 1.80cm2.u = 100000 kgcm. u = 1 tnm. As = 1.00cm2.
*2 = 0.0163 *ma,2 = 0.012 As = 2 10# = 10.11 #2 = 11.23 cm. Av = 1.81cm2.#a#o) = 11.23 2+ cm. Av = 8 c /a# = +13168.44-4 kg.cm ok Avmin = 0.23! = )0 cm. Ava = 0.23 cm2.
Ava = 8 c /Dimensionamiento de vigas E'(ILIBRIO: TRAMO Verifcacin cotante:Datos L = 400 cm. COMBSERV Vu = 1000 kg. Vu =b = 20 cm. vu = 2.18 < vc = 30.+2
'c = 210 kg/cm2. 1 = 13.! 2 = 21.6" = 4200 kg/cm2. 1 = 1! 2 = 20
c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara e( arma#o
*min = 0.0028 V = 20 X )0* = 0.0213 Asmin = 1.4-cm2.*ma, = 0.01!- ne = 0.001- = *min ok = 0.-000 c = 0.8! Asa = 1.4-cm2.u = 100000 kgcm. u = 1 tnm. As = 1.00cm2.
*2 = 0.0163 *ma,2 = 0.012 As = 2 10# = 10.11 #2 = 11.23 cm. Av = 2.68cm2.#a#o) = 11.23 2+ cm. Av = 8 c /
Se#a$ai%n deEst$ibos
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a# = +13168.44-4 kg.cm ok Avmin = 0.23! = )0 cm. Ava = 0.23 cm2.
Ava = 8 c /Dimensionamiento de vigas E'(ILIBRIO: EXTREMO B Verifcacin cotante:Datos L = 400 cm. COMBSERV Vu = 1000 kg. Vu =b = 20 cm. vu = 2.18 < vc = 30.+2'c = 210 kg/cm2. 1 = 13.! 2 = 21.6" = 4200 kg/cm2. 1 = 1! 2 = 20c# = 140 kg/cm2. $e%uiere e&trio& &(o )ara e( arma#o
*min = 0.0028 V = 20 X )0* = 0.0213 Asmin = 1.4-cm2.*ma, = 0.01!- ne = 0.001- = *min ok = 0.-000 c = 0.8! Asa = 1.4-cm2.u = 100000 kgcm. u = 1 tnm. As = 1.00cm2.
*2 = 0.0163 *ma,2 = 0.012 As = 2 10
# = 10.11 #2 = 11.23 cm. Av = 1.81cm2.#a#o) = 11.23 2+ cm. Av = 8 c /a# = +13168.44-4 kg.cm ok Avmin = 0.23! = )0 cm. Ava = 0.23 cm2.
Ava = 8 c /
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mo#ifcar &ecciok1 tn. *nec = *min
ok $e%uiere e&tri$e%uiere e&trio&S&a = 13.!cm. & 9&)aciamik;S2a = 20cm.
mm.
13.! cm.
1! cm. k;
mo#ifcar &ecciok1.000 tn. *nec = *min
ok $e%uiere e&tri$e%uiere e&trio&
S&a = 13.! & 9&)aciami k;S2a = 20
mm.
20 cm.
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20 cm. k; mo#ifcar &ecciok1 tn. *nec = *min
ok $e%uiere e&tri$e%uiere e&trio&S&a = 13.! & 9&)aciami k;S2a = 20
mm.
13.! cm.
1! cm. k;
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Viga de Equilibrio TIPO
Dimensionamiento de vigas E'(ILIBRIO: EXTREMO ADatos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.
c# = 140 kg/cm2.*min = 0.0033* = 0.0213*ma, = 0.01!- !.42 cm2 = 0.-000 c = 0.8! u = 100000 kgcm. u = 1 tnm.*2 = 0.0163 *ma,2 = 0.012# = 10.11 #2 = 11.23 cm.#a#o) = 11.23 1+ cm.a# = 282+23.8434 kg.cm ok
! = 20 cm.
Dimensionamiento de vigas E'(ILIBRIO: TRAMODatos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.c# = 140 kg/cm2.*min = 0.0028* = 0.0213
*ma, = 0.01!- = 0.-000 c = 0.8! u = 100000 kgcm. u = 1 tnm.*2 = 0.0163 *ma,2 = 0.012# = 10.11 #2 = 11.23 cm.#a#o) = 11.23 1+ cm.a# = 282+23.8434 kg.cm ok! = 20 cm.
Dimensionamiento de vigas E'(ILIBRIO: EXTREMO B
Datos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.c# = 140 kg/cm2.
