Ing. Manuel V. Guía L.
DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
C.I.V 190.890
DIMENSIONES DEL TABLERO (TODAS LAS UNIDADES ESTAN EXPRESADAS EN m) BARANDA 0.00
DEFENSA 0.40 Ancho de Acera 0.00
0.00
DEFENSA 0.40
Ancho de Divisoria 0.00 # de Trochas Ancho de Trocha Hombrillo Ancho de Hombrillo
0.40
# de Trochas Ancho de Trocha Hombrillo Ancho de Hombrillo
1.00 3.35 1.00 2.50
5.85
--------------------------------------------------------------------
Ancho de Acera 0.00
1.00 3.35 1.00 2.50
5.85
0.00 12.50
B 0.
0.40
0.00
------------------------------------------------------------------
CARACTERÍSTICAS CARACTERÍSTICAS DE LA VIGA (PREVENCA) Luz del Puente (m)=
30.00
TIPO DE VIGA SEPARACIÓN (m) Recubrimiento [cm]
Cabezal (m) P.P (Kg/ml) A (cm) Y (cm)
T200 2.75 8.00
0.60 1,482.00 6,049.000 200.00
CARACTERÍSTICAS CARACTERÍSTICAS (SECCIÓN COMPUESTA) Lc (m) [PreTen]
Lc Max (m) [Pos-Ten]
A (cm^2)
I (cm^4)
Yo (cm)
So (cm^3)
P.P Separador (Kg)
40.50
70.00
10,999.00
66,221,900.00
146.25
452,799.00
1990.00
Espesor de la Carpeta de Rodamiento (cm)= 5.00 Separación entre Vigas (m)= Espesor de Losa Calc(m) 2.38 Espesor de Losa Final(m) Número de Vigas (m)= 5.00
ρasf (Kg/cm2)
0.18 0.18
Ing. Manuel V. Guía L. C.I.V 190.890
DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
CARGAS SOBRE EL PUENTE CARGA MUERTA
Tablero (Kg)-------------------------------------------------P.P de la Viga (Kg) T200 ----------------
Ml(Kg-m) Mg(Kg-m) Masf(Kg-m) Mbar(Kg-m) Mct(Kg-m)
120,487.50 166,725.00 32,130.00 34,650.00 353,992.50
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Mcv(Kg-m)
210,555.76 0.224 1.42 365,962.76
Carpeta de Rodamiento (Kg)------------------------------ P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------CARGA VIVA Vehiculo de Diseño HL-93 Factor de Impacto Factor de Rueda
MATERIALES f´c del Concreto (Kg/cm2) 400.00 f´ci del Concreto (Kg/cm2) 350.00 Tipo de Ambientes de Exposición-------Tipo de Concreto---------------------------
1071.00 1482.00 285.60 308.00
NO AGRESIVO PRETENSADO
-------------------------------------
ESFUERZOS ADMISIBLES Antes de la Pérdidas R´cc (Kg/cm2)= R´ct (Kg/cm2)= Despúes de la Pérdidas Rcc (Kg/cm2)=
210.00 14.97
160.00
2
Ing. Manuel V. Guía L.
DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
C.I.V 190.890
CARGAS SOBRE EL PUENTE CARGA MUERTA
Tablero (Kg)-------------------------------------------------P.P de la Viga (Kg) T200 ----------------
Ml(Kg-m) Mg(Kg-m) Masf(Kg-m) Mbar(Kg-m) Mct(Kg-m)
120,487.50 166,725.00 32,130.00 34,650.00 353,992.50
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Mcv(Kg-m)
210,555.76 0.224 1.42 365,962.76
Carpeta de Rodamiento (Kg)------------------------------ P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------CARGA VIVA Vehiculo de Diseño HL-93 Factor de Impacto Factor de Rueda
MATERIALES f´c del Concreto (Kg/cm2) 400.00 f´ci del Concreto (Kg/cm2) 350.00 Tipo de Ambientes de Exposición-------Tipo de Concreto---------------------------
1071.00 1482.00 285.60 308.00
-------------------------------------
ESFUERZOS ADMISIBLES Antes de la Pérdidas R´cc (Kg/cm2)= R´ct (Kg/cm2)=
NO AGRESIVO PRETENSADO
Despúes de la Pérdidas Rcc (Kg/cm2)= R´ct (Kg/cm2)= CARACTERITICAS DE LA SECCIÓN SENCILLA 53.75 Yi(cm) Ys(cm) Ws= 1,232,035.35 Wi= 203.68 Ki= Ks=
146.25 452,799.32 74.86
210.00 14.97
160.00 32.00
CARACTERITICAS DE LA SECCIÓN COMPUESTA
σs^sc σi^sc η
Ws= Wi=
T200 291,676.00 322,962.00
35.12 95.57 0.80
≥ ≥
112,404.64 147,306.81
Ws^sc= Wi^sc=
112,404.64 147,306.81
OK!!! OK!!!
