A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Mohicanville Reinforced Dike Number 2 Design Memorandum
A 24-ft high, 1,000-ft long reinforced embankment was successfully constructed on a very soft foundation that consisted of about 16 ft of peat and about 60 ft of soft clay. Prior to construction, a 1,200-ft long, 3-ft deep geomembrane and bentonite slurry trench was designed and constructed to control underseepage beneath the embankment. The embankment, which was a saddle dike for a flood control reservoir, was constructed with slopes of 1V to 3H with a clayey sand gravel fill material. Conventional limit equilibrium and finite element analyses were conducted prior to construction to determine necessary embankment tensile reinforcement to prevent a potential failure. Several analyses were conducted where woven polyester and kevlar geotextiles were favorably considered, but in the final analysis, a steel wire mesh was selected because of the very high modulus of the steel and the very low embankment movements allowed in the design. It was determined that varying the reinforcement modulus from low to high values significantly reduced the horizontal and vertical displacements of the embankment. More importantly, the high modulus was needed to ensure that the full working load would be developed in the reinforcement before mobilization of the foundation shear resistance. Loads measured in the steel wire mesh, pore pressure, and settlement measurements in the embankment and foundations were within the values predicted during the design. Successful completion of the embankment to design height would not have been possible without the use of reinforcement.
Mohicanville Reinforced Dike Number 2 Design Memorandum
A 24-ft high, 1,000-ft long reinforced embankment was successfully constructed on a very soft foundation that consisted of about 16 ft of peat and about 60 ft of soft clay. Prior to construction, a 1,200-ft long, 3-ft deep geomembrane and bentonite slurry trench was designed and constructed to control underseepage beneath the embankment. The embankment, which was a saddle dike for a flood control reservoir, was constructed with slopes of 1V to 3H with a clayey sand gravel fill material. Conventional limit equilibrium and finite element analyses were conducted prior to construction to determine necessary embankment tensile reinforcement to prevent a potential failure. Several analyses were conducted where woven polyester and kevlar geotextiles were favorably considered, but in the final analysis, a steel wire mesh was selected because of the very high modulus of the steel and the very low embankment movements allowed in the design. It was determined that varying the reinforcement modulus from low to high values significantly reduced the horizontal and vertical displacements of the embankment. More importantly, the high modulus was needed to ensure that the full working load would be developed in the reinforcement before mobilization of the foundation shear resistance. Loads measured in the steel wire mesh, pore pressure, and settlement measurements in the embankment and foundations were within the values predicted during the design. Successful completion of the embankment to design height would not have been possible without the use of reinforcement.
Mohicanville Reinforced Dike Number 2 Design Memorandum
J. Fowler (author) / R. E. Leach (author) / J. F. Peters (author) / R. C. Horz (author)
1986
190 pages
Report
No indication
English
Future Dike Design - New approaches to dike design in the Netherlands
| Online Contents | 2014