*min = 0.0028* = 0.0213*ma, = 0.01!-
Se#a$ai%n deEst$ibos
Se#a$ai%n deEst$ibos
Se#a$ai%n deEst$ibos
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= 0.-000 c = 0.8! u = 100000 kgcm. u = 1 tnm.*2 = 0.0163 *ma,2 = 0.012# = 10.11 #2 = 11.23 cm.#a#o) = 11.23 1+ cm.a# = 282+23.8434 kg.cm ok
! = 20 cm.
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Verifcacin cotante: mo#ifcar &ecciokVu = 1000 kg. Vu = 1 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! cm. & 9&)aciamik;1 = 1! 2 = 20 S2a = 13.6 cm.
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 1.13cm2. ne = 0.004- ok ok
Asa = 1.6!cm2.As = 1.6!cm2.As = 2 10mm.
Av = 1.08 cm2.Av = 8 c / 8.! cm.
Avmin = 0.14
Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento
Verifcacin cotante: mo#ifcar &ecciokVu = 1000 kg. Vu = 1.000 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! & 9&)aciami k;1 = 1! 2 = 20 S2a = 13.6
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 0.-4cm2.
ne = 0.004- ok okAsa = 1.6!cm2.As = 1.6!cm2.As = 2 10mm.
Av = 1.+3 cm2.Av = 8 c / 13.6 cm.
Avmin = 0.14Ava = 0.14 cm2.Ava = 8 c / 20 cm. & 9&)aciamiento
Verifcacin cotante: mo#ifcar &ecciok
Vu = 1000 kg. Vu = 1 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! & 9&)aciami k;1 = 1! 2 = 20 S2a = 13.6
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 0.-4cm2. ne = 0.004- ok ok
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Asa = 1.6!cm2.As = 1.6!cm2.As = 2 10mm.
Av = 1.08 cm2.Av = 8 c / 8.! cm.
Avmin = 0.14
Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento
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io&
io&
io&
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Viga de Equilibrio TIPO
Dimensionamiento de vigas E'(ILIBRIO: EXTREMO ADatos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.
c# = 140 kg/cm2.*min = 0.0033* = 0.0213*ma, = 0.01!- !.42 cm2 = 0.-000 c = 0.8! u = 164-00 kgcm. u = 1.64- tnm.*2 = 0.0163 *ma,2 = 0.012# = 12.-8 #2 = 14.42 cm.#a#o) = 14.42 1+ cm.a# = 282+23.8434 kg.cm ok
! = 20 cm.
Dimensionamiento de vigas E'(ILIBRIO: TRAMODatos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.c# = 140 kg/cm2.*min = 0.0028* = 0.0213
*ma, = 0.01!- = 0.-000 c = 0.8! u = 120000 kgcm. u = 1.2 tnm.*2 = 0.0163 *ma,2 = 0.012# = 11.08 #2 = 0.8! cm.#a#o) = 11.08 1+ cm.a# = 282+23.8434 kg.cm ok! = 20 cm.
Dimensionamiento de vigas E'(ILIBRIO: EXTREMO B
Datos L = 400 cm. COMBSERVb = 20 cm.'c = 210 kg/cm2." = 4200 kg/cm2.c# = 140 kg/cm2.
*min = 0.0028* = 0.0213*ma, = 0.01!-
Se#a$ai%n deEst$ibos
Se#a$ai%n deEst$ibos
Se#a$ai%n deEst$ibos
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= 0.-000 c = 0.8! u = 160000 kgcm. u = 1.6 tnm.*2 = 0.0163 *ma,2 = 0.012# = 12.+- #2 = 14.21 cm.#a#o) = 14.21 1+ cm.a# = 282+23.8434 kg.cm ok
! = 20 cm.
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Verifcacin cotante: mo#ifcar &ecciokVu = 1000 kg. Vu = 1 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! cm. & 9&)aciamik;1 = 1! 2 = 20 S2a = 13.6 cm.
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 1.13cm2. ne = 0.0084 ok ok
Asa = 2.8!cm2.As = 2.8!cm2.As = 3 12mm.
Av = 1.08 cm2.Av = 8 c / 8.! cm.
Avmin = 0.14
Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento
Verifcacin cotante: mo#ifcar &ecciokVu = 1000 kg. Vu = 1.000 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! & 9&)aciami k;1 = 1! 2 = 20 S2a = 13.6
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 0.-4cm2.
ne = 0.00!- ok okAsa = 2.01cm2.As = 2.01cm2.As = 2 12mm.
Av = 1.+3 cm2.Av = 8 c / 13.6 cm.
