diseño de puentes-pretensados

Ing. Manuel V. Guía L.

C.I.V 190.890 DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS

DIMENSIONES DEL TABLERO (TODAS LAS UNIDADES ESTAN EXPRESADAS EN m)

BARANDA DEFENSAAncho de Divisoria

DEFENSA BARANDA0.00 0.40 0.40 0.00

0.00

# de Trochas 1.00 # de Trochas 1.000.00 Ancho de Trocha 3.35 Ancho de Trocha 3.35 0.00

Hombrillo 1.00 Hombrillo 1.00Ancho de Hombrillo 2.50 Ancho de Hombrillo 2.50

0.00 0.40 5.85 0.00 5.85 0.40 0.00

-------------------------------------------------------------------- 12.50 ------------------------------------------------------------------

CARACTERÍSTICAS DE LA VIGA (PREVENCA)Luz del Puente (m)= 30.00

Cabezal (m) 0.60TIPO DE VIGA T200 P.P (Kg/ml) 1,482.00

SEPARACIÓN (m) 2.75 A (cm) 6,049.000Recubrimiento [cm] 8.00 Y (cm) 200.00

CARACTERÍSTICAS (SECCIÓN COMPUESTA)

A (cm^2) I (cm^4) Yo (cm) So (cm^3)

40.50 70.00 10,999.00 66,221,900.00 146.25 452,799.00 1990.00 1.641

Espesor de la Carpeta de Rodamiento (cm)= 5.00 ρasf (Kg/cm2) 2,400.00Separación entre Vigas (m)= 2.38 Espesor de Losa Calc(m) 0.18

Ancho de Acera

Ancho de Acera

Lc (m) [Pre-Ten]

Lc Max (m) [Pos-Ten]

P.P Separador (Kg)

Coef. Distr

J25

Alturas de Viga Recomendadas según la Luz 1.-Vigas de acero hv=0.05L 2.-Vigas Pretensados hv=0.06L 3.Vigas de Concreto hv=0.07L



Número de Vigas (m)= 5.00 Espesor de Losa Final(m) 0.18

CARGAS SOBRE EL PUENTE

CARGA MUERTATablero (Kg)-------------------------------------------------- 1071.00 ---------- Ml(Kg-m) 120,487.50P.P de la Viga (Kg) T200 ---------------- 1482.00 ---------- Mg(Kg-m) 166,725.00Carpeta de Rodamiento (Kg)------------------------------- 285.60 ---------- Masf(Kg-m) 32,130.00 P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------- 308.00 ---------- Mbar(Kg-m) 34,650.00

Mct(Kg-m) 353,992.50CARGA VIVA

Vehiculo de Diseño HL-93 ----------------------------------------------------------------------------- 210,555.76Factor de Impacto ----------------------------------------------------------------------------- 0.224Factor de Rueda ----------------------------------------------------------------------------- 1.42

Mcv(Kg-m) 365,962.76

MATERIALES ESFUERZOS ADMISIBLESfć del Concreto (Kg/cm2) 400.00 Antes de la Pérdidasfći del Concreto (Kg/cm2) 350.00 Rćc (Kg/cm2)= 210.00Tipo de Ambientes de Exposición-------- NO AGRESIVO Rćt (Kg/cm2)= 14.97Tipo de Concreto--------------------------- PRETENSADO

Despúes de la PérdidasRcc (Kg/cm2)= 160.00Rćt (Kg/cm2)= 32.00

CARACTERITICAS DE LA SECCIÓN SENCILLA CARACTERITICAS DE LA SECCIÓN COMPUESTA

Ys(cm) 53.75 Yi(cm) 146.25 σs^sc 35.12 Ws^sc= 112,404.64Ws= 1,232,035.35 Wi= 452,799.32 σi^sc 95.57 Wi^sc= 147,306.81Ki= 203.68 Ks= 74.86 η 0.80

T200

E52

RESISTENCIA DE LOS CONCRETOS PRECOMPRIMIEDOS FĆ≥350,00 Kg/cm^2



Ws= 291,676.00 ≥ 112,404.64 OK!!!Wi= 322,962.00 ≥ 147,306.81 OK!!!


