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Modelling stability and surging in accumulation slides
189A
Hydraulic structures 933385 Seismic stability of the SnlOnr Point Wharf Jennings, D N; Thompson, G S
Proc 6tit d~trtdia-New Zealand Conference on Geomeclm~s, Christchurch, 3-7 February 1992 P519-525. Publ New Zealand: New Zealand Geomechanics Society, 1992 The major expansion of Tauranga harbour will cover an area of about 60ha and require some 600m of wharf. The wharf structure involves a concrete deck supported by driven concrete piles. Rock buttressing will be used to protect the marginal slope under the open piled wharf. The site is an area reclaimed using dredged sand. The harbour profile shows deep sands containing silt and fine gravel layers. Extensive laboratory and in situ testing was used to characterise the stability of the soils under both operating and contingency design earthquakes. The indications are that the proposed design is stable. 933386 Slope displacement from pile driving Piker, R E; Anderson, D G; Bacon, D D
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 June-1 July 1992 V1, P292309. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) Construction of a wharf at the port of Corpus Christi, Texas, involved driving large piles through very soft soils forming the channel slopes. Possible instability of the slopes due to pilinginduced pore pressure increase was foreseen. Pore pressure transducers installed in the slopes and lateral movements of the piles were monitored during construction. Critical levels of pore pressures were determined on the basis of field, laboratory, and analytical studies. Pore pressure increases were found up to 30m from the piles, but were transient and not considered dangerous in this case. Lateral pile movements over 400mm were recorded. 933387 Settlement of box caissons founded on improved ground by sand compaction pile method Moroto, N; Poorooshasb, H B
Proc International Conference on Geoteclmical Engineering for Coastal Deeelopment, GEO-COAST'91, Yoka&mm, 3-6 September 1991 P373-376. Publ Japan: Coastal Development Institute of Technology, 1991 Port and harbour facilities are often constructed using box caissons on rubble mounds, after improving the soft alluvial foundation soils by the sand compaction pile method. Settlement records are available for such structures at the port of Tsutsumi, Japan, for periods up to 1400 days. Both static settlement and that following an earthquake have been recorded. Because of the inhomogeneous nature of the soft ground involved,it is not possible to predict settlement behaviour on the basis of laboratory tests, and field data such as these are of importance. 933388 Soft and liquefiable soils and their effect on design, San Pedro Bay, California Diaz, G M; Yourman, A M Proc Intermuional Conference on Geoteeludcal Engineering for Coastal De~elopmemt, GEO-COAST'91, Yokalmma, 3-6 September 1991 1'435-440. Publ Japan: Coastal Development
fills and natural estuary deposits on and near the bottom are potentially liquefiable. Consideration of these factors has increased in the past 20 years as development of the ports has continued. The influence of soil conditions on design of past and present port structures is discussed, with particular emphasis on ground improvement and preventative measures against liquefaction.
Slopes See also: 933197, 933317, 933327, 933328, 933330, 933506 933389 Disasters due to hillside failm'e and landslide Watanabe, M In: Rock Meelumies in Japun, Volume VI Pl17-119. Publ
Tokyo: Japanese Committee for ISRM, 1991 Slope failures in Japan, triggered by climatic or seismic phenomena, have led to heavy damage and loss of life. Over 70000 unstable slopes and 19000 landslide prone areas have been identified. Interaction between geomorphology and land use must be taken into account in these regions. At designated risk areas, possibly hazardous activities are restricted, safety measures taken, and warning systems installed. An active research program is investigating cause and prevention of these failures. 933390 Ruekslide and debris flow from Mount Cayley, B.C., in June 1984 Cruden, D M; Lu, Z Y
Can Geotech J V29, N4, Aug 1992, P614-626 A major rockslide is described in which about 32 million cubic m of volcanics travelled 2kin at at velocities of up to 35m/s, causing a landslide dam. Breaching of this dam led to an extremely fast debris flow. A field and laboratory program was carried out to investigate reasons for these events. Wet tuff collected from the head scarp of the rock slide had UCS of l1.5MPa, about two thirds of that of dry specimens. Friction angle on wet bedding surfaces was 30 deg, slake durability index 26%. These materials form the rupture surface of the 1984 slide. The combination of geomorphology, climate, and geomechanical properties of the rocks make western slopes of Mt Cayley extremely hazardous. 933391 Modelling stability and surging in accumulation slides Davis, R O
Engng Geol V33, N1, Sept 1992, P1-9 The stability of mass movements on a longitudinal profile with a steep feeder slope and a flatter accumulation slope, which exhibit episodic surging behaviour, is examined. The simplified model used consists of two rigid blocks, representing the material on the feeder and accumulation slopes, connected by a spring and a dashpot. An approximate stability criterion for surging is derived. Because of the imprecise modelling of the interaction between slopes, it is not possible generally to predict onset of instability. An approximate analysis is presented for the mean acceleration which may occur during surging. 933392 Valpola landslide Azzoni, A; Chiesu, S; Frassoni, A; Govi, M
Institute of Technology, 1991
Engng Geol V33, N1, Sept 1992, P59-70
The ports of Los Angeles and Long Beach in San Pedro Bay were developed by dredging existing channels. The dredged deposits were used as hydraulic fill in land reclamation. These
Description is presented of the large landslide which occurred in July 1987 at Valtellina in the Italian Central Alps. The slide, on a slope of fractured igneous rock, occurred after persistent