Avmin = 0.14Ava = 0.14 cm2.Ava = 8 c / 20 cm. & 9&)aciamiento
Verifcacin cotante: mo#ifcar &ecciok
Vu = 1000 kg. Vu = 1 tn. *nec = *minvu = 3.46 < vc = 30.+2 ok $e%uiere e&tri$e%uiere e&tr1 = 8.! 2 = 13.6 S&a = 8.! & 9&)aciami k;1 = 1! 2 = 20 S2a = 13.6
$e%uiere e&trio& &(o )ara e( arma#oV = 20 X 20
Asmin = 0.-4cm2. ne = 0.0081 ok ok
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Asa = 2.+!cm2.As = 2.+!cm2.As = 2 12mm.
Av = 1.08 cm2.Av = 8 c / 8.! cm.
Avmin = 0.14
Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento
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io&
io&
io&
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Dimensionamiento * Dise+o de Co,-mnas.De: /a$-eo B a /a$-eo ACOL(M1A: EES R2342 COMB1BDS053&Datos 0.01 7*g 7 0.08*g = 0.01 ku = 10+4+34.+ kg. 10+4.+34+tn. = 0.+! >e(icoi#a( rec. = 3 m.
'c = 210 kg/cm2." = 4200 kg/cm2.
? arra& in.= 6 >e(icoi#a(
9& = 203-000 9c = 140000A$ea de ,a sei%n: @iam Aa(c = --.0+ cm.
Bg = ++08.01 cm2. Bga#o) = +8!4 cm2.
a#m = 10-!08+.04 Cg. Di6m. Ado#. = &00 m.
kA$mad-$a /$ini#a,
C-ant7a de ae$o neesa$ia: ?ca(c = 31.42*gnec = 0.01233 k ? arra& = 32 k )8 9B&t = -6.80 cm2. 1-.63 mm.
2! mm. A$mad-$a e,ioida,
/andeo: ?ca(c' = 3+.20$ = 0.+0 @iam Aa(c = 118.41 cm. 8 mm. C ;
'u = 1!3!33!.2- kg. ? arra& = 38 k
B'g = 11011.4! cm2. B'ga#o) = 11310 cm2. k Diam. Co, =*gnec = 0.011- k Di6m. Ado#. = &20 m.
B'&t = 134.30 cm2. 21 mm.
2! mm.
Re
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S>n = ?.0 m.
E@ent$iidades n= 14.!6e = RE m. c = !0.00 D = 28-682+1.622+ cm4
Ea = 2.& kg/cm2. E = -4.!0kg/cm2. Fm = +23401.4!4!!0083 kg
Ms = "?00))." Fg.m ea#m = 10+.28cm. ?$9E;
Ca,-,o de R:datosr = 2!.00(u = !1G: Aurvatura #o(e &in #e&)(aHamiento (atera(
(u / r = 0.2 $a#o) = 1$1 = 1.32$2 = 1.00 i :(u / r < !42G: Fo e,i&te #e&)(aHamiento (atera( con curvatura &enci((a
i :!4 7 (u / r7 100
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$1 = 1.0+3G: 9,i&te #e&)(aHamiento (atera( con #o(e curvaturarB = 2!.00(u' = 31.4 $a#o) = 1.00$1 = 1.064G: 9,i&te #e&)(aHamiento (atera( con curvatura &enci((arI = 2!(u' = 62.8$1 = 1.0!!G: 9,i&te #e&)(aHamiento (atera( 9FJLB(u' = 10$1 = 1.0+
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k Focerco& >e(icoi#a(
0.+ 0.+!!4 100
*min
2 mm.
?.0 m.
&20 m.
k k
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= !+-36!.43 cm3
Fa = 1+32814.8404 kg
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ME4ODO DE EM/ARRILLADODatos gene$a,es: COMB( & M&&G = 0.- Kmin = 32.4 cm. 1400000
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? Marra&t = 10 mm. 4.6
B&c = 6.83 ok; 8.+au = 0.+- cm2. !K = 100 cm.et = 13 cm. ok; e ma, = 20 cm.
$B@DBL ? Marra&r = 30Bu = +.0+ cm. !@i&t = 100 cm.ma,1 = 60 cm. ca(c1 = 26.+ mm.a#o)1 = 28 cm. no;IBFO9FADBL ? Marra&t = 30 mm.Bu = +.0+ cm2. 6@i&t = 100ma,2 = 60 cm. ca(c2 = 18.3 cm.
a#o)2 = 2! cm. no;
$B@DBL ? Marra&r = 20Bu = 3.14 cm. +@i&t = 100 cm.ma,1 = 60 cm. ca(c1 = 1+.4 mm.a#o)1 = 2!.! cm. no;IBFO9FADBL ? Marra&t = 20 mm.