C.I.V 190.890

FUERZAS SOBRE EL PUENTE NOTA: SE ASUME QUE EL PUENTE ES ISOSTATICO

CARGA MUERTA Fuerza Cortante V(x) Momento Flector M(x)Tablero (Kg)------------------------------- 1071.00 -1071.00 X+ 16,065.00 -535.50 X^2+ 16,065.00 XP.P de la Viga (Kg) T200 1482.00 -1482.00 X+ 22,230.00 -741.00 X^2+ 22,230.00 XCarpeta de Rodamiento (Kg)------------------------------- 285.60 -285.60 X+ 4,284.00 -142.80 X^2+ 4,284.00 X P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------- 308.00 -308.00 X+ 4,620.00 -154.00 X^2+ 4,620.00 X

CARGA VARIABLE Fuerza Cortante V(x) Momento Flector M(x)Carga Variable Estimada [Kg/m^2] 950.00 2261.00 -2261.00 X+ 33,915.00 -1130.50 X^2+ 33,915.00 X

CONSTRUCCION DEL DIAGRAMA DE MAGNEL

112.01 -41.17 emax= 138.25

-1.0944E-05 7.8589E-07

1.0610E-06 2.0600E-06

e1 1/Fi e2 1/Fi e3 1/FiI 0.00 -1.0944E-05 112.01 0.0000E+00 200 8.5972E-06II -41.17 0.0000E+00 0.00 7.8589E-07 200 4.6037E-06III 112.01 0.0000E+00 0.00 1.0610E-06 200 -8.3348E-07


C.I.V 190.890

IV -41.17 0.0000E+00 0.00 2.0600E-06 200 1.2067E-05

-150.00 -100.00 -50.00 0.00 50.00 100.00 150.00 200.00 250.00

-2.50E-05

-2.00E-05

-1.50E-05

-1.00E-05

-5.00E-06

0.00E+00

5.00E-06

1.00E-05

1.50E-05

DIAGRAMA DE MAGNEL

I II III IV emax

e [cm]

1/Fi


C.I.V 190.890

-100.00 -2.0715E-05 9.7706E-08 x+ -1.0944E-05RECTA AZUL (I) 112.01 0.0000E+00

200 8.5972E-06

-100.00 -1.1230E-06 1.9089E-08 x+ 7.8589E-07RECTA MARRON (II) 0.00 7.8589E-07

200 4.6037E-06

-100.00 2.0082E-06 -9.4724E-09 x+ 1.0610E-06RECTA VERDE (III) 0.00 1.0610E-06

200 -8.3348E-07

-100.00 -2.9436E-06 5.0036E-08 x+ 2.0600E-06RECTA MORADA (IV) 0.00 2.0600E-06

200 1.2067E-05

138.25 1.2067E-05 ROJO (emax) 138.25 0

138.25 -2.0715E-05

-150.00 -100.00 -50.00 0.00 50.00 100.00 150.00 200.00 250.00

-2.50E-05

-2.00E-05

-1.50E-05

-1.00E-05

-5.00E-06

0.00E+00

5.00E-06

1.00E-05

1.50E-05

DIAGRAMA DE MAGNEL

I II III IV emax

e [cm]

1/Fi


C.I.V 190.890

ACEROS

1/Fi= 8.0000E-06Fi= 125,000.00

Fuerza por cada Guaya

Acero A416Gr270 18,786.00 Kg/cm2# de Guayas 7.000ф[cm2]= 0.99 As [cm2]= 6.93

TIPO DE VIGAS

NOMBRE SEP (m) Y (cm) S0 (cm) S1 (cm) A (cm)

CAGUA 120

CAGUA 120 3.00 120.00 90,417.00 83,128.00 3075.000CAGUA 140 2.75 140.00 116,313.00 107,182.00 3395.000CAGUA 142 2.50 142.00 168,669.00 131,018.00 4324.000CAGUA 150 2.25 150.00 191,821.00 169,939.00 4804.000CAGUA 160 2.00 160.00 217,227.00 181,065.04 5115.000CAGUA 180 1.75 180.00 262,343.00 218,774.00 5475.000

CAGUA 140

TP115 115.00 87,362.00 127,172.00 3635.000TP133 133.00 167,560.00 225,551.00 6300.000T180 180.00 273,956.00 247,983.00 5689.000T200 200.00 322,962.00 291,676.00 6049.000T220 220.00 401,183.00 430,833.00 7032.000

CAGUA 142

CAGUA 150

CAGUA 160

CAGUA 180

TP115

TP133

TP133

T180

T200

T220


Lc Max (m) [Pos-Ten] A (cm^2) I (cm^4) Yo (cm) So (cm^3)