© 1993 Pergamon Press Ltd. Reproduction not permitted
Hydraulic structures 933385 Seismic stability of the SnlOnr Point Wharf Jennings, D N; Thompson, G S
Proc 6tit d~trtdia-New Zealand Conference on Geomeclm~s, Christchurch, 3-7 February 1992 P519-525. Publ New Zealand: New Zealand Geomechanics Society, 1992 The major expansion of Tauranga harbour will cover an area of about 60ha and require some 600m of wharf. The wharf structure involves a concrete deck supported by driven concrete piles. Rock buttressing will be used to protect the marginal slope under the open piled wharf. The site is an area reclaimed using dredged sand. The harbour profile shows deep sands containing silt and fine gravel layers. Extensive laboratory and in situ testing was used to characterise the stability of the soils under both operating and contingency design earthquakes. The indications are that the proposed design is stable. 933386 Slope displacement from pile driving Piker, R E; Anderson, D G; Bacon, D D
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 June-1 July 1992 V1, P292309. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) Construction of a wharf at the port of Corpus Christi, Texas, involved driving large piles through very soft soils forming the channel slopes. Possible instability of the slopes due to pilinginduced pore pressure increase was foreseen. Pore pressure transducers installed in the slopes and lateral movements of the piles were monitored during construction. Critical levels of pore pressures were determined on the basis of field, laboratory, and analytical studies. Pore pressure increases were found up to 30m from the piles, but were transient and not considered dangerous in this case. Lateral pile movements over 400mm were recorded. 933387 Settlement of box caissons founded on improved ground by sand compaction pile method Moroto, N; Poorooshasb, H B
Proc International Conference on Geoteclmical Engineering for Coastal Deeelopment, GEO-COAST'91, Yoka&mm, 3-6 September 1991 P373-376. Publ Japan: Coastal Development Institute of Technology, 1991 Port and harbour facilities are often constructed using box caissons on rubble mounds, after improving the soft alluvial foundation soils by the sand compaction pile method. Settlement records are available for such structures at the port of Tsutsumi, Japan, for periods up to 1400 days. Both static settlement and that following an earthquake have been recorded. Because of the inhomogeneous nature of the soft ground involved,it is not possible to predict settlement behaviour on the basis of laboratory tests, and field data such as these are of importance. 933388 Soft and liquefiable soils and their effect on design, San Pedro Bay, California Diaz, G M; Yourman, A M Proc Intermuional Conference on Geoteeludcal Engineering for Coastal De~elopmemt, GEO-COAST'91, Yokalmma, 3-6 September 1991 1'435-440. Publ Japan: Coastal Development
fills and natural estuary deposits on and near the bottom are potentially liquefiable. Consideration of these factors has increased in the past 20 years as development of the ports has continued. The influence of soil conditions on design of past and present port structures is discussed, with particular emphasis on ground improvement and preventative measures against liquefaction.
Slopes See also: 933197, 933317, 933327, 933328, 933330, 933506 933389 Disasters due to hillside failm'e and landslide Watanabe, M In: Rock Meelumies in Japun, Volume VI Pl17-119. Publ
Tokyo: Japanese Committee for ISRM, 1991 Slope failures in Japan, triggered by climatic or seismic phenomena, have led to heavy damage and loss of life. Over 70000 unstable slopes and 19000 landslide prone areas have been identified. Interaction between geomorphology and land use must be taken into account in these regions. At designated risk areas, possibly hazardous activities are restricted, safety measures taken, and warning systems installed. An active research program is investigating cause and prevention of these failures. 933390 Ruekslide and debris flow from Mount Cayley, B.C., in June 1984 Cruden, D M; Lu, Z Y
Can Geotech J V29, N4, Aug 1992, P614-626 A major rockslide is described in which about 32 million cubic m of volcanics travelled 2kin at at velocities of up to 35m/s, causing a landslide dam. Breaching of this dam led to an extremely fast debris flow. A field and laboratory program was carried out to investigate reasons for these events. Wet tuff collected from the head scarp of the rock slide had UCS of l1.5MPa, about two thirds of that of dry specimens. Friction angle on wet bedding surfaces was 30 deg, slake durability index 26%. These materials form the rupture surface of the 1984 slide. The combination of geomorphology, climate, and geomechanical properties of the rocks make western slopes of Mt Cayley extremely hazardous. 933391 Modelling stability and surging in accumulation slides Davis, R O
Engng Geol V33, N1, Sept 1992, P1-9 The stability of mass movements on a longitudinal profile with a steep feeder slope and a flatter accumulation slope, which exhibit episodic surging behaviour, is examined. The simplified model used consists of two rigid blocks, representing the material on the feeder and accumulation slopes, connected by a spring and a dashpot. An approximate stability criterion for surging is derived. Because of the imprecise modelling of the interaction between slopes, it is not possible generally to predict onset of instability. An approximate analysis is presented for the mean acceleration which may occur during surging. 933392 Valpola landslide Azzoni, A; Chiesu, S; Frassoni, A; Govi, M
Institute of Technology, 1991
Engng Geol V33, N1, Sept 1992, P59-70
The ports of Los Angeles and Long Beach in San Pedro Bay were developed by dredging existing channels. The dredged deposits were used as hydraulic fill in land reclamation. These
Description is presented of the large landslide which occurred in July 1987 at Valtellina in the Italian Central Alps. The slide, on a slope of fractured igneous rock, occurred after persistent
© 1993 Pergamon Press Ltd. Reproduction not permitted