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Bu = 3.14 cm2. 8
@i&t = 100ma,2 = 60 cm. ca(c2 = 14.3 cm.a#o)2 = 32.! cm. no;
$B@DBL ? Marra&r = 30Bu = +.0+ cm. 2@i&t = 100 cm.ma,1 = 60 cm. ca(c1 = 104.1 mm.a#o)1 = 28 cm. no;IBFO9FADBL ? Marra&t = 20 mm.Bu = 3.14 cm2. !@i&t = 100ma,2 = 60 cm. ca(c2 = 24.6 cm.a#o)2 = 32.! cm. no;
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M22 11 tnm 22 tnm1400000 14 14 ok; no;
1000000 10 10+00000 + +
V13 V2333.000 33.00010.000 10.000
cm. !.000 !.000
0.01604 c / a#o) mm Bu cm2 ?arra& ?arra&
8mm/20cm. 16 2.01 16.68 68mm/20cm. 16 2.01 10.!2 68mm/20cm. 16 2.01 6.8- 6
8mm/20cm. 16 2.01 22.+0 68mm/20cm. 16 2.01 12.4- 68mm/20cm. 16 2.01 +.-3 6
tadono;no;ok;
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4ab,a de seiones de ba$$as d
Di6met$o de ,a ba$$aLami
ACI DI1mm #,g & 2 ) "
6 1/4P 0.28 0.!+ 0.8! 1.138 !/16P 0.!0 1.01 1.!1 2.01
10 3/8P 0.+- 1.!+ 2.36 3.1412 1/2P 1.13 2.26 3.3- 4.!216 !/8P 2.01 4.02 6.03 8.0420 3/4P 3.14 6.28 -.42 12.!+2! 1P 4.-1 -.82 14.+3 1-.64
&2
2.26 2 12 mm.2.26 8 6 mm.2.36 3 10 mm.
2.!1 ! 8 mm.2.!4 - 6 mm.2.83 10 6 mm.3.02 6 8 mm.3.14 1 20 mm.3.14 4 10 mm.3.3- 3 12 mm.3.!2 + 8 mm.
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3.-3 ! 10 mm.4.02 2 16 mm.4.02 8 8 mm.4.!2 4 12 mm.4.!2 - 8 mm.4.+1 6 10 mm.
4.-1 1 2! mm.!.03 10 8 mm.!.!0 + 10 mm.!.6! ! 12 mm.6.03 3 16 mm.6.28 2 20 mm.6.28 8 10 mm.6.+- 6 12 mm.+.0+ - 10 mm.+.8! 10 10 mm.
+.-2 + 12 mm.8.04 4 16 mm.-.0! 8 12 mm.-.42 3 20 mm.-.82 2 2! mm.10.0! ! 16 mm.10.18 - 12 mm.11.31 10 12 mm.
12.06 6 16 mm. EXTREMO A
12.!+ 4 20 mm. As = 0.00 ?F/B
14.0+ + 16 mm. 0.? 0.+014.+3 + 2! mm. Av = 0.00 ?F/B1!.+1 ! 20 mm. 0.? 0.+0 ?F/B16.08 8 16 mm. CENTRO
18.10 - 16 mm. As = 0.00 ?F/B18.8! 6 20 mm. 0.? 0.+01-.64 4 2! mm. Av = 0.00 ?F/B20.11 10 16 mm. 0.? 0.+0 ?F/B
21.-- + 20 mm. EXTREMO B
24.!4 ! 2! mm. As = 0.00 ?F/B2!.13 8 20 mm. 0.? 0.+028.2+ - 20 mm. Av = 0.00 ?F/B2-.4! 6 2! mm. 0.? 0.+0 ?F/B31.42 10 20 mm.34.36 + 2! mm.3-.2+ 8 2! mm.
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44.18 - 2! mm.4-.0- 10 2! mm.
