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Retaining walls
23~
2291 ~ , IS All-union symposium on construction of pile fcimdations.-A repc~t of the dlscuesioms, eonclnsione anl recmmmer~ations arising from the symposium. 5F. SOIL MECH.FOUNDATION ENG.VIO, N6,1973, I~13-416.
Slopes See also abstract: 2182.
2297 REPO~
2292 BURLAND, JB COO~, RW The design of bored piles in stiff clays. IIF,1T,7R. GROUND ENGNG.VT, N~, JULY, 1974, P28-35. This paper presents a method for determining the allowable working loads for piles having a wide range of dimensions. The settlements associated with these loads are likely to be acceptable for most common structures, and the paper shows how immediate settlememts can be estimated with tolerable accuracy. Finally it is demonstrated how simple design charts can be used to assess rapidly amd clearly the affects on the allowable load and probable settlement of changes in the pile dimensions. Auth. 2293 ANONYMOUS Bitumen coated piles cut excessive down-drag. Figs. GROUND E ~ N G . V ~ N3,MAY, 1974~ ~53. Bitumen coated piles have been used at a site in central Loddon, where the im.~opoae~ construction of a ~ew u n d ~ grour~ railway has complicated the slte eorAitions and increased the risk of down-drag on the piles due %o settlement. The application of the Bitumen compound SL to the piles is described.
22~ AN0~OUS Foundations i n clay for massive suspe~ion bridge.
~l~s. GROUNDE~IGI~g,.~'r, ITS,MAY,1974,P24-26. The south bank of the H ~ e r , where the massive lltm~er suspension bridge is to be located, is composedof K ~ e r i d g e clay and this has caused complications in the design and installation of the four~lations. An interesting foundation-emgineering solution was concieved and is described in %his paper. The anchorage is a composite structure consisting of an upper block where the steel cables terminate, anl a lower block where the lower parts of the structure are cast into five 24.5 m. deep excavations between diaphragm walls.
2295 ANONYMOUS BRE test aids super pile development. 6F. GROUND ENGNG.VT, N4, JULY, 1974, PlS-20. This article provides a review of recent field demonstrations of the practical aspects of a new kir~ of scientific data collection developed by the Building Research Establishment in Britain. The system involves loading tests in boreholes large enough for a man to remove loosened clay from the test level. This stables reproducible and reliable estimates of the moduli of stiff fissured clays. The prediction of bearing capacity of large diameter bored piles is also considered. A brief review of the 1972 German Ground Engineering Congress, in Stuttgart is included.
2296 ANONYMOUS S~Aper piles prove their use for bridge abutment fourzlations. Figs. GROUND ENGNG.VT,N3, MAY, 1974, P31-33. Super piles are large units with diameters of 1.83 m add a penetration depth of about 30 m. They have been successfully installed on the banks of the River TafT in Cardiff for the support of a new bridge with a span of 64 m. The paper describes the installation of the piles3 and briefly compares t h e method with t h e practice of installing dial~hra~m walls in similar circumstances in order to prevent scou~.
Infinite slope analysis. Report. Figs,Tabls. N.Y.STATE DEI~.TRANSP.SOIL M E C H . ~ U . S ~ M 3/72, FEB. 1972,21P. A series of charts are presented which are interAed to approximate the factor of safety for cut slopes, knowing the angle of internal friction of the soil, the existing slope angle, the depth of the possible failure plane ani the depth of the water table.
2298 RESENDIZ, D UNIV. NAC. AUTON, MEX Accuracy of equilibrium slope stability mmalysis. Discussion of paper by S.G. Wright etal. J. Soil Mech. FourA. Div. No. 10. 1973. 3F,6R. J. GEOTECH.ENG~. DIV.VI00, N.GT6,1974,P967.
Deep w a t e r marine structures other than above 2299 MCCLEIIAND, B MCCI~ ENGRS •INC.HC~S~ON,TEXAS, USA Design of deep penetration piles fc~ ocean structures. 38F, 33R. J . G E ~ . E N G ~ . D I V . V l 0 0 , N. GTT, JULY, 1974, P709-747 • The design of deep penetration piles for ocean structures, especially platforms for drillimg, producing, or storimg oil, is discussed. The selection of pile size; detersituation of pile lemgth; design of pile wall thickness; prediction of pile movements, and the planning of pile installation procedures are all topics which are considered in detail. The discussion concludes with general cossets on the needs stud accomplishments of the offshore industry today.
Earth retaining structures 2300 HEHMANN, LR UNTV. CALIF. DAVI S,USA ROM~AD, KM UNIV. CALIF. DAVIS, USA SHEN, CD UNTV. CALIF .DAVIS,USA Reinforced earth retainir~ walls. Discussions of original paper by K.L. Lee. J. Soil Mech. Fc%und.