Ing. Manuel V. Guía L. C.I.V 190.890
DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
Ing. Manuel V. Guía L.
DISEÑO Y CALCULO DE PUENTES CON VIGAS PRETENSADAS
C.I.V 190.890
Ing. Manuel V. Guía L. C.I.V 190.890 FUERZAS SOBRE EL PUENTE NOTA: SE ASUME QUE EL PUENTE ES ISOSTATICO RANDA CARGA MUERTA 00 Tablero (Kg)-------------------------------
P.P de la Viga (Kg)
T200
Carpeta de Rodamiento (Kg)------------------------------ P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------CARGA VARIABLE Carga Variable Estimada [Kg/m^2]
950.00
1071.00 1482.00 285.60 308.00
Fuerza Cortante V(x) -1071.00 X+ 16,065.00 -1482.00 X+ 22,230.00 -285.60 X+ 4,284.00 -308.00 X+ 4,620.00
Momento Fl -535.50 X^2+ -741.00 X^2+ -142.80 X^2+ -154.00 X^2+
2261.00
Fuerza Cortante V(x) -2261.00 X+ 33,915.00
Momento Fl -1130.50 X^2+
CONSTRUCCION DEL DIAGRAMA DE MAGNEL
112.01
-41.17
-1.0944E-05
emax= 138.25
7.8589E-07
Ing. Manuel V. Guía L. C.I.V 190.890 FUERZAS SOBRE EL PUENTE NOTA: SE ASUME QUE EL PUENTE ES ISOSTATICO RANDA CARGA MUERTA 00 Tablero (Kg)-------------------------------
P.P de la Viga (Kg)
T200
Carpeta de Rodamiento (Kg)------------------------------ P.P Baranda 770,00 Kg/ml ( (Kg)-------------------------CARGA VARIABLE Carga Variable Estimada [Kg/m^2]
950.00
1071.00 1482.00 285.60 308.00
Fuerza Cortante V(x) -1071.00 X+ 16,065.00 -1482.00 X+ 22,230.00 -285.60 X+ 4,284.00 -308.00 X+ 4,620.00
Momento Fl -535.50 X^2+ -741.00 X^2+ -142.80 X^2+ -154.00 X^2+
2261.00
Fuerza Cortante V(x) -2261.00 X+ 33,915.00
Momento Fl -1130.50 X^2+
CONSTRUCCION DEL DIAGRAMA DE MAGNEL
112.01
emax= 138.25
-41.17
-1.0944E-05
7.8589E-07
1.0610E-06
2.0600E
Coef. Distr
1.641 I II III IV
400.00
e1
1/Fi
e2
1/Fi
0.00
-1.0944E-05
112.01
0.0000E+00
-41.17
0.0000E+00
0.00
7.8589E-07
112.01
0.0000E+00
0.00
1.0610E-06
-41.17
0.0000E+00
0.00
2.0600E-06
e3 200 200 200 200
1/Fi
8.5972E-06 4.6037E-06 -8.3348E-07 1.2067E-05
Ing. Manuel V. Guía L. C.I.V 190.890
DIAGRAMA DE MAGNEL
1/Fi
1.50E-05
1.00E-05
5.00E-06
0.00E+00 -150.00
-100.00
-50.00
0.00
-5.00E-06
-1.00E-05
50.00
100.00
150.00
200.00
Ing. Manuel V. Guía L. C.I.V 190.890
DIAGRAMA DE MAGNEL
1/Fi
1.50E-05
1.00E-05
5.00E-06
0.00E+00 -150.00
-100.00
-50.00
0.00
50.00
100.00
150.00
200.00
-5.00E-06
-1.00E-05
-1.50E-05
-2.00E-05
-2.50E-05
I
II
III
IV
e
Ing. Manuel V. Guía L. C.I.V 190.890
-100.00 112.01 200
-2.0715E-05 0.0000E+00 8.5972E-06
9.7706E-08 x+
-1.0
RECTA AZUL (I)
-100.00 0.00 200
-1.1230E-06 7.8589E-07 4.6037E-06
1.9089E-08 x+
7.8
RECTA MARRON (II)
2.0082E-06 1.0610E-06 -8.3348E-07
-9.4724E-09 x+