EXTREMO A
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
CENTRO
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
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EXTREMO B
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
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EXTREMO A
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
CENTRO
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
EXTREMO B
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
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EXTREMO A
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
CENTRO
As = 0.00 ?F/B0.? 0.+0
Av = 0.00 ?F/B0.? 0.+0 ?F/B
EXTREMO B
As = 0.00 ?F/B0.? 0.+0
Av =0.00 ?F/B
0.? 0.+0 ?F/B
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e Ae$o Co$$-gado #a$a Const$-i%n
adas en a,iente Ba$$as de &2 met$os
1Kme$o de ba$$as$eas de ba$$as $edondas en m2
5 ? 8
1.41 1.+0 1.-8 2.26 2.!42.!1 3.02 3.!2 4.02 4.!23.-3 4.+1 !.!0 6.28 +.0+!.6! 6.+- +.-2 -.0! 10.1810.0! 12.06 14.0+ 16.08 18.101!.+1 18.8! 21.-- 2!.13 28.2+24.!4 2-.4! 34.36 3-.2+ 44.18
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?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
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?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
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?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
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43/84
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A?F/B
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?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
?F/B Err:502
?F/B ?F/B ?F/B #N/A #N/A
?F/B
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&0
2.83!.03+.8!
11.3120.1131.424-.0-
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4ab,a de Distib-i%n de A$mad-$a #o$
Se#a$ai%n ent$e Ba$$as m.NDi6met$
5 8 &0? 4 +.14 11.2-
?. 3.+3 6.6+ 10.!38 3.! 6.2! -.88
8. 3.2- !.88 -.2- 3.11 !.!6 8.+8
. 2.-! !.26 8.32&0 2.8 ! +.-
&0. 2.6+ 4.+6 +.!2&& 2.!! 4.!! +.18
&&. 2.43 4.3! 6.8+&2 2.33 4.1+ 6.!8
&2. 2.24 4 6.32&) 2.1! 3.8! 6.08
&). 2.0+ 3.+ !.8!&" 2 3.!+ !.64
&". 1.-3 3.4! !.4!& 1.8+ 3.33 !.2+
&. 1.81 3.23 !.1&5 1.+! 3.13 4.-4
&5. 1.+ 3.03 4.+-&? 1.6! 2.-4 4.6!
&?. 1.6 2.86 4.!1&8 1.!6 2.+8 4.3-
&8. 1.!1 2.+ 4.2+& 1.4+ 2.63 4.16&. 1.44 2.!6 4.0!20 1.4 2.! 3.-!
1.40 ; 20 m. 5 mm.1.44 ; & m. 5 mm. As = 0.2!1.4+ ; & m. 5 mm. 1.4 1.41.!1 ; &8 m. 5 mm.1.!6 ; &8 m. 5 mm.
1.60 ; &? m. 5 mm.1.6! ; &? m. 5 mm.1.+0 ; &5 m. 5 mm.1.+! ; &5 m. 5 mm.1.81 ; & m. 5 mm.1.8+ ; & m. 5 mm.1.-3 ; &" m. 5 mm.2.00 ; &" m. 5 mm.2.0+ ; &) m. 5 mm.
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2.1! ; &) m. 5 mm.2.24 ; &2 m. 5 mm.2.33 ; &2 m. 5 mm.2.43 ; && m. 5 mm.2.!0 ; 20 m. 8 mm.2.!! ; && m. 5 mm.
2.!6 ; & m. 8 mm.2.63 ; & m. 8 mm.2.6+ ; &0 m. 5 mm.2.+0 ; &8 m. 8 mm.2.+8 ; &8 m. 8 mm.2.80 ; &0 m. 5 mm.2.86 ; &? m. 8 mm.2.-4 ; &? m. 8 mm.2.-! ; m. 5 mm.3.03 ; &5 m. 8 mm.
3.11 ; m. 5 mm.3.13 ; &5 m. 8 mm.3.23 ; & m. 8 mm.3.2- ; 8 m. 5 mm.3.33 ; & m. 8 mm.3.4! ; &" m. 8 mm.3.!0 ; 8 m. 5 mm.3.!+ ; &" m. 8 mm.3.+0 ; &) m. 8 mm.3.+3 ; ? m. 5 mm.3.8! ; &) m. 8 mm.3.-! ; 20 m. &0 mm.4.00 ; ? m. 5 mm.4.00 ; &2 m. 8 mm.4.0! ; & m. &0 mm.4.16 ; & m. &0 mm.4.1+ ; &2 m. 8 mm.4.2+ ; &8 m. &0 mm.4.3! ; && m. 8 mm.4.3- ; &8 m. &0 mm.4.!1 ; &? m. &0 mm.4.!! ; && m. 8 mm.4.6! ; &? m. &0 mm.4.+6 ; &0 m. 8 mm.4.+- ; &5 m. &0 mm.4.-4 ; &5 m. &0 mm.!.00 ; &0 m. 8 mm.!.10 ; & m. &0 mm.!.26 ; m. 8 mm.
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!.2+ ; & m. &0 mm.!.4! ; &" m. &0 mm.!.!6 ; m. 8 mm.!.64 ; &" m. &0 mm.!.6! ; 20 m. &2 mm.!.+- ; & m. &2 mm.
