E NS P.K. 14+590.00 W FIN PUENTEP.K. 14+625
Transcript of E NS P.K. 14+590.00 W FIN PUENTEP.K. 14+625
LINDEROS.BORDE DE VÍA EXISTENTE.0.10'A'AB'RIOSTRAR-2VIGA-TRIOSTRAR-3.35.10.25DRENAJEDRENAJEDRENAJEDRENAJEDRENAJE.68DRENAJEDRENAJEDRENAJEDRENAJEDRENAJE6.10.25'ARIOSTRAR-2RIOSTRAR-3.356.10.25
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APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.200.10'A'AB'RIOSTRAR-2VIGA-TRIOSTRAR-3.35.10.25DRENAJEDRENAJEDRENAJEDRENAJEDRENAJE.68DRENAJEDRENAJEDRENAJEDRENAJEDRENAJE6.10.25'ARIOSTRAR-2RIOSTRAR-3.356.10.25APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.20
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7.400.553.003.00Modo de diseño de talud en desmonteModo de diseño de talud en terraplénModo de diseño de talud en desmonteModo de diseño de talud en terraplénAPOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 MBORDILLOBORDILLO35.001.20APOYO DE NEOPRENOSOBRE PEDESTALESPILOTES PRE-EXCAVADOS ENCONCRETO REFORZADO ∅=120 M1.201.74COTA RODADURA DEL PUENTE:125.5 M
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VÍA TERCIARIATIPO DE TERRENO: PLANOVELOCIDAD DE DISEÑO: 40 KM/HSECCIÓN DE LA CALZADA 7.4 MRADIO MÍNIMO: 43 MBOMBEO: 2%COEFICIENTE LATERAL:0.23PERALTE MÁXIMOS:4%TANG VERTICAL LONG MINIMA:80 MK MINIMO CONVEXO: 4K MINIMO CONCAVO:.9LONG MINIMA CURVA VERTICAL :24 MDISTANCIA DE PARADA MINIMA: 50
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CONVENCIONESVIA PROYECTADAVIA EXISTENTEANCHO DE ZONA
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0.15000.55003.00003.00000.55000.15003.003.003.003.003.603.603.603.003.003.003.603.003.603.603.603.713.493.413.603.793.003.003.003.003.413.603.793.003.003.003.003.413.603.793.603.663.543.003.003.003.003.003.003.603.603.603.003.003.003.003.603.473.733.003.003.603.383.823.003.003.383.603.823.003.003.003.003.383.823.603.003.003.003.003.603.513.693.003.003.600.590.453.510.483.003.000.971.160.190.603.003.003.603.003.603.003.603.003.003.003.003.603.603.603.603.003.003.003.003.603.603.003.003.003.003.653.603.553.743.603.463.003.003.623.583.003.003.603.603.003.003.603.603.003.003.003.003.603.603.003.003.003.003.603.603.603.003.003.603.543.663.003.003.693.003.003.603.513.693.603.513.003.003.003.003.003.003.003.603.003.003.603.003.603.653.603.553.003.003.003.003.603.603.60versión 24-04-2020
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ESTRIBO 1 DER.
118119120121122123124125126127118119120121122123124125126127
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ESTRIBO 1 IZQ.
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ESTRIBO 2 DER.