17.00 19.00 8,475.00 15,346,611.000 103.05 149,098.0018.00 20.00 8,025.00 15,032,445.000 101.60 147,957.0019.00 21.00 7,575.00 14,662,263.000 99.96 146,681.0020.00 22.00 7,125.00 14,246,880.000 98.13 145,184.0021.00 23.00 6,675.00 13,777,106.000 96.05 143,436.0022.00 24.00 6,225.00 13,241,173.000 93.67 141,360.0020.00 23.00 8,795.00 21,921,805.000 117.40 189,727.0021.00 24.00 8,345.00 21,436,151.000 115.70 185,274.0022.00 25.00 7,895.00 20,896,505.000 113.80 183,625.0024.00 26.00 7,445.00 20,293,107.000 111.67 181,724.0025.50 27.50 6,995.00 19,613,642.000 109.27 179,497.0027.00 29.00 6,545.00 18,842,400.000 106.54 176,858.0025.00 28.00 9,724.00 29,603,176.000 111.46 265,595.0026.50 29.00 9,274.00 28,853,348.000 109.54 263,402.0028.00 30.00 8,824.00 28,028,280.000 107.43 260,906.0029.00 31.00 8,738.00 27,115,839.000 105.09 258,036.0030.00 32.00 7,924.00 26,101,142.000 102.48 254,700.0031.00 33.00 7,474.00 24,965,716.000 99.56 250,770.0026.00 29.00 10,204.00 33,590,030.000 117.32 286,345.0027.00 30.00 9,754.00 32,760,010.000 115.40 283,893.0028.00 31.50 9,304.00 31,850,853.000 113.29 281,153.0030.00 33.00 8,854.00 30,850,534.000 110.96 278,026.0031.50 34.00 8,404.00 29,744,385.000 108.39 274,418.0033.50 35.50 7,954.00 28,514,435.000 105.53 270,208.0028.00 31.00 10,515.00 40,287,952.000 122.17 329,770.0030.00 33.00 10,065.00 39,244,922.000 120.08 326,825.0032.00 34.50 9,615.00 38,105,420.000 117.79 323,504.0033.00 36.00 9,165.00 36,855,190.000 115.28 319,702.0034.50 37.00 8,715.00 35,855,198.000 112.50 315,352.0035.50 38.00 8,265.00 33,950,322.000 109.43 310,247.0031.00 34.50 10,875.00 52,831,430.000 135.06 391,170.0032.00 36.00 10,425.00 51,453,252.000 132.73 387,654.0034.00 38.00 9,975.00 49,951,807.000 130.19 383,684.0035.50 39.00 9,525.00 48,309,657.000 127.41 379,168.0037.00 40.00 9,075.00 46,505,843.000 124.36 373,961.0038.00 41.00 8,625.00 44,515,092.000 120.98 367,954.0016.00 18.00 9,035.00 12,874,168.000 101.54 126,789.0017.00 19.00 8,575.00 12,623,042.000 100.36 125,778.0018.00 20.00 8,135.00 12,345,468.000 99.05 124,369.0019.00 21.00 7,635.00 12,036,822.000 97.59 123,341.0020.00 22.00 7,235.00 11,691,288.000 95.95 121,848.0021.00 23.00 6,785.00 11,301,538.000 94.09 120,114.0023.00 25.00 11,700.00 25,478,655.000 106.62 238,967.0025.00 27.00 11,250.00 24,881,020.000 105.21 236,469.00

Lc (m) [Pre-Ten]

26.00 28.00 10,800.00 24,234,582.000 103.68 233,744.0028.00 30.00 10,350.00 23,532,976.000 102.02 230,670.0030.00 32.00 9,900.00 22,765,698.000 100.20 227,233.0031.00 33.00 9,450.00 21,932,796.000 223.33 223,325.0030.00 36.00 11,089.00 53,239,016.000 135.91 391,723.0032.00 38.00 10,639.00 51,905,041.000 133.67 388,307.0034.00 40.00 10,189.00 50,454,283.000 131.22 384,501.0035.50 41.00 9,739.00 48,870,581.000 128.55 380,168.0037.00 42.00 9,289.00 47,134,607.000 125.63 375,186.0038.00 43.00 8,839.00 45,223,138.000 122.40 369,471.0038.50 71.00 11,449.00 67,936,130.000 148.72 456,805.0040.50 70.00 10,999.00 66,221,900.000 146.25 452,799.0041.50 69.50 10,549.00 64,326,518.000 143.58 448,301.0043.00 69.00 10,099.00 62,338,976.000 140.66 443,186.0044.00 68.50 9,649.00 60,126,842.000 137.48 437,382.0045.00 68.00 9,199.00 57,699,972.000 133.95 430,693.0042.00 70.00 12,432.00 86,299,263.000 163.91 526,504.0044.50 68.00 11,982.00 84,308,777.000 161.46 522,165.0046.50 67.00 11,532.00 82,163,939.000 158.83 517,307.0048.00 66.50 11,082.00 79,845,885.000 155.98 511,898.0050.00 66.00 10,632.00 77,332,615.000 152.89 505,806.0051.50 65.00 10,182.00 74,598,305.000 149.52 498,919.00


