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Compacting loess soils in the USSR. 7R
I~gA
dation process by the vertical drain method, taking the well resistance into consideration. Rigorous solutions of this problem are given in t h e form of graphs and will be of use in ~ne ana]jfsie of the stabilization of soft soils by means of drain wells. The derived quantitative data predict that the effect of well resistance should be taken into account for the design of vertical drains in the case of deep and soft deposits often found in Japan.
Soil compaction ~93
TUBNBULL, WJ MCCLEI/AND ENGRS, ST.LOUIS, USA MANSUR, CI MCCT ~IJCND E~GRS, ST .LOUIS, USA Compaction of hydraulically placed fills .Closure of discussion of original paper, J.Geotech.Engng Div.V99,GTll,
of load from columu to clay sad correct column size. The columa improved substantially the bearing capacity of the soil. 1499 PATHGEB, E JOHANN Km~ T ~R, FRANEFURT, D KU~Z~, C Some applications of the vibro-replacement process. 4F,1T,5R. GEOTECHN, V25, N1,1975, P45- 50. Vibro.replac~ment improves bearing capacity and settlement properties of foundation soils by partially replacing the soil with granular material Infilled into holes made with a depth vibrator and compacted. The method was used to increase the bearing capacity and reduce the de. formability of the granulsr fo~dation soils of a large thermal power station. It was also used to increase the shear strength of a soft clay on which an embankment for a motorwaM was to be placed.
1973 .J-~. J. GEOTECH. ENGNG DIV .ASCE.VIOI, GT5 ,MAY, 1975, P493-495 •
1494 ~fZGER, GV M E T Z G ~ ENGNG .N .J.USA KOERN~, RM DREXEL UN IV. PHILADELPHIA, USA delllng of soll densiflcation by vlbroflotation. chnical note. 2F,IOR. GEOTECH. ~ G N G DIV .ASCE,VI01, GT4, APR. 1975, P417- 421.
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95
URIEL,S LAB .TRANSP .MECH. SUEL. MADE ID, E MIER, F ESC .TECN. SUP. ING .MADRID, E PARRY,RH CAMBRIDGE UNIV.GB Behaviour of compacted soil in tension.Discussions of paper by A.V.Gopala Krishnsyya, Z.Eisensteln and N.R. Morgensteru, J.Geotech.~Ig Div.VIO0,GT9,1974,3F,3R. J .GEOTECH. ENGNG DIV .ASCE,V101, GT6, JUNE, 1975, P596- 600. 1496 SCOTT,RA PEABCE,RW Soll compaction by Impact.4F,2T,13R. GEOTECHN,V25,NI, 1975, P19-30. Idealized n~dels are presented that illustrate the roles of stress wave reaction and inertia forces associated with elasto-plastic void closure in the utilization of !impact energy to compact soils. The difficulties in predicting the impact of resp~se of real soils are discussed, but the idealized models can be used to help elucidate soll b ehaviour. 1497 ABELEV,MY KUIBYSHEV CIV ENG INST.MOSCOW, SU Compacting loess soils in the USSR.7R. GEOTECHN,V25, Nl,1975, P79- 82. Loess soils may collapse when saturated. They may be strengthened and their compressibility reduced by the installation of soil piles which enables them to be compacted to a depth of 25m. Techniques used to sink the holes and compact the loess in the soil piles are described.
Pre-loading and soil replacement 1498 HUGHES,JMO UNIV.AUCKIAND,NZ WITH~S,NJ MAUNSELL, LONDON, GB GREENWOOD, DA C ~ A T I O N , L O N D O N , GB A field trial of the reinforcing effect of a stone colun~ in soil. 12F,5R. GEOTECHN,V25,NI,1975,P31-44. ~ e load-settlement relationship for plate loading of an isolated stone colua~ in soft clay was predicted prior to field testing. To predict the load-settlement curve, the essential radial stress-straln data for the clay were obtained from a Cambridge pressuremeter. The prediction is excellent if allowance is made for transfer
1500 MCKENNA, JM CONS. ENGR, KINGSTON HILL, GB EYRE,WA FRE~4AN FOX, BRISTOL, GB wOLSTE~HOLME, DH FRE~ FOX,LONDON, GB Performance of an embsnkment supported by stone colunms in soft ground. 12F,3R. GEOTECHN, V25, N1,1975, P51- 59 • Stene columns 0.9m in diam. and ll.3m long were constructed on a triangular grid at 2.4m centres under one end of a 7.9m high trial e~aukment built on alluvium. The foundatiens were instrumented to measure settlements and pore pressures. A comparison of the piled sad unpiled ground shows that the columns had no apparent effect on the performance of the embankment. It is probable that the crushed limestone used was too coarse to act as a filter so that the gravel backfill became clogged. Remoulding of the adjacent soft clay during construction could have also nullified potential drainage. 1501 ~GELHARDT, K GOLDING, HC Field testing to evaluate stone column performance in a seismic area.8F,TR. GEOTECHN, V25, N1,1975, P61- 69. Stcae columns 1.1m in diam. were constructed by vibro-replacement in deep, soft, cohesive soils in an area of highest seismic susceptibility. Large scale field loading tests showed that (a) the installation process sufficiently densifies sand lenses with respect to liquefaction (b) the reinforced ground develops sufficient Shear strength to resist horizontal forces arising from a ground acceleration of 0.25g, (c) the stone columa pattern satisfying (a) and (b) also provides an acceptable load-settlement relationship.
