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Obtaining accurate pressure measurements in a stored granular medium
57A 931429 Causes of morphological changes at the water edges of OravaReservoir in Slovakia Horsky, O Proc 6th International Congress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 I/4, P2859-2868. Publ Rotterdam." A A Balkema, 1990 Orava reservoir has an area greater than 35 sq km and over 90km of shoreline. The immersed Orava basin is mainly composed of neogenic clayey sedimentary rocks (claystones and sandstones) over paleogenic flysch. The neogenic rocks have been slaked by reservoir water and abraded by wave action. This, combined with the effects of severe winter weather and fluctuating reservoir level, has led to many cases of slope instability and failure and severe shoreline retreat. Remedial measures of slope toe reinforcement and drainage have been required to ensure stability. 931430 Applications of rock mass monitoring for stability assessment of pit slope failure Ryan, T M; Call, R D Proc 33rd US Symposium on Rock Mechanics, Santa Fe, 3-5 dune 1992 P221-229. Publ Rotterdam: A ,4 Balkema, 1992 Displacement records for 14 pit slope failures have been examined and 3 are described in detail. The reliability of current empirical displacement models is tested. In all cases, rigorous engineering stability analysis and extensive surveying are prerequisite for predicting displacements. A wide range of displacement magnitudes, durations, and velocities was seen, but in all cases the time between a displacement velocity of 50mm/day being reached and failure was at least 48 hours. Acceleration is a better indicator of failure proximity in the final 48 hours than is absolute velocity.
Earth retaining structures See also." 931268 931431 Obtaining accurate pressure measurements in a stored granular medium Jarrett, N D; Brown, C J; Moore, D B Can Geotech J V29, N2, April 1992, P217-224 Work carried out under carefully controlled conditions at the BRE to develop a reliable technique to measure the pressures imposed by a silo on the stored material is described. A perspex model chamber was used to develop a repeatable placement method, then full scale tests, each repeated 5 times, were performed. Askegaard pressure cells were installed at the interface with the wall and within the stored material. Pressures measured by wall and embedded cells were compared to obtain calibration factors, then overall vertical equilibrium of the model was checked and found to be within the bounds of experimental error. 931432 Limiting equilibrium, closed-form elastic, and numerical plastic analyses of stability of earth wall reinforced with grouted rebar nails and cable anchors Kirsten, H A D Can Geoteeh J V29, 3[2, April 1992, P289-298 An earth wall in sandy colluvium with variable clay content, reinforced with soil nails and anchors, failed in one section during construction. The construction methods and procedures adopted were determined on the basis of empirical performance criteria and design considerations. Original design
was based on limit equilibrium principles. Because of the failure, closed form elastic and numerical plastic (FLAC) analyses were carried out to evaluate the original procedures. Results are presented and compared. Recommendations are made concerning design of similar projects. 931433 Application of empirical performance criteria and limiting equilibrium principles in design of an earth wall reinforced with grouted rebar nails and cable anchors Kirsten, H A D; Dell, A G Can Geotech d V29, N2, April 1992, P299-308 Soil nailing was used to support cut faces of an excavation in colluvium. Layout design and construction methods and procedures were based on those used in other successful applications of the reinforcement technique. Design was based on limit equilibrium principles, considering two loading conditions, active and passive pressures net of cohesion of the retained mass. The monolith is free standing in the short term, propped in the long term. Lower sections of the front surface and the toe in the base are found to be marginally overstressed in the short term-active loading case. Factors of safety for long term loading and stability against deep seated circular failure are suitably in excess of unity. 931434 Analysis of excavation in an elasto-plastic soil involving drawdown of the water table Hsi, J P; Small, J C Comput Geotech V13, N1, 1992, P1-19 When excavating below the water table, soil movement may have two main causes: stress relief and, if water flows into the excavation, lowering of the water table. A fully coupled solution is presented to the groundwater flow-soil deformation problem. A Cam Clay soil model is used. The problems of determining the equivalent tractions to be removed from the finite element mesh when simulating excavation and of delineating the water table are discussed. An example of a 20m deep supported excavation carried out in 5 stages is illustrated, with pore pressure contours, flow velocity vectors, and stresses at the end of the excavation shown. 