9423O4 Finite element analysis of slopes with layer reinforcement Ebeling, R M; Peters, J F; Mosher, R L Proc Conference Stability and Performance of Slopes and Embankments !!, Berkeley, 29 Jtme-I July 1992 V2, P14271443. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31)
942307 Detachment surface of the 1965 Hope Slide, British Columbia, Canada von Sacken, R S; Savigny, K W; Evans, S G Proc 6th lntertmtional Symposium on Lamblides, Christchurch, 10-14 February 1992 VI, P249-254. Publ Rotterdam: A A Balkema, 1992
A new reinforcement model has been developed for use in nonlinear finite element analyses of reinforced earth structures. It is illustrated within the code SOILSTRUCT. The layout of the mesh is independent of the number of reinforcement layers. The embedment procedure eliminates the restriction that reinforcement must be placed along element boundaries thus allowing a coarser mesh and improving computational efficiency. Application to design of a reinforced soil berm adjacent to a navigation lock is illustrated.
The 1965 Hope Slide involved almost 50M cubic metres of rock sliding down the southwestern side of Johnson Peak in the Cascade Mountains. Re-evaluation of the slide has included, for the first time, study of discontinuity patterns on the failure surface. Complex geological control was found. Detailed mapping and stereonet analysis shows the detachment surface is governed by multiple discontinuities of different orientation, involving two joint sets and lithotectonic contacts.
942305 Design of anchored geosynthetic systems for slope stabilisation Hryciw, R D; Haji-Ahmad, K Proc Conference Stability and Performance of Slopes and Embankments !!, Berkeley, 29 June-I July 1992 V2, P14641480. Publ New York." ASCE, 1992 (ASCE Special Geotechnical Publication No 31) Anchored geosynthetic systems can be used to stabilise hazardous slopes against shallow failures. Design procedures for such reinforcement are presented. Design charts are given to help optimise choice of anchor length, spacing, and orientation to achieve desired stability. Final selection of design parameters takes into account fabric strength, stress distribution, erosion susceptibility, stratigraphy, and construction details. Example problems illustrate the methodology.
Soil compaction See: 942354
Surface Structures Geological factors of importance in surface structures 942306 Site investigation for the construction of a railway tunnel in poorly cemented 'Glimmersandstein' under high in-situ pore pressure Thut, A; Naterop, D; Gysel, M; Ouwehand, P J Proc 3rd International Symposium on Field Measurements in Geomec&mics, Oslo, 9-11 September 1991 V2, P845-860. Publ Rotterdam: A A Balkema, 1991 A 2.5km section of the 8.2km long Brutten railway tunnel in Switzerland will cut through poorly cemented Glimmersandstein (micaceous dolomitic sandstone) under very high pore pressure. Once this rock was found during initial drilling, extensive site investigation was carried out. 50 boreholes and an exploratory shaft and gallery have been sunk and long term pumping, grouting, and jet grouting trials and material characterisation carried out. The sandstone shows low hydraulic conductivity and under drained conditions the tunnel face should be stable.
942308 Engineering characteristics of the pinnacled surface of the Ketona dolomite in the Birmingham Valley of Alabama Cooley, T L Proc 4tk Multidisciplinary Conference on Sinkholes and the Engineering and Environmental Impacts of Karst, Panama City, Florida, 25-27 January 1993 P207-213. Publ Rotterdam: A A Balkema, 1993 Information gathered over a 10 year period on the geotechnical and hydrological features of the Birmingham Valley is presented. The upper surface of the rock shows broad scale variations mostly parallelling strike of rock layers, and local pinnacles separated by deep cutters. Cuestra type pinnacles may from where joints are very widely spaced. The typical relief for foundation purposes is 3-6m. The interiors of the pinnacles are intact and strong, although the top (up to 3m) may be disaggregated. Groundwater flow is strongly influenced by the rock topography and the infillings. Foundation conditions are variable.
942309 Logan Martin dam deep grouting program: hydrogeologic framework in folded and faulted Appalachian karst Redwine, J C Proc 4th Mnltidisciplinary Conference on Sinkholes and the Engineering and Environmental Impacts of Karst, Panama City, Florida, 25-27 January 1993 P243-254. Publ Rotterdam: A A Balkema, 1993 A program of grouting to depths of about 150m beneath the site has been carried out to minimise loss of water from the Logan Martin dam through the underlying aquifer system. The leakage lowers the hydroelectric capability of the dam and may affect stability. Because of ongoing investigations since the 1950s, a large, high quality database for the site is available. Geological controls on water loss are discussed. Deep seated permeability resulting from tensional opening is indicated, at a depth range 100-150m.
Base courses and pavements 942310 Ballast testing research for quarries serving Southern Pacific lines Mceker, L E; Warnock, D H Proc 29th Symposhun on Engineering Geology and Geotedmical Engineering, Reno, 22-24 March 1993 P169-179. Publ Reno: University of Nevada, 1993 Operating and maintenance costs of railway tracks include contributions relating to track ballast. Material quality, processing costs, and transport to site costs must all be taken