1.0
RECTA VERDE (III)
-100.00 0.00 200
-2.9436E-06 2.0600E-06 1.2067E-05
5.0036E-08 x+
2.0
RECTA MORADA (IV)
-100.00 0.00 200
ROJO (emax)
138.25 138.25 138.25
1.2067E-05 0 -2.0715E-05
Ing. Manuel V. Guía L. C.I.V 190.890
-100.00 112.01 200
-2.0715E-05 0.0000E+00 8.5972E-06
9.7706E-08 x+
-1.0
RECTA AZUL (I)
-100.00 0.00 200
-1.1230E-06 7.8589E-07 4.6037E-06
1.9089E-08 x+
7.8
RECTA MARRON (II)
2.0082E-06 1.0610E-06 -8.3348E-07
-9.4724E-09 x+
1.0
RECTA VERDE (III)
-100.00 0.00 200
-2.9436E-06 2.0600E-06 1.2067E-05
5.0036E-08 x+
2.0
RECTA MORADA (IV)
-100.00 0.00 200
ROJO (emax)
138.25 138.25 138.25
1.2067E-05 0 -2.0715E-05
Ing. Manuel V. Guía L. C.I.V 190.890 ACEROS ector M(x) 16,065.00 22,230.00 4,284.00 4,620.00
X 125,000.00 X X X Fuerza por cada Guaya
ector M(x) 33,915.00
Acero X # de Guayas
1/Fi= Fi=
ф[cm2]=
8.0000E-06
A416Gr270 18,786.00 Kg/cm2 7.000 0.99 As [cm2]= 6.93
Ing. Manuel V. Guía L. C.I.V 190.890 ACEROS ector M(x) 16,065.00 22,230.00 4,284.00 4,620.00
X 125,000.00 X X X Fuerza por cada Guaya
ector M(x) 33,915.00
Acero X # de Guayas
1/Fi= Fi=
ф[cm2]=
8.0000E-06
A416Gr270 18,786.00 Kg/cm2 7.000 0.99 As [cm2]= 6.93
06
Ing. Manuel V. Guía L. C.I.V 190.890
e 250.00 [cm]
Ing. Manuel V. Guía L. C.I.V 190.890
e 250.00 [cm]
ax
Ing. Manuel V. Guía L. C.I.V 190.890
44E-05
89E-07
10E-06
00E-06
Ing. Manuel V. Guía L. C.I.V 190.890
44E-05
89E-07
10E-06
00E-06
TIPO DE VIGAS NOMBRE CAGUA 120 CAGUA 140 CAGUA 142 CAGUA 150 CAGUA 160 CAGUA 180 TP115 TP133 T180 T200 T220
SEP (m) 3.00 2.75 2.50 2.25 2.00 1.75
Y (cm) 120.00 140.00 142.00 150.00 160.00 180.00 115.00 133.00 180.00 200.00 220.00
S0 (cm) 90,417.00 116,313.00 168,669.00 191,821.00 217,227.00 262,343.00 87,362.00 167,560.00 273,956.00 322,962.00 401,183.00
S1 (cm) 83,128.00 107,182.00 131,018.00 169,939.00 181,065.04 218,774.00 127,172.00 225,551.00 247,983.00 291,676.00 430,833.00
A (cm) 3075.000 3395.000 4324.000 4804.000 5115.000 5475.000 3635.000 6300.000 5689.000 6049.000 7032.000
TIPO DE VIGAS NOMBRE CAGUA 120 CAGUA 140 CAGUA 142 CAGUA 150 CAGUA 160 CAGUA 180 TP115 TP133 T180 T200 T220
SEP (m) 3.00 2.75 2.50 2.25 2.00 1.75
Y (cm) 120.00 140.00 142.00 150.00 160.00 180.00 115.00 133.00 180.00 200.00 220.00
S0 (cm) 90,417.00 116,313.00 168,669.00 191,821.00 217,227.00 262,343.00 87,362.00 167,560.00 273,956.00 322,962.00 401,183.00
S1 (cm) 83,128.00 107,182.00 131,018.00 169,939.00 181,065.04 218,774.00 127,172.00 225,551.00 247,983.00 291,676.00 430,833.00
A (cm) 3075.000 3395.000 4324.000 4804.000 5115.000 5475.000 3635.000 6300.000 5689.000 6049.000 7032.000
