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Geosynthetic Reinforced High Railway Embankment: Design & Monitoring

Presentation on design and monitoring of geosynthetic reinforced high railway embankment at the 3rd European Conference on Geosynthetics. Discusses geological conditions, requirements of Slovak Railways, FEM model, settlement versus time, and geosynthetic materials used. Includes data on pore water pressures, subsurface settlement, and compression of soft soil.

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Geosynthetic Reinforced High Railway Embankment: Design & Monitoring

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  1. EUROGEO 3 , Munich 2004 3rd European Conference on Geosynthetics Geosynthetic reinforced high railway embankment: Design & monitoringMatys M., Turinič L., Baslik R. Presented Ing.Turinič

  2. Situation plan II. Bratislava I. Trnava III.. 3rd European Conference on Geosynthetics

  3. Geologicalconditions • Quaternary (upper part) – loam, clay, sandy clays,clay with ogranic matter , konsistency stiff to slurry, middle and high plasticity • Neogene – calcareus and sandy clays, high plasticity clays with layers of sand • Water table : 0.5 to1.5m under terrain 3rd European Conference on Geosynthetics

  4. Requirements of Slovak Railways • Minimize a total settlement and differencial settlement in cross direction • Solve transient zone between embankment and bridge • After finishing a viaduct the transportation will start without any limitations 3rd European Conference on Geosynthetics

  5. 3rd European Conference on Geosynthetics

  6. FEMmodel 3rd European Conference on Geosynthetics

  7. Settlement versus time Construction without filling breaks led to the collapse of embankment. 3rd European Conference on Geosynthetics

  8. Excess of pore pressure versus time of construction 3rd European Conference on Geosynthetics

  9. Geosynthetic materials 10.4m Stiff uniaxial geogrid 40 and 55 kN/m 8 – 11 m Vertical prefabricated drains: Width 100mm, Thickness 3 mm PP filter, Tensile strength 2.2kN Discharge capacity buckled 50.10--6 m3/s Geocell mattrace : Uniaxial stiff geogrid 80 kN/m Biaxial geogrid 30 kN/m 3rd European Conference on Geosynthetics

  10. 3rd European Conference on Geosynthetics

  11. 3rd European Conference on Geosynthetics

  12. Instrumented section No. 4 3rd European Conference on Geosynthetics

  13. IS-1 Pore water pressures 80 piezometer, 10 m -11,0 kPa 50 pore pressure (kPa) piezometer, 5 m - 9,7 kPa piezometer, 3 m 10 - 9,5 kPa date (2003 year) 3rd European Conference on Geosynthetics

  14. IS-4 Subsurface settlement maximum compression soft soil depth (m) 3rd European Conference on Geosynthetics compression (mm/m)

  15. IS-4 settlement (mm) Dec. 2, 2003 3rd European Conference on Geosynthetics

  16. Thank you for your attention. Turinič L.

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