!.8! ; &) m. &0 mm.!.88 ; 8 m. 8 mm.!.-! ; & m. &2 mm.6.08 ; &) m. &0 mm.6.11 ; &8 m. &2 mm.6.2! ; 8 m. 8 mm.6.28 ; &8 m. &2 mm.6.32 ; &2 m. &0 mm.6.46 ; &? m. &2 mm.6.!8 ; &2 m. &0 mm.
6.6! ; &? m. &2 mm.6.6+ ; ? m. 8 mm.6.8! ; &5 m. &2 mm.6.8+ ; && m. &0 mm.+.0! ; &5 m. &2 mm.+.14 ; ? m. 8 mm.+.18 ; && m. &0 mm.+.2- ; & m. &2 mm.+.!2 ; &0 m. &0 mm.+.!3 ; & m. &2 mm.+.+- ; &" m. &2 mm.+.-0 ; &0 m. &0 mm.8.0+ ; &" m. &2 mm.8.32 ; m. &0 mm.8.3+ ; &) m. &2 mm.8.6- ; &) m. &2 mm.8.+8 ; m. &0 mm.-.04 ; &2 m. &2 mm.-.2- ; 8 m. &0 mm.-.42 ; &2 m. &2 mm.-.83 ; && m. &2 mm.-.88 ; 8 m. &0 mm.10.0! ; 20 m. &5 mm.10.2+ ; && m. &2 mm.10.31 ; & m. &5 mm.10.!3 ; ? m. &0 mm.10.!8 ; & m. &5 mm.10.+6 ; &0 m. &2 mm.10.86 ; &8 m. &5 mm.
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11.1+ ; &8 m. &5 mm.11.2- ; ? m. &0 mm.11.30 ; &0 m. &2 mm.11.4- ; &? m. &5 mm.11.82 ; &? m. &5 mm.11.8- ; m. &2 mm.
12.18 ; &5 m. &5 mm.12.!6 ; m. &2 mm.12.!6 ; &5 m. &5 mm.12.-+ ; & m. &5 mm.13.2- ; 8 m. &2 mm.13.40 ; & m. &5 mm.13.86 ; &" m. &5 mm.14.13 ; 8 m. &2 mm.14.36 ; &" m. &5 mm.14.8- ; &) m. &5 mm.
1!.0+ ; ? m. &2 mm.1!.46 ; &) m. &5 mm.1!.+0 ; 20 m. 20 mm.16.08 ; &2 m. &5 mm.16.10 ; & m. 20 mm.16.14 ; ? m. &2 mm.16.!3 ; & m. 20 mm.16.+! ; &2 m. &5 mm.16.+6 ; &0 m. 2 mm.16.-+ ; &8 m. 20 mm.1+.44 ; &8 m. 20 mm.1+.48 ; && m. &5 mm.1+.-4 ; &? m. 20 mm.18.2+ ; && m. &5 mm.18.4+ ; &? m. 20 mm.1-.03 ; &5 m. 20 mm.1-.14 ; &0 m. &5 mm.1-.63 ; &5 m. 20 mm.20.10 ; &0 m. &5 mm.20.26 ; & m. 20 mm.20.-3 ; & m. 20 mm.21.16 ; m. &5 mm.21.66 ; &" m. 20 mm.22.33 ; m. &5 mm.22.43 ; &" m. 20 mm.23.26 ; &) m. 20 mm.23.6! ; 8 m. &5 mm.24.1! ; &) m. 20 mm.24.!! ; 20 m. 2 mm.
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2!.12 ; &2 m. 20 mm.2!.13 ; 8 m. &5 mm.2!.18 ; & m. 2 mm.2!.84 ; & m. 2 mm.26.1+ ; &2 m. 20 mm.26.!4 ; &8 m. 2 mm.
26.80 ; ? m. &5 mm.2+.28 ; &8 m. 2 mm.2+.30 ; && m. 20 mm.28.06 ; &? m. 2 mm.28.21 ; ? m. &5 mm.28.!! ; && m. 20 mm.28.88 ; &? m. 2 mm.2-.+6 ; &5 m. 2 mm.2-.-0 ; &0 m. 20 mm.30.6- ; &5 m. 2 mm.