CARACTERÍSTICAS (SECCIÓN CO
CAGUA 120
CAGUA 140
CAGUA 142
CAGUA 150
CAGUA 160
CAGUA 180
TP115
TP133
Lc (m) [PreTen]
Lc Max (m) [Pos-Ten]
A (cm^2)
I (cm^4)
Yo (cm)
17.00 18.00 19.00 20.00 21.00 22.00 20.00 21.00 22.00 24.00 25.50 27.00 25.00 26.50 28.00 29.00 30.00 31.00 26.00 27.00 28.00 30.00 31.50 33.50 28.00 30.00 32.00 33.00 34.50 35.50 31.00 32.00 34.00 35.50 37.00 38.00 16.00 17.00 18.00 19.00 20.00 21.00 23.00 25.00 26.00 28.00
19.00 20.00 21.00 22.00 23.00 24.00 23.00 24.00 25.00 26.00 27.50 29.00 28.00 29.00 30.00 31.00 32.00 33.00 29.00 30.00 31.50 33.00 34.00 35.50 31.00 33.00 34.50 36.00 37.00 38.00 34.50 36.00 38.00 39.00 40.00 41.00 18.00 19.00 20.00 21.00 22.00 23.00 25.00 27.00 28.00 30.00
8,475.00 8,025.00 7,575.00 7,125.00 6,675.00 6,225.00 8,795.00 8,345.00 7,895.00 7,445.00 6,995.00 6,545.00 9,724.00 9,274.00 8,824.00 8,738.00 7,924.00 7,474.00 10,204.00 9,754.00 9,304.00 8,854.00 8,404.00 7,954.00 10,515.00 10,065.00 9,615.00 9,165.00 8,715.00 8,265.00 10,875.00 10,425.00 9,975.00 9,525.00 9,075.00 8,625.00 9,035.00 8,575.00 8,135.00 7,635.00 7,235.00 6,785.00 11,700.00 11,250.00 10,800.00 10,350.00
15,346,611.000 15,032,445.000 14,662,263.000 14,246,880.000 13,777,106.000 13,241,173.000 21,921,805.000 21,436,151.000 20,896,505.000 20,293,107.000 19,613,642.000 18,842,400.000 29,603,176.000 28,853,348.000 28,028,280.000 27,115,839.000 26,101,142.000 24,965,716.000 33,590,030.000 32,760,010.000 31,850,853.000 30,850,534.000 29,744,385.000 28,514,435.000 40,287,952.000 39,244,922.000 38,105,420.000 36,855,190.000 35,855,198.000 33,950,322.000 52,831,430.000 51,453,252.000 49,951,807.000 48,309,657.000 46,505,843.000 44,515,092.000 12,874,168.000 12,623,042.000 12,345,468.000 12,036,822.000 11,691,288.000 11,301,538.000 25,478,655.000 24,881,020.000 24,234,582.000 23,532,976.000
103.05 101.60 99.96 98.13 96.05 93.67 117.40 115.70 113.80 111.67 109.27 106.54 111.46 109.54 107.43 105.09 102.48 99.56 117.32 115.40 113.29 110.96 108.39 105.53 122.17 120.08 117.79 115.28 112.50 109.43 135.06 132.73 130.19 127.41 124.36 120.98 101.54 100.36 99.05 97.59 95.95 94.09 106.62 105.21 103.68 102.02
T180
T200
T220
30.00 31.00 30.00 32.00 34.00 35.50 37.00 38.00 38.50 40.50 41.50 43.00 44.00 45.00 42.00 44.50 46.50 48.00 50.00 51.50
32.00 33.00 36.00 38.00 40.00 41.00 42.00 43.00 71.00 70.00 69.50 69.00 68.50 68.00 70.00 68.00 67.00 66.50 66.00 65.00
9,900.00 9,450.00 11,089.00 10,639.00 10,189.00 9,739.00 9,289.00 8,839.00 11,449.00 10,999.00 10,549.00 10,099.00 9,649.00 9,199.00 12,432.00 11,982.00 11,532.00 11,082.00 10,632.00 10,182.00
