Dim Losa SUP

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    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

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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

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    mo#ifcar &ecciokVu = 3.8 tn. *nec = *min

    30.+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 = 20c# = 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 de

    Est$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 = 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 = 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. COMBSERV

    b = 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!

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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 = *min

    vu = 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 = 0.14Ava = 0.14 cm2.

    Ava = 8 c / 1! cm. & 9&)aciamientoVerifcacin cotante: mo#ifcar &ecciok

    Vu = 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#o

    V = 20 X 20Asmin = 0.-4cm2.

    ne = 0.004- ok okAsa = 1 6!cm2

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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 = 0.14Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento

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    io&

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    Viga de Equilibrio TIPO

    Dimensionamiento de vigas E'(ILIBRIO: EXTREMO ADatos L = 400 cm. COMBSERV

    b = 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!

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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 = *min

    vu = 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 = 0.14Ava = 0.14 cm2.

    Ava = 8 c / 1! cm. & 9&)aciamientoVerifcacin cotante: mo#ifcar &ecciok

    Vu = 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#o

    V = 20 X 20Asmin = 0.-4cm2.

    ne = 0.00!- ok okAsa = 2 01cm2

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    Asa = 2.+!cm2.As = 2.+!cm2.As = 2 12mm.

    Av = 1.08 cm2.Av = 8 c / 8.! cm.

    Avmin = 0.14Ava = 0.14 cm2.Ava = 8 c / 1! cm. & 9&)aciamiento

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    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 Fo

    cerco& >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/ARRILLADO

    Datos gene$a,es: COMB( & M&&G = 0.- Kmin = 10.2 cm. 1340000

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    ? Marra&t = 10 mm. -.2

    B&c = 6.83 no; 8.+au = 0.+- cm2. !K = 200 cm.et = 13 cm. ok; e ma, = 40 cm.

    $B@DBL ? Marra&r = 30Bu = +.0+ cm. 2@i&t = 100 cm.ma,1 = 120 cm. ca(c1 = 1!3.+ mm.a#o)1 = 28 cm. no;IBFO9FADBL ? Marra&t = 30 mm.Bu = +.0+ cm2. 2@i&t = 100ma,2 = 120 cm. ca(c2 = 1+2.! cm.a#o)2 = 2! cm. no;

    $B@DBL ? Marra&r = 20Bu = 3.14 cm. 16@i&t = 100 cm.ma,1 = 120 cm. ca(c1 = 6.- mm.a#o)1 = 2!.! cm. no;IBFO9FADBL ? Marra&t = 20 mm.

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    Bu = 3.14 cm2. 1+@i&t = 100ma,2 = 120 cm. ca(c2 = 6.4 cm.a#o)2 = 32.! cm. no;

    $B@DBL ? Marra&

    r = 30Bu = +.0+ cm. 2@i&t = 100 cm.ma,1 = 120 cm. ca(c1 = 1!3.+ mm.a#o)1 = 28 cm. no;IBFO9FADBL ? Marra&t = 20 mm.Bu = 3.14 cm2. 4

    @i&t = 100ma,2 = 120 cm. ca(c2 = 3-.1 cm.a#o)2 = 32.! cm. no;

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    M22 11 tnm 22 tnm1340000 13.4 13.4 ok; no;!3-4000 !3.-4 !3.-41340000 13.4 13.4

    V13 V2312.000 2!.3003.000 2.000

    cm. 1-.800 2!.300

    0.01604 c / a#o)

    8mm/20cm.8mm/20cm.8mm/20cm.

    8mm/20cm.8mm/20cm.

    8mm/20cm.

    tadono;ok;no;

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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.!2

    16 !/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

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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/B14.0+ + 16 mm. 0.? 0.+0

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    44.18 - 2! mm.4-.0- 10 2! mm.

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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/B

    0.?0.+0 ?F/B

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    EXTREMO AAs = 0.00 ?F/B

    0.? 0.+0Av = 0.00 ?F/B

    0.? 0.+0 ?F/BCENTRO

    As = 0.00 ?F/B0.? 0.+0Av = 0.00 ?F/B

    0.? 0.+0 ?F/BEXTREMO B

    As = 0.00 ?F/B

    0.? 0.+0Av = 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! 10.18

    10.0! 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

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    ?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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    ?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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    &02.83!.03+.8!

    11.31

    20.1131.424-.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

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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.

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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.

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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.

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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.

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    m. de an!o de o.de ,a Ba$$a en mm.

    &2 &5 20 2

    16.14 28.21 44.86 +0.141!.0+ 26.8 41.8+ 6!.4+14.13 2!.13 3-.2! 61.3813.2- 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 28.06

    6.28 11.1+ 1+.44 2+.286.11 10.86 16.-+ 26.!4!.-! 10.!8 16.!3 2!.84

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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: 20X0

    Datos 1 K Q L)/20b = 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

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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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    dN An!o de Co,-mnas en -ni%n a, Di6met$o de, Re

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    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;

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    VERIICACIT1 DE DEORMACIO1ES VER4ICALES E1 (1DACIO1ESDIS4ORSIT1 A1P(LAR 1BDS305NRango de De

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    unto&. X m40688 +.+!

    DYF 406-3 0 F $a#io

    L9 18 I9

    $BL

    Estado

    0.0010 k; Sin is-$ai%n

    0.0012 k; Sin is-$ai%n

    0.0001 k; Sin is-$ai%n

    0.000+ k; Sin is-$ai%n

    0.0000 k; Sin is-$ai%n0.000+ k; Sin is-$ai%n

    0.0012 k; Sin is-$ai%n

    0.0001 k; Sin is-$ai%n

    0.000+ k; Sin is-$ai%n

    0.0000 k; Sin is-$ai%n

    0.000- k; Sin is-$ai%n

    0.0011 k; Sin is-$ai%n0.0000 k; Sin is-$ai%n

    0.000+ 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 m30 -.42

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    DIAPRAMA DE /RESIO1ES: COMBSERV

    Dist mN ( mN W tn;m)N Fg;m2N COMBSERV =// Y CM Y E4 Y CV0.00 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+.301!.!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 16.00

    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 Y ES/EC

    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 16.00

    !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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