31.40 ; &0 m. 20 mm.31.68 ; & m. 2 mm.32.+3 ; & m. 2 mm.33.0! ; m. 20 mm.33.86 ; &" m. 2 mm.34.8- ; m. 20 mm.3!.0+ ; &" m. 2 mm.36.3+ ; &) m. 2 mm.36.-4 ; 8 m. 20 mm.3+.++ ; &) m. 2 mm.3-.2! ; 8 m. 20 mm.3-.28 ; &2 m. 2 mm.40.-2 ; &2 m. 2 mm.41.8+ ; ? m. 20 mm.42.+0 ; && m. 2 mm.44.64 ; && m. 2 mm.44.86 ; ? m. 20 mm.4-.10 ; &0 m. 2 mm.!1.68 ; m. 2 mm.!4.!6 ; m. 2 mm.!+.+6 ; 8 m. 2 mm.61.38 ; 8 m. 2 mm.6!.4+ ; ? m. 2 mm.+0.14 ; ? m. 2 mm.
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m. de an!o de o.de ,a Ba$$a en mm.
&2 &5 20 216.14 28.21 44.86 +0.141!.0+ 26.8 41.8+ 6!.4+14.13 2!.13 3-.2! 61.38
13.2- 23.6! 36.-4 !+.+612.!6 22.33 34.8- !4.!611.8- 21.16 33.0! !1.6811.3 20.1 31.4 4-.110.+6 1-.14 2-.- 16.+610.2+ 18.2+ 28.!! 44.64-.83 1+.48 2+.3 42.+-.42 16.+! 26.1+ 40.-2-.04 16.08 2!.12 3-.288.6- 1!.46 24.1! 3+.++
8.3+ 14.8- 23.26 36.3+8.0+ 14.36 22.43 3!.0++.+- 13.86 21.66 33.86+.!3 13.4 20.-3 32.+3+.2- 12.-+ 20.26 31.68+.0! 12.!6 1-.63 30.6-6.8! 12.18 1-.03 2-.+66.6! 11.82 18.4+ 28.886.46 11.4- 1+.-4 28.066.28 11.1+ 1+.44 2+.28
6.11 10.86 16.-+ 26.!4!.-! 10.!8 16.!3 2!.84!.+- 10.31 16.1 2!.18!.6! 10.0! 1!.+ 24.!!
?F/B ?F/B5 mm. ; 20 m.6 mm. c / 20 cm.
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Ve$i>ai%n de C-m#,imiento de, ato$ de D-ti,idad ' = 2aN Re-isitos PeomQt$ios de vigas de AVIPA: 20X0Datos 1 K Q L)/20
b = 3! cm. !0 Q 26.! k! = !0 cm. L) / 7 3!
L# = !30 cm. 1!.14286 7 3!k$ = 3 cm. K / 7 4
1.428!+1 7 4 k Q 20 cm
20 Q 20 kbN Re-isitos $e
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27 20 cm. 2= 20 cm.9,tremo DH%uier#o
8c/ 1! cm. k9,tremo @erecKo
6c/ 1! cm. kAentro #e( tramo
6c/ 20 cm. kdN An!o de Co,-mnas en -ni%n a, Di6met$o de, Re
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k Fo6 8
e&t. 9 est. Ad. Aua(%uier eccin8 mm. 8 k @&u)= 32 mm. @n&= 16
Fo mm. 1o k 8
8 mm. 8 k
Fo mm. 1o k
6 mm. 5 kFo mm. 1o k
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k; Fo;ro ma"or
k;k;k;
ro ma"or
0
00
kg/cm2
k;
k;k;
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e&t. 9 est. Ad.@e&t BQ 8 mm. 8 mm. 8 k
Fo mm. Fo mm. 1o k
7/25/2019 Dim Losa Radier
66/84
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dN An!o de Co,-mnas en -ni%n a, Di6met$o de, Re
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68/84
e)aracin #e e&trio&: ema, 7 3! cm.e = 23.8 cm. k;
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k; Fo;#imetro ma"or
cm. Fo;cm. k;cm. Fo;
#imetro ma"or
cm. k;cm. Fo;cm. Fo;
210kg/cm2
k;k;k;
k;k;
cm2 k;k;k;
8 mm. Fo;8 mm. Fo;6 mm. Fo;6 mm. k;
1!cm.k;k;k;
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71/84
VERIICACIT1 DE DEORMACIO1ES VER4ICALES E1 (1DACIO1ESDIS4ORSIT1 A1P(LAR 1BDS305NRango de De
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unto&. X m40688 +.+!
DYF 0.84 406-3 0F $a#io
L9 18
I9
$BL
Estado2
0.0010 k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n 0.+!