22,765,698.000 21,932,796.000 53,239,016.000 51,905,041.000 50,454,283.000 48,870,581.000 47,134,607.000 45,223,138.000 67,936,130.000 66,221,900.000 64,326,518.000 62,338,976.000 60,126,842.000 57,699,972.000 86,299,263.000 84,308,777.000 82,163,939.000 79,845,885.000 77,332,615.000 74,598,305.000
100.20 223.33 135.91 133.67 131.22 128.55 125.63 122.40 148.72 146.25 143.58 140.66 137.48 133.95 163.91 161.46 158.83 155.98 152.89 149.52
PUESTA) So (cm^3)
P.P Separador (Kg)
Coef. Distr
149,098.00 147,957.00 146,681.00 145,184.00 143,436.00 141,360.00 189,727.00 185,274.00 183,625.00 181,724.00 179,497.00 176,858.00 265,595.00 263,402.00 260,906.00 258,036.00 254,700.00 250,770.00 286,345.00 283,893.00 281,153.00 278,026.00 274,418.00 270,208.00 329,770.00 326,825.00 323,504.00 319,702.00 315,352.00 310,247.00 391,170.00 387,654.00 383,684.00 379,168.00 373,961.00 367,954.00 126,789.00 125,778.00 124,369.00 123,341.00 121,848.00 120,114.00 238,967.00 236,469.00 233,744.00 230,670.00
1,320.00 1,200.00 1,080.00 960.00 840.00 720.00 1,600.00 1,450.00 1,310.00 1,170.00 1,020.00 880.00 1,460.00 1,310.00 1,180.00 1,050.00 910.00 780.00 1,570.00 1,430.00 1,290.00 1,140.00 1,000.00 860.00 1,710.00 1,560.00 1,410.00 1,260.00 1,110.00 955.00 2,000.00 1,825.00 1,650.00 14,700.00 1,290.00 1,115.00 1,240.00 1,130.00 1,020.00 900.00 785.00 670.00 1,200.00 1,080.00 960.00 840.00
1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342
TIPO DE VEHICULO NOMBRE P HS-20 7,258.00 HS-20+20% 7,258.00 HL-93 14,785.90 0.00 0.00 0.00
227,233.00 223,325.00 391,723.00 388,307.00 384,501.00 380,168.00 375,186.00 369,471.00 456,805.00 452,799.00 448,301.00 443,186.00 437,382.00 430,693.00 526,504.00 522,165.00 517,307.00 511,898.00 505,806.00 498,919.00
720.00 600.00 1,985.00 1,810.00 1,630.00 1,450.00 1,280.00 1,100.00 2,200.00 1,990.00 1,790.00 1,585.00 1,380.00 1,180.00 2,450.00 2,250.00 2,000.00 1,750.00 1,550.00 1,350.00
1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044 1.790 1.641 1.492 1.342 1.193 1.044
TIPO DE AMBIENTE NOMBRE NO AGRESIVO AGRESIVOS SIN ACERO DE REFUERZO
TIPO DE CONCRETO MCV 0.00 0.00 0.00 0.00 0.00 0.00
NOMBRE PRETENSADO POSTENSADO
MCV 0.00 0.00 0.00 0.00 0.00 0.00
TIPO DE PUENTE NOMBRE TABLERO SUPERIOR TABLERO INFERIOR TABLERO INTERMEDIO
SEP ENTRE VIGAS 0.00 0.00 0.00 0.00 0.00 0.00
Ing. Manuel V. Guía L. C.I.V 190.890 CALCULO DEL APARATO DE APOYO (NEOPRENE) DATOS DEL PUENTE Longitud de Viga (Lv) [m] Coeficiente Sismico
29.94 0.20