931435 Application of FEM and panel element theory to reinforced earth retaining structures (In German) Bilz, P; Omran, M Geoteehnik V15, NI, 1992, P12-17 Behaviour of a reinforced earth retaining wall, with and without ground surface loading, has been analysed. The finite element method was used to evaluate distribution of tensile forces in the reinforcement (80mm wide strips or continuous mats) and horizontal and vertical displacements. Earth pressures behind the rigid facing elements were estimated on the basis of panel element theory. 931436 Total stress analysis of cantilever sheet#ling in layered clay DeNatale, J S; Ibarra-Encimas, G A J Geotech Engng Div ASCE VlI8, N7, July 1992, P10641082 A closed form solution has been derived for total stress analysis of cantilever sheetpiling in inhomogeneous foundation soil profiles. The governing equations for multiple foundation strata are similar to those for a single foundation layer. The computer program SPILE has been written to solve the generalized equations for required penetration depth and bending
© 1993 Pergamon Press Ltd. Reproduction not permitted
Earth retaining structures See also." 931268 931431 Obtaining accurate pressure measurements in a stored granular medium Jarrett, N D; Brown, C J; Moore, D B Can Geotech J V29, N2, April 1992, P217-224 Work carried out under carefully controlled conditions at the BRE to develop a reliable technique to measure the pressures imposed by a silo on the stored material is described. A perspex model chamber was used to develop a repeatable placement method, then full scale tests, each repeated 5 times, were performed. Askegaard pressure cells were installed at the interface with the wall and within the stored material. Pressures measured by wall and embedded cells were compared to obtain calibration factors, then overall vertical equilibrium of the model was checked and found to be within the bounds of experimental error. 931432 Limiting equilibrium, closed-form elastic, and numerical plastic analyses of stability of earth wall reinforced with grouted rebar nails and cable anchors Kirsten, H A D Can Geoteeh J V29, 3[2, April 1992, P289-298 An earth wall in sandy colluvium with variable clay content, reinforced with soil nails and anchors, failed in one section during construction. The construction methods and procedures adopted were determined on the basis of empirical performance criteria and design considerations. Original design
was based on limit equilibrium principles. Because of the failure, closed form elastic and numerical plastic (FLAC) analyses were carried out to evaluate the original procedures. Results are presented and compared. Recommendations are made concerning design of similar projects. 931433 Application of empirical performance criteria and limiting equilibrium principles in design of an earth wall reinforced with grouted rebar nails and cable anchors Kirsten, H A D; Dell, A G Can Geotech d V29, N2, April 1992, P299-308 Soil nailing was used to support cut faces of an excavation in colluvium. Layout design and construction methods and procedures were based on those used in other successful applications of the reinforcement technique. Design was based on limit equilibrium principles, considering two loading conditions, active and passive pressures net of cohesion of the retained mass. The monolith is free standing in the short term, propped in the long term. Lower sections of the front surface and the toe in the base are found to be marginally overstressed in the short term-active loading case. Factors of safety for long term loading and stability against deep seated circular failure are suitably in excess of unity. 931434 Analysis of excavation in an elasto-plastic soil involving drawdown of the water table Hsi, J P; Small, J C Comput Geotech V13, N1, 1992, P1-19 When excavating below the water table, soil movement may have two main causes: stress relief and, if water flows into the excavation, lowering of the water table. A fully coupled solution is presented to the groundwater flow-soil deformation problem. A Cam Clay soil model is used. The problems of determining the equivalent tractions to be removed from the finite element mesh when simulating excavation and of delineating the water table are discussed. An example of a 20m deep supported excavation carried out in 5 stages is illustrated, with pore pressure contours, flow velocity vectors, and stresses at the end of the excavation shown. 931435 Application of FEM and panel element theory to reinforced earth retaining structures (In German) Bilz, P; Omran, M Geoteehnik V15, NI, 1992, P12-17 Behaviour of a reinforced earth retaining wall, with and without ground surface loading, has been analysed. The finite element method was used to evaluate distribution of tensile forces in the reinforcement (80mm wide strips or continuous mats) and horizontal and vertical displacements. Earth pressures behind the rigid facing elements were estimated on the basis of panel element theory. 931436 Total stress analysis of cantilever sheet#ling in layered clay DeNatale, J S; Ibarra-Encimas, G A J Geotech Engng Div ASCE VlI8, N7, July 1992, P10641082 A closed form solution has been derived for total stress analysis of cantilever sheetpiling in inhomogeneous foundation soil profiles. The governing equations for multiple foundation strata are similar to those for a single foundation layer. The computer program SPILE has been written to solve the generalized equations for required penetration depth and bending
© 1993 Pergamon Press Ltd. Reproduction not permitted