0.0001 k; Sin is-$ai%n 0.+!0.000+ k; Sin is-$ai%n 0.+!0.0000 k; Sin is-$ai%n
0.000+ k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n 20.0001 k; Sin is-$ai%n
0.000+ k; Sin is-$ai%n 0.+!0.0000 k; Sin is-$ai%n 0.+!0.000- k; Sin is-$ai%n 0.+!0.0011 k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n0.000+ k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n
0.001! k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n
0.0008 k; Sin is-$ai%n
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Z m @i&tancia k; Fo;
13.428.02
in Ei&uracin Ligera Ei&uracin
1!.![ngu(o m
30 -.42
0.+ 0.6+! 2 !.!
0.1+ 3 4.!82!+!6-! !!00 6+! 6!0+400.6-2
0.083 6.-0-0-0-0- 4.!82!+!6-! !!00 6+! +31+0!!.8-40.33 4.!82!+!6-! !!00 6+! 42106+1.036
0.+ 0.4! 2 4.6
0.1+ 3 4.!82!+!6-! 4600 4!0 3628368.8+10.083 6.-0-0-0-0- 4.!82!+!6-! 4600 4!0 40+-812.-840.33 4.!82!+!6-! 4600 4!0 234++68.0-3
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3628.3688+140+-.812-84234+.+680-3
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75/84
DIAPRAMA DE /RESIO1ES: COMBSERV
Dist mN ( mN W tn;m)N Fg;m2N COMBSERV =// Y CM Y E4 Y CV
0.00 0.00!0 3000 1!.00
2.00 0.0063 3000 18.-0
4.00 0.00-2 3000 2+.60
8.00 0.0136 3000 40.80
11.00 0.0100 3000 30.00
12.00 0.0120 3000 36.00
13.00 0.0134 3000 40.20
14.2! 0.00-1 3000 2+.30
1!.!0 0.00!0 3000 1!.00
16.+! 0.00!2 3000 1!.60
18.00 0.00+- 3000 23.+0
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00
4!.00
40.00
3!.00
30.00
2!.00
20.00
1!.00
10.00
!.00
0.00
DIAPRAMA DE /RESIO1ES: COMBSERV
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DIAPRAMA DE /RESIO1ES: 1BDS05 3
Dist mN ( mN W tn;m)N Fg;m2N 1BDS05 3 =// Y CM Y E4 Y 0.CV 3 4OR
0.00 0.004+ 3000 14.10
2.00 0.0063 3000 18.-0
4.00 0.00-+ 3000 2-.10
8.00 0.01!1 3000 4!.30
11.00 0.0121 3000 36.30
12.00 0.0142 3000 42.60
13.00 0.0160 3000 48.00
14.2! 0.0110 3000 33.00
1!.!0 0.0062 3000 18.60
16.+! 0.00+1 3000 21.30
18.00 0.0114 3000 34.20
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00
!0.00
40.00
30.00
20.00
10.00
0.00
DIAPRAMA DE /RESIO1ES: 1BDS05 3
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.
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18.00 20.00
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18.00 20.00
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VERIICACIT1 DE DEORMACIO1ES VER4ICALES E1 (1DACIO1ESDIS4ORSIT1 A1P(LAR 1BDS305NRango de De
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unto&. X m40688 +.+!
DYF 0.84 406-3 0F $a#io
L9 18
I9
$BL
Estado2
0.0010 k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n 0.+!
0.0001 k; Sin is-$ai%n 0.+!0.000+ k; Sin is-$ai%n 0.+!0.0000 k; Sin is-$ai%n
0.000+ k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n 20.0001 k; Sin is-$ai%n
0.000+ k; Sin is-$ai%n 0.+!0.0000 k; Sin is-$ai%n 0.+!0.000- k; Sin is-$ai%n 0.+!0.0011 k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n0.000+ k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n
0.001! k; Sin is-$ai%n
0.0012 k; Sin is-$ai%n
0.0000 k; Sin is-$ai%n
0.0008 k; Sin is-$ai%n
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Z m @i&tancia k; Fo;
13.428.02
in Ei&uracin Ligera Ei&uracin
1!.![ngu(o m
30 -.42
0.+ 0.6+! 2 !.!
0.1+ 3 4.!82!+!6-! !!00 6+! 6!0+400.6-2
0.083 6.-0-0-0-0- 4.!82!+!6-! !!00 6+! +31+0!!.8-40.33 4.!82!+!6-! !!00 6+! 42106+1.036
0.+ 0.4! 2 4.6
0.1+ 3 4.!82!+!6-! 4600 4!0 3628368.8+10.083 6.-0-0-0-0- 4.!82!+!6-! 4600 4!0 40+-812.-840.33 4.!82!+!6-! 4600 4!0 234++68.0-3
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3628.3688+140+-.812-84234+.+680-3