DATOS DEL MATERIAL DEL NEOPRENE Fc del Apoyo [Kg/cm2]= 56.00 G del Apoyo [Kg/cm2]= 10.00 Δtem [ ͦC]= 15.00
SOLICITACIONES POR CARGA MUERTA CM [Kgf] 57,536.05 SCP[Kgf] 6,024.12 Asfalto [Kgf] 5,624.46 SOLICITACIONES POR CARGA VIVA CV[Kgf] 33,358.37 DIMENSIONES DEL APOYO Ancho (a) [cm] Espesor Requerido (er) [cm] Espesor de Diseño ( e) [cm] Longitud del Apoyo (br1)[cm] Longitud del Apoyo (br2)[cm] Longitud del Apoyo (bmi)[cm] Longitud del Apoyo de diseño (b)[cm]
35.00 2.40 2.5 52.32 56.48 7.50 60.00
e=
2.5
a=
35.00
OK
OK b=
60.00
SOLICITACIONES EN EL APOYO Esfuerzo de Compresión (fc) [Kg/cm2] Factor de Forma (FF) Alargamiento por Temperatura (Al) Esfuerzo Tangencial (Fh) alargamiento por Sismo (AIS)
48.83 4.42 0.64 3.29 0.82
fc<=Fc del Apoyo--"OK" OK AI>0,50*e OK OK Fh>0,50*G AIs>0,50*e OK
FF>=3--Deformación <15% OK
Ing. Manuel V. Guía L. C.I.V 190.890 CALCULO DEL BLOQUE DE CORTE EN VIGAS DATOS GENERALES Sismo en X(SX) [Kgf]= Predimensionado del bloque
42,240.00 a [cm]= 50.00 l[cm]= 34.00 h[cm]= 34.00
Ing. Manuel V. Guía L. C.I.V 190.890 CALCULO DEL BLOQUE DE CORTE EN VIGAS DATOS GENERALES Sismo en X(SX) [Kgf]=
42,240.00 a [cm]= 50.00 l[cm]= 34.00 h[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 Modulo de Reacción Unitario Kh,1 (Kgf/cm3) 2.04 0,00-2,00 4.08 2,00-14,00 4.59 14,00-30,00 MODULO 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)
Prof (m) 1.00 2.00
Descripción
Kh,1 (t/m3) 2040.00 2040.00
B(m) 1.30 1.30
Ks,h (t/m3) 318.95 318.95
Constante del Resorte (t/m) 320.28 320.28
Modulo de Reacción Unitario Kh,2 (t/m3) 2040.00 4080.00 4590.00
Ing. Manuel V. Guía L. C.I.V 190.890 CALCULO DE LAS CONSTANTES DEL RESORTE PERFIL DEL SUELO Modulo de Reacción Unitario Kh,1 (Kgf/cm3) 2.04 0,00-2,00 4.08 2,00-14,00 4.59 14,00-30,00 MODULO 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)
Prof (m) 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 26.00 27.00 28.00 29.00 30.00
Descripción
Kh,1 (t/m3) 2040.00 2040.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4080.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00 4590.00
B(m) 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30
Ks,h (t/m3) 318.95 318.95 637.90 637.90 637.90 637.90 637.90 637.90 637.90 637.90 637.90 637.90 637.90 637.90 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64 717.64
Constante del Resorte (t/m) 320.28 320.28 639.23 639.23 639.23 639.23 639.23 639.23 639.23 639.23 639.23 639.23 639.23 639.23 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97 718.97
Modulo de Reacción Unitario Kh,2 (t/m3) 2040.00 4080.00 4590.00
