by Dept. of the Army, Waterways Experiment Station, Corps of Engineers, Available from National Technical Information Service in Vicksburg, Miss, [Springfield, Va .
Written in English
|Statement||by Richard H. Ledbetter.|
|Series||Technical report -- REMR-GT-2., Technical report (U.S. Army Engineer Waterways Experiment Station) -- REMR-GT-2.|
|Contributions||U.S. Army Engineer Waterways Experiment Station., United States. Army. Corps of Engineers.|
|The Physical Object|
|Pagination||51 p. :|
|Number of Pages||51|
Improvement of liquefiable foundation conditions beneath existing structures / By R. (Richard) Ledbetter, United States. Army. Corps of Engineers. and U.S. Army Engineer Waterways Experiment Station. Abstract "August "Distributed to depository libraries in head of title: Repair, Evaluation, Maintenance, and Rehabilitation. - Specific requirements for design and level of ground improvement needed if shallow foundations are to be used - Specific requirements for deep foundations at liquefiable sites. Febru 3 BSSC Colloquium: Seismic Design Technology for New BuildingsFile Size: 1MB. Overall, the results point to the importance of considering even slight variations in surface slope, liquefiable layer thickness, as well as seismic soil-foundation-structure interaction when. front. Improvement of potentially liquefiable soil beneath and sur-rounding structures is currently feasible. Using empirical design methods, the construction of stone columns on relatively close cen-ters provides increased resistance to lateral loading from earth-quake waves and increases vertical drainage by reducing the radial.
The non-liquefiable crust can be sometimes artificially created by ground improvement. However, there are a limited number of researches on the beneficial effect of a non-liquefiable soil layer beneath shallow foundations for the reduction of liquefaction induced foundation settlements and the prevention of bearing capacity failure. Liquefaction of foundation soils imposes geotechnical hazards primarily in the form of loss of bearing capacity and permanent ground deformations. Foundations in liquefiable soils need to be designed to withstand these hazards, or ground improvement measures need to be implemented to mitigate the resulting impacts. MoDulE 5: Ground ImprovEmEnt of SoIlS pronE to lIquEfactIon paGE 2 contents 5 6L reP aCement methods 24 outline 24 Site conditions suitable for replacement 24 design considerations 24 7 densIfICatIon methods 25 outline 25 Site conditions suitable for densification 26 design considerations 27 design verification Differential settlement is the term used in structural engineering for a condition in which a building's support foundation settles in an uneven fashion, often leading to structural buildings settle somewhat in the years following construction, and this natural phenomenon generally causes no problems if the settling is uniform across the building's foundation or all of its pier.
applied, structures at sites where liquefaction is anticipated must be analyzed and designed to resist the seismic loadings with nonliquefied conditions as well as a configuration that reflects the locations, extent and reduced strength of the liquefiable layers. However, the design. The ground can be improved by adapting certain ground improvement techniques. Vibro-compaction increases the density of the soil by using powerful depth vibrators. Vacuum consolidation is used for improving soft soils by using a vacuum pump. Preloading method is used to remove pore water over time. Heating is used to form a crystalline or glass [ ]. For conditions other than these, it is recommended that the cement injection mechanism should be considered as a secondary rather than primary mechanism for ground improvement in liquefiable soil. The lattice structure technique, on the other hand, was found to reduce pore pressure effectively, even in the high thickness of liquefiable soil. The side improvement is presently the most common improvement case by ordinal SCP method for seismic ground improvement of an existing embankment, where the liquefiable layer beside the embankment is improved instead of beneath the embankment (Fig. 12(b)). The valleyed improvement and V-shaped improvement cases are expected applications for the SAVE-SP method, where the .