So (cm^3) Coef. Distr TIPO DE VEHICULO

149,098.00 1,320.00 1.790 NOMBRE P147,957.00 1,200.00 1.641 HS-20 7,258.00146,681.00 1,080.00 1.492 HS-20+20% 7,258.00145,184.00 960.00 1.342 HL-93 14,785.90143,436.00 840.00 1.193 0.00141,360.00 720.00 1.044 0.00189,727.00 1,600.00 1.790 0.00185,274.00 1,450.00 1.641183,625.00 1,310.00 1.492181,724.00 1,170.00 1.342179,497.00 1,020.00 1.193176,858.00 880.00 1.044265,595.00 1,460.00 1.790263,402.00 1,310.00 1.641260,906.00 1,180.00 1.492258,036.00 1,050.00 1.342254,700.00 910.00 1.193250,770.00 780.00 1.044286,345.00 1,570.00 1.790283,893.00 1,430.00 1.641281,153.00 1,290.00 1.492278,026.00 1,140.00 1.342274,418.00 1,000.00 1.193270,208.00 860.00 1.044329,770.00 1,710.00 1.790326,825.00 1,560.00 1.641323,504.00 1,410.00 1.492319,702.00 1,260.00 1.342315,352.00 1,110.00 1.193310,247.00 955.00 1.044391,170.00 2,000.00 1.790387,654.00 1,825.00 1.641383,684.00 1,650.00 1.492379,168.00 14,700.00 1.342373,961.00 1,290.00 1.193367,954.00 1,115.00 1.044126,789.00 1,240.00 1.790125,778.00 1,130.00 1.641124,369.00 1,020.00 1.492123,341.00 900.00 1.342121,848.00 785.00 1.193120,114.00 670.00 1.044238,967.00 1,200.00 1.790236,469.00 1,080.00 1.641

P.P Separador

(Kg)

R2

Coeficiente de Distribución Según A.A.S.H.T.O S/1,676

233,744.00 960.00 1.492230,670.00 840.00 1.342227,233.00 720.00 1.193223,325.00 600.00 1.044391,723.00 1,985.00 1.790388,307.00 1,810.00 1.641384,501.00 1,630.00 1.492380,168.00 1,450.00 1.342375,186.00 1,280.00 1.193369,471.00 1,100.00 1.044456,805.00 2,200.00 1.790452,799.00 1,990.00 1.641448,301.00 1,790.00 1.492443,186.00 1,585.00 1.342437,382.00 1,380.00 1.193430,693.00 1,180.00 1.044526,504.00 2,450.00 1.790522,165.00 2,250.00 1.641517,307.00 2,000.00 1.492511,898.00 1,750.00 1.342505,806.00 1,550.00 1.193498,919.00 1,350.00 1.044

TIPO DE AMBIENTE TIPO DE CONCRETO

NOMBRE MCV NOMBRE MCVNO AGRESIVO 0.00 PRETENSADO 0.00

AGRESIVOS 0.00 POSTENSADO 0.00SIN ACERO DE REFUERZO 0.00 0.00

0.00 0.000.00 0.000.00 0.00

TIPO DE PUENTE

NOMBRE SEP ENTRE VIGASTABLERO SUPERIOR 0.00TABLERO INFERIOR 0.00

TABLERO INTERMEDIO 0.000.000.000.00

Ing. Manuel V. Guía L.C.I.V 190.890

CALCULO DEL APARATO DE APOYO (NEOPRENE)

