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Compaction of alluvial sands by deep blasting
246A Prefabricated fin drains were developed in the late sixties. Examples of these are the Trammel system and the Filtram system. Fin drains may be adapted to have 3 applications: french drain, wall drain and cut-off drain.
846375
Dynamic consolidation eases settlement problem Civ Engng, London Feb 1984. P35-36
See a~o." 846327
Dynamic consolidation for ground treatment is particularly suited to large areas, for example, sites previously used as tips. Two examples of this are described: the M4,M25 Interchange near Heathrow Airport, UK, and the Grangetown link of the Cardiff Peripheral Distributor Road ~PDR). Wales.
846371
846376
Soil stabilisation
Hydraulic stabilization of earth structures Mitchell, R J; Madsen, J D; Crawford, T W Can Geotech J V21, NI. Feb 1984. P116-124 Numerical methods of evaluating the effects of vacuum well stabilization of soil masses have been programmed and applied to the problems of pretreatment of soft clay foundations and of temporary stabilization of rotational landslides during high groundwater periods. Both applications indicate that vacuum methods are effective. 846372
New method of soil stabilisation Mercer, B; Andrawes, K Z; McGown, A; Hytiris. N Civ Engng, London May 1984, P41-47,54 A new method ofsoil stabilisation has been developed which involves mixing into the soil molecularly oriented mesh elements in the form of squares, rectangles or ribbons. Laboratory compaction, CBR, triaxiai and model footing tests were performed to identify the important properties of the mesh and the effect of mesh element content on the behaviour of the stabilised soil. Results indicate that the basic mechanism of interaction is that each mesh interlocks with adjacent soil particles to form an aggregation and these aggregations are locked together by the surrounding mesh to form a coherent matrix with improved stressresistant properties and increased ductility. 846373 So ample - so French Latham, J D Civ Engng, London April 1984, P19-21 A new method.of granular soil stabilisation has been developed by the Laboratoire Central des Ponts et Chaussees. It is called Texsoi and involves the addition of continuous thread, blended into the soil as it is placed.
Soil c o m p a c t i o n
Vibroflotation: treating weak ground Civ Engng, London April 1984. P39-41 Vibroflotation as a technique of ground treatment has been used since the 1930s. 'Wet' and 'dry" methods are available: in the "dry" method the water jets are replaced with compressed air. The most significant development in the technique has been vibro-replacement: a bottom feed method has recently been introduced. 846377 Deep compaction with the Vibro-Wing method Broms, B B; Hansson, O Ground Engng VIT, N5. July 1984, P34-36 The Vibro-Wing method of compaction has been used at the Rostock Harbour, East Germany, to compact hydraulic fill in an extension to the harbour. The Vibro-Wing unit consists of a 15m long steel rod with a number of wings. The rod is driven into the fill using a vibratory hammer and then slowly pulled out during continued vibration. The compaction mechanism involves local liquefaction. 846378
Ground response to dynamic compaction Mayne, P W; Jones, J S; Dumas, J C J Geotech Engng Div ASCE VIIO. NGT6. June 1984. P757774 Field measurements from over 120 sites have been collected to study current practice and determine if similarities exist in the response of the ground to site improvement by dynamic compaction. Data were obtained from published reports and files. Ground conditions at these sites were quite diverse, including natural sands, hydraulic fills, rubble, clay fills, and miscellaneous materials. General trends are presented which show that crater depths, ground vibrations, and the depth of influence increase with the energy per blow. The magnitude of induced subsidence, static cone resistance, standard penetration resistance, pressuremeter modulus, and limit pressure tend to increase with the applied energy per unit area. Auth. 86 refs.
846374
Compaction of alluvial sands by deep blasting Solymar, Z V Can Geotech J V21, N2, May 1984, P305-321 The main dam of the Jebba Hydroelectric Project, Nigeria, is a 42m high zoned rockfill embankment founded partially on river alluvium up to 70m in depth and comprising fine- to medium- to coarse-grained, quartzitic sands. Design requirements indicated that densification of the loose to medium dense portion of the sands was necessary. The top 25m of alluvium was densified by vibro-compaction, and below this level to a depth of 40m the alluvium was densified by blasting. A test programme related to the blasting preceded production work. Results show increases in cone penetration resistance in loose sand layers several months after blasting.
Site Investigation and Field Observation 846379 Comlderatiens for bench mark subsidence monitoring Paris, W C; Berry, R M Bull Assoc E n g q Geol V21, N2, May 1984. P207-213 Subsidence monitoring programmes using bench marks are often used in areas with a potential for subsidence. The bench marks should be designed to be stable and free from environmental effects or manmade activities. Once the degree of accuracy required has been established, detailed specifications must be prepared. To quantify the presumed random errors, adjustments must be made using the least squares method.