Site investigation and field observation 1502 BURNETT,AD ~ G N G GEOL.LTD.GUILDFORD, GB Engineering geology and site investigation.Part two-field studies.6F, hT,3R.GR GROUND ENGNG,V8,N4,JULY,1975,P29-32.
dation process by the vertical drain method, taking the well resistance into consideration. Rigorous solutions of this problem are given in t h e form of graphs and will be of use in ~ne ana]jfsie of the stabilization of soft soils by means of drain wells. The derived quantitative data predict that the effect of well resistance should be taken into account for the design of vertical drains in the case of deep and soft deposits often found in Japan.
Soil compaction ~93
TUBNBULL, WJ MCCLEI/AND ENGRS, ST.LOUIS, USA MANSUR, CI MCCT ~IJCND E~GRS, ST .LOUIS, USA Compaction of hydraulically placed fills .Closure of discussion of original paper, J.Geotech.Engng Div.V99,GTll,
of load from columu to clay sad correct column size. The columa improved substantially the bearing capacity of the soil. 1499 PATHGEB, E JOHANN Km~ T ~R, FRANEFURT, D KU~Z~, C Some applications of the vibro-replacement process. 4F,1T,5R. GEOTECHN, V25, N1,1975, P45- 50. Vibro.replac~ment improves bearing capacity and settlement properties of foundation soils by partially replacing the soil with granular material Infilled into holes made with a depth vibrator and compacted. The method was used to increase the bearing capacity and reduce the de. formability of the granulsr fo~dation soils of a large thermal power station. It was also used to increase the shear strength of a soft clay on which an embankment for a motorwaM was to be placed.
1973 .J-~. J. GEOTECH. ENGNG DIV .ASCE.VIOI, GT5 ,MAY, 1975, P493-495 •
1494 ~fZGER, GV M E T Z G ~ ENGNG .N .J.USA KOERN~, RM DREXEL UN IV. PHILADELPHIA, USA delllng of soll densiflcation by vlbroflotation. chnical note. 2F,IOR. GEOTECH. ~ G N G DIV .ASCE,VI01, GT4, APR. 1975, P417- 421.
I
95
URIEL,S LAB .TRANSP .MECH. SUEL. MADE ID, E MIER, F ESC .TECN. SUP. ING .MADRID, E PARRY,RH CAMBRIDGE UNIV.GB Behaviour of compacted soil in tension.Discussions of paper by A.V.Gopala Krishnsyya, Z.Eisensteln and N.R. Morgensteru, J.Geotech.~Ig Div.VIO0,GT9,1974,3F,3R. J .GEOTECH. ENGNG DIV .ASCE,V101, GT6, JUNE, 1975, P596- 600. 1496 SCOTT,RA PEABCE,RW Soll compaction by Impact.4F,2T,13R. GEOTECHN,V25,NI, 1975, P19-30. Idealized n~dels are presented that illustrate the roles of stress wave reaction and inertia forces associated with elasto-plastic void closure in the utilization of !impact energy to compact soils. The difficulties in predicting the impact of resp~se of real soils are discussed, but the idealized models can be used to help elucidate soll b ehaviour. 1497 ABELEV,MY KUIBYSHEV CIV ENG INST.MOSCOW, SU Compacting loess soils in the USSR.7R. GEOTECHN,V25, Nl,1975, P79- 82. Loess soils may collapse when saturated. They may be strengthened and their compressibility reduced by the installation of soil piles which enables them to be compacted to a depth of 25m. Techniques used to sink the holes and compact the loess in the soil piles are described.
Pre-loading and soil replacement 1498 HUGHES,JMO UNIV.AUCKIAND,NZ WITH~S,NJ MAUNSELL, LONDON, GB GREENWOOD, DA C ~ A T I O N , L O N D O N , GB A field trial of the reinforcing effect of a stone colun~ in soil. 12F,5R. GEOTECHN,V25,NI,1975,P31-44. ~ e load-settlement relationship for plate loading of an isolated stone colua~ in soft clay was predicted prior to field testing. To predict the load-settlement curve, the essential radial stress-straln data for the clay were obtained from a Cambridge pressuremeter. The prediction is excellent if allowance is made for transfer
1500 MCKENNA, JM CONS. ENGR, KINGSTON HILL, GB EYRE,WA FRE~4AN FOX, BRISTOL, GB wOLSTE~HOLME, DH FRE~ FOX,LONDON, GB Performance of an embsnkment supported by stone colunms in soft ground. 12F,3R. GEOTECHN, V25, N1,1975, P51- 59 • Stene columns 0.9m in diam. and ll.3m long were constructed on a triangular grid at 2.4m centres under one end of a 7.9m high trial e~aukment built on alluvium. The foundatiens were instrumented to measure settlements and pore pressures. A comparison of the piled sad unpiled ground shows that the columns had no apparent effect on the performance of the embankment. It is probable that the crushed limestone used was too coarse to act as a filter so that the gravel backfill became clogged. Remoulding of the adjacent soft clay during construction could have also nullified potential drainage. 1501 ~GELHARDT, K GOLDING, HC Field testing to evaluate stone column performance in a seismic area.8F,TR. GEOTECHN, V25, N1,1975, P61- 69. Stcae columns 1.1m in diam. were constructed by vibro-replacement in deep, soft, cohesive soils in an area of highest seismic susceptibility. Large scale field loading tests showed that (a) the installation process sufficiently densifies sand lenses with respect to liquefaction (b) the reinforced ground develops sufficient Shear strength to resist horizontal forces arising from a ground acceleration of 0.25g, (c) the stone columa pattern satisfying (a) and (b) also provides an acceptable load-settlement relationship.
Site investigation and field observation 1502 BURNETT,AD ~ G N G GEOL.LTD.GUILDFORD, GB Engineering geology and site investigation.Part two-field studies.6F, hT,3R.GR GROUND ENGNG,V8,N4,JULY,1975,P29-32.