diseño de puentes-pretensados
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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
Ing. Manuel V. Guía L.
C.I.V 190.890 DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
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 ADMISIBLESf´c del Concreto (Kg/cm2) 400.00 Antes de la Pérdidasf´ci del Concreto (Kg/cm2) 350.00 R´cc (Kg/cm2)= 210.00Tipo de Ambientes de Exposición-------- NO AGRESIVO R´ct (Kg/cm2)= 14.97Tipo de Concreto--------------------------- PRETENSADO
Despúes de la PérdidasRcc (Kg/cm2)= 160.00R´ct (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
Ing. Manuel V. Guía L.
C.I.V 190.890 DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
Ws= 291,676.00 ≥ 112,404.64 OK!!!Wi= 322,962.00 ≥ 147,306.81 OK!!!
Ing. Manuel V. Guía L.
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
Ing. Manuel V. Guía L.
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
Ing. Manuel V. Guía L.
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
Ing. Manuel V. Guía L.
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
CARACTERÍSTICAS (SECCIÓN COMPUESTA)
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
CARACTERÍSTICAS (SECCIÓN COMPUESTA)
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)
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]
Ing. Manuel V. Guía L.C.I.V 190.890
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
Ing. Manuel V. Guía L.C.I.V 190.890
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)
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