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ESTRIBO 2 IZQ.6.08475.16684.48833.80983.13122.53595.77225.44974.91894.38813.83703.93602.98112.58066.11835.50875.14654.64784.16343.64373.11792.59365.90595.34944.91914.41963.86573.34432.86162.3789118120122124126ALETA 1 long 6.70m118120122124126ALETA 2 long 6.90118120122124126ALETA 3 long 7.0m118120122124126ALETA 4 7.0 m1166.801164.306.806.706.721161166.99226.804.306.806.904.304.306.905.83LA ZAPATA ES TRAPEZOIDAL DE ACUERDO A DIMENSIONES DE DISEÑO GEOTECNICO7.65007.65004.30730.65001.45002.4500VISTA GENERAL EN PLANTAESC 1:250112436785151416131291110171819201724232221INICIO PUENTEP.K. 7+197.23INICIO PUENTEP.K. 7+197.23INICIO PUENTEP.K. 14+590.00INICIO PUENTEP.K. 14+590.00FIN PUENTEP.K. 14+625.00FIN PUENTEP.K. 14+625.00
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. 1
4
+
6
2
5
.0
0
F
IN
P
U
E
N
T
E
P
.K
. 1
4
+
6
2
5
.0
0
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
ABSCISADO
COTA NEGRA
COTA ROJA
K14+580 K14+585 K14+590 K14+595 K14+600 K14+605 K14+610 K14+615 K14+620 K14+625 K14+630 K14+635
119.082 119.122 119.171 119.001 118.773 118.685 118.865 119.040 119.199 119.450 119.640 119.737
119.082 119.122 119.171 119.001 118.773 118.685 118.865 119.040 119.199 119.450 119.640 119.737
STA:14+606.81
ELEV:123.24
STA:14+590.62
ELEV:121.95
STA:14+624.82
ELEV:125.25
Definición del sistema de referencia - Coordinate System
PLANO DE LOCALIZACIÓN DEL
PUENTE DE LA QUEBRADA
URALES
CONSORCIO TERRITORIAL 2019
AGENCIA DE RENOVACIÓN DEL TERRITORIO
Proyecto :
Construcción de puente vehícular sobre la quebrada
urales en la vía que conduce del municipio de tarazá a
el corregimiento el guaimaro, departamento de
antioquia.
Diseñó: LUIS VIDES
Ing. Civil MP:
Revisó: JOSÉ J. LARA R.
Ing. Civil MP:
Firma:
Revisó:
Nombre:
Cargo:
Firma:
Proyecto No.
305790302646
Fecha:
/12/2019
Escala:
INDICADA
Plano:
LOC
1/2
NOTAS GENERALES
1. Las dimensiones mostradas están dadas en
metros, excepto cuando se indique otra
unidad.
2. Recubrimiento del acero de refuerzo
externo = 0.075 m interno= 0.05m
3. Norma de diseño y Especificaciones
- Norma Colombiana de Diseño de
Puentes-LRFD-CCP-14
- Normas de ensayo de materiales para carreteras. I.
Versión 2013
- Especificaciones Generales de construcción para
carreteras- INVIAS Versión 2013.
4. Método de diseño
- Las disposiciones de diseño para los muros,
siguieron el Método con Factores de Carga y
Resistencia-LRFD.
5. Cargas de diseño
- Peso específico del hormigón: 24 kN/m3
6. Materiales
- Resistencia a la compresión del concreto: f'c= 21
MPa
- Resistencia a la compresión concreto simple para
solados: f'c= 14 MPa
- Esfuerzo de fluencia del acero de refuerzo: fy=
420MPa
Material de relleno:
- Relleno material filtrante: Especificaciones Generales
de Construcción de carreteras Artículo 610.2.4
- Geotextil: NT Parámetros geotécnicos utilizados en
el dimensionamiento de los box culvert
Material de relleno:
- Relleno material filtrante: Especificaciones Generales
de Construcción de carreteras Artículo 610.2.4
- Geotextil NT
Parámetros geotécnicos utilizados en el dimensionamiento
de los box culvert
Suelo de fundación:
- Capacidad de carga admisible del suelo de
fundación mayor = 13.0 tonf/m2
Parámetros sísmicos:
- Coeficiente de aceleración pico del suelo: Aa <=
0,30
Nota: En el caso de presentarse una diferencia en los
parámetros geotécnicos y sísmicos. La estructura
requiere de un nuevo diseño.
Definición del sistema de referencia - Coordinate System
N S
EW
846420.000
846465.000846480.000
13
28
83
5.0
00
CONVENCIONES
PUENTE PROYECTADO
DE 35 M
TERRENO NATURAL
IZQUIERDA A 2.5 M DEL EJE
VIA PROYECTADA
TERRENO NATURAL
TERRENO NATURAL
DERECHA A 2.5 M DEL EJE
EJE VIA DE DISEÑO
.10
.17