846375
Dynamic consolidation eases settlement problem Civ Engng, London Feb 1984. P35-36
See a~o." 846327
Dynamic consolidation for ground treatment is particularly suited to large areas, for example, sites previously used as tips. Two examples of this are described: the M4,M25 Interchange near Heathrow Airport, UK, and the Grangetown link of the Cardiff Peripheral Distributor Road ~PDR). Wales.
846371
846376
Soil stabilisation
Hydraulic stabilization of earth structures Mitchell, R J; Madsen, J D; Crawford, T W Can Geotech J V21, NI. Feb 1984. P116-124 Numerical methods of evaluating the effects of vacuum well stabilization of soil masses have been programmed and applied to the problems of pretreatment of soft clay foundations and of temporary stabilization of rotational landslides during high groundwater periods. Both applications indicate that vacuum methods are effective. 846372
New method of soil stabilisation Mercer, B; Andrawes, K Z; McGown, A; Hytiris. N Civ Engng, London May 1984, P41-47,54 A new method ofsoil stabilisation has been developed which involves mixing into the soil molecularly oriented mesh elements in the form of squares, rectangles or ribbons. Laboratory compaction, CBR, triaxiai and model footing tests were performed to identify the important properties of the mesh and the effect of mesh element content on the behaviour of the stabilised soil. Results indicate that the basic mechanism of interaction is that each mesh interlocks with adjacent soil particles to form an aggregation and these aggregations are locked together by the surrounding mesh to form a coherent matrix with improved stressresistant properties and increased ductility. 846373 So ample - so French Latham, J D Civ Engng, London April 1984, P19-21 A new method.of granular soil stabilisation has been developed by the Laboratoire Central des Ponts et Chaussees. It is called Texsoi and involves the addition of continuous thread, blended into the soil as it is placed.
Soil c o m p a c t i o n
Vibroflotation: treating weak ground Civ Engng, London April 1984. P39-41 Vibroflotation as a technique of ground treatment has been used since the 1930s. 'Wet' and 'dry" methods are available: in the "dry" method the water jets are replaced with compressed air. The most significant development in the technique has been vibro-replacement: a bottom feed method has recently been introduced. 846377 Deep compaction with the Vibro-Wing method Broms, B B; Hansson, O Ground Engng VIT, N5. July 1984, P34-36 The Vibro-Wing method of compaction has been used at the Rostock Harbour, East Germany, to compact hydraulic fill in an extension to the harbour. The Vibro-Wing unit consists of a 15m long steel rod with a number of wings. The rod is driven into the fill using a vibratory hammer and then slowly pulled out during continued vibration. The compaction mechanism involves local liquefaction. 846378
Ground response to dynamic compaction Mayne, P W; Jones, J S; Dumas, J C J Geotech Engng Div ASCE VIIO. NGT6. June 1984. P757774 Field measurements from over 120 sites have been collected to study current practice and determine if similarities exist in the response of the ground to site improvement by dynamic compaction. Data were obtained from published reports and files. Ground conditions at these sites were quite diverse, including natural sands, hydraulic fills, rubble, clay fills, and miscellaneous materials. General trends are presented which show that crater depths, ground vibrations, and the depth of influence increase with the energy per blow. The magnitude of induced subsidence, static cone resistance, standard penetration resistance, pressuremeter modulus, and limit pressure tend to increase with the applied energy per unit area. Auth. 86 refs.
846374
Compaction of alluvial sands by deep blasting Solymar, Z V Can Geotech J V21, N2, May 1984, P305-321 The main dam of the Jebba Hydroelectric Project, Nigeria, is a 42m high zoned rockfill embankment founded partially on river alluvium up to 70m in depth and comprising fine- to medium- to coarse-grained, quartzitic sands. Design requirements indicated that densification of the loose to medium dense portion of the sands was necessary. The top 25m of alluvium was densified by vibro-compaction, and below this level to a depth of 40m the alluvium was densified by blasting. A test programme related to the blasting preceded production work. Results show increases in cone penetration resistance in loose sand layers several months after blasting.
Site Investigation and Field Observation 846379 Comlderatiens for bench mark subsidence monitoring Paris, W C; Berry, R M Bull Assoc E n g q Geol V21, N2, May 1984. P207-213 Subsidence monitoring programmes using bench marks are often used in areas with a potential for subsidence. The bench marks should be designed to be stable and free from environmental effects or manmade activities. Once the degree of accuracy required has been established, detailed specifications must be prepared. To quantify the presumed random errors, adjustments must be made using the least squares method.