DATOS DEL PUENTE DATOS DEL MATERIAL DEL NEOPRENELongitud de Viga (Lv) [m] 29.94 Fc del Apoyo [Kg/cm2]= 56.00Coeficiente Sismico 0.20 G del Apoyo [Kg/cm2]= 10.00

Δtem [ UC]= 15.00

SOLICITACIONES POR CARGA MUERTACM [Kgf] 57,536.05SCP[Kgf] 6,024.12Asfalto [Kgf] 5,624.46

SOLICITACIONES POR CARGA VIVACV[Kgf] 33,358.37

DIMENSIONES DEL APOYO

Ancho (a) [cm] 35.00 e= 2.5Espesor Requerido (er) [cm] 2.40Espesor de Diseño ( e) [cm] 2.5 OK

Longitud del Apoyo (br1)[cm] 52.32Longitud del Apoyo (br2)[cm] 56.48 a= 35.00Longitud del Apoyo (bmi)[cm] 7.50

60.00 OK

b= 60.00

SOLICITACIONES EN EL APOYO

Esfuerzo de Compresión (fc) [Kg/cm2] 48.83 fc<=Fc del Apoyo--"OK" FF>=3--Deformación <15%Factor de Forma (FF) 4.42 OK OKAlargamiento por Temperatura (Al) 0.64 OK AI>0,50*eEsfuerzo Tangencial (Fh) 3.29 OK Fh>0,50*Galargamiento por Sismo (AIS) 0.82 OK AIs>0,50*e

Longitud del Apoyo de diseño (b)[cm]

A11

Carga Muerta (CM): Considera el Peso Propio de todos y Cada uno de los Elementos Estructurales del Puente

A12

Sobre Carga Muerta (CM): Considera el Peso Propio de todos y Cada uno de los Elementos No Estructurales del Puente, tales como barandas y Defensas.

A16

Carga Viva (CV): Considera el ejercido por todo aquel tipo de tráfico ya sea vehicular o peatonal.


CALCULO DEL BLOQUE DE CORTE EN VIGAS

DATOS GENERALES

Sismo en X(SX) [Kgf]= 42,240.00a [cm]= 50.00l[cm]= 34.00h[cm]= 34.00

Predimensionado del bloque


CALCULO DE LAS CONSTANTES DEL RESORTE

PERFIL DEL SUELO

Prof(m) Descripción

0,00-2,00 2.04 2040.002,00-14,00 4.08 4080.00

14,00-30,00 4.59 4590.00MODULO DE REACCIÓN HORIZONTAL (MODULO DE BALASTO)

Ks,h= Módulo de Reacción Horizontal Constante en el Intervalo considerando (Kg/cm3)Ks,h=Kh,1/(4,92B) B=Diámetro del Pilote (m)

Prof (m) Kh,1 (t/m3) B(m) Ks,h (t/m3)

1.00 2040.00 1.30 318.95 320.282.00 2040.00 1.30 318.95 320.283.00 4080.00 1.30 637.90 639.234.00 4080.00 1.30 637.90 639.235.00 4080.00 1.30 637.90 639.236.00 4080.00 1.30 637.90 639.237.00 4080.00 1.30 637.90 639.238.00 4080.00 1.30 637.90 639.239.00 4080.00 1.30 637.90 639.23

10.00 4080.00 1.30 637.90 639.2311.00 4080.00 1.30 637.90 639.2312.00 4080.00 1.30 637.90 639.2313.00 4080.00 1.30 637.90 639.2314.00 4080.00 1.30 637.90 639.2315.00 4590.00 1.30 717.64 718.9716.00 4590.00 1.30 717.64 718.9717.00 4590.00 1.30 717.64 718.9718.00 4590.00 1.30 717.64 718.9719.00 4590.00 1.30 717.64 718.9720.00 4590.00 1.30 717.64 718.9721.00 4590.00 1.30 717.64 718.9722.00 4590.00 1.30 717.64 718.9723.00 4590.00 1.30 717.64 718.9724.00 4590.00 1.30 717.64 718.9725.00 4590.00 1.30 717.64 718.9726.00 4590.00 1.30 717.64 718.9727.00 4590.00 1.30 717.64 718.9728.00 4590.00 1.30 717.64 718.9729.00 4590.00 1.30 717.64 718.9730.00 4590.00 1.30 717.64 718.97

Modulo de Reacción Unitario Kh,1 (Kgf/cm3)

Modulo de Reacción Unitario Kh,2 (t/m3)

Constante del Resorte (t/m)

diseño de puentes-pretensados

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