Div. 1973. 9F, SR. J. GEOTECH. ENGNG .DIV .VlO0, N.GTS, 1974, P958-966. 2301 REIMHERT,M REIMBERT, A Retaining walls. Anchorages and sheet pili_r~. Volume I. Theory and practice. Textbook. 18GF. TRANS.TECH. M/BLICATIONS, 1974, 28~P. The phenomer~ associated with the at rest eql/ilihri1~m of a mass of granular material retained by a wall ere considered in this vol~me, with referemce to experimental investigations. They distir4~/iah between tramslatory passive resistance, rotational passive resistan.-e and t~.~ ~ J,3-,~t.~"me at rest. From a large m a ~ e r of experiments, performed using various procedures a formula is presented whereby t h e = a x i = ~ t~umst az~ t h e mini=ore passive resista~rAce a t r e s t can be c a l c u l a t e ~ , these b e i n g t h e v a l u e s t o be adopted i n s t r u c t u r a l s t a b i l i t y calculations. This formula is said to o f f e r increased safety in conjunction with economic design. 2302 EEIMHEHT, M REIMBERT,A Retaining walls. Study of passive resistance in foundation structures. Vol. 2. Textbook. 80F,4OT.
232A
TRANS. TECH. PUBLICATIONS, V2,1975, 200P. This volume deals with the im:o~lem of 1~ar~latory passive resistance, rotatlomal passive resistance aml toe reslstance beyomd the at rest state of eq-~1~brium of the far material, is. when the retaining wall u~le~goes a displacement unler the action of t h e fcrces feeding to puah back the material upon itself.
Base courses and pavements of roads, railways and airfields 23O3 BROWN, SF UNIV. N ~ I ~ ; H A M , GB Repeated load testing of a grarAtlar material. 15F, 3T, IIR. J. GEOTECH. ENGNG. DIV. VI00, N •G ~ , JULY, 1974, I=@25-8~i. Repeated load triaxial tests were carried out on samples of a particular fine crtt~hed stone all c ~ to the same demsity and moisture comlitions. The experimental procedure is described and the results amalysed using the resilient modulus concept.
Construction m e t h o d s
Experimental and numerical techniques See also abstract:
2266.
2308 THC~4~EN,JM LAWRENCE L ~ R E LAB.UNIV.CALIF.USA BRYAN, JB LAWI~ LIVE~ IJ4B.UNIV.CAI/F.USA B ~ N , DE LAWRENCE LIVE~ORE LAB.UNIV.CALIF.USA A technique fc~ medellir~ of explosively formed craters. Abstract of pape~ for Fall Armual Meetimg, December 1973. Paper $8. EOS.TRANS.AMER.GEOPHYS.UNION,V54, Nil, NOV. 1973, PI132.
Comminution of rocks 2309 ~3G, S NYBROVEJ, SOPHIENHOLM, DK Cn,,,Inu~ion in the light of particle size analysis. 17F, IOR. P O W D ~ TECHNOL.VI0, NI- 2,JULY-AUG. 1974, PI-8.
230b, 'IDOMBS,AF
The perfcammmce of a caterpillar 815-17 M~ tamping roller in the compaction of soil. Figs, Refs. TRANSPORT AND ROAD RES.LAB.CROWTHDRNE, U.K. P~I~T, N PB-219 996-6,1973,23P. 2305 RODIONOV, VN V0VK, AA CH~,GI Digging camals amd trenches by means of line blasting. IF,4T, IR. SOVIET MIN. SCl .Vg,N2, MAR-APR. 1973, P17~-180.
G roundwater problems 2306 SLIWINSKI, ZJ Permeability of concrete diaphrs4~n walls. 6F. GROUND E ~ . V T , N4, JULY, 1974, P21-23. Concrete dial~hra~ walls are often used in constructions which require protection against water. This paper discusses the permeability of these wells in two parts'the permeability of panels and the permeability of Joints. Work by other researchers is discussed and the factors upon which the degree of protection against water depends, are revizwed.
Rock fracture under dynamic stresses 2310 V Y ~ Z H A N ~ N , VN K U Z B A S S t ~ CGMBINE, SU Proba~ilistlc ~dellimg of shock bumps in planmirg the developmemt of mimimg operations. 2F,3R. SOVIET MIN.SCI.Vg,~,ZULY-AUG.1973, P353-358. The pape~ looms i ~ o the possibility of minimizi~ the hazard of shock btlnps. The probability predictions are based on the physical state of the processes occurring at the time of a shock bump. Two parameters are taken into account: the probability of occurrence of a bump at time t, a~1 the intamsity of the pheDmmenon at time t. An algorithm is suggested which permits a shock bump to be re~mxled as a controlled process. This means that by choosing the best methods the occurrence of shock bumps, can be greatly reduced. In ~d~tion, using various preventive measures, e.g. wet-~ir6, the mechanical p~operties of coal can be altered.
Drilling 2311 LEVETUS, FB CAGNIONCLE, G Completely hydraulic rotary percussive rock drills.
Figs.
Influence of dynamic loads due to explosions or earthquakes 2307 DEIF2,B UNIV. STANFORD, CALIFORNIA, USA Gravitationally induced stresses around a large impact crater. Abstract of psper for Fall Annual Meetir~, December 1973. Paper T40. EOS.TRANS.AMER.GEOPHYS.UNION,V54, ~.~l,NOV.1973}p1207. Studies of lunar impact craters indicate a correlation between central u~lifts ani large-scale sl~npi~g of the crater walls. Calculations were conducted to determine the stresses set up by gravity when a crater-like excavation is made in an elastic half-space. The calculated stresses would produce failure by small-scale slumping of the crater wells directly into the crater rather than deep-seated slumping that would push up the crater floor and Iroduce cemtral uplift. Auth.
FLUID POWER, V39, APR. 197~, P35- 38 • This article describes, some of t h e problems to be overcome and the methods selected to solve them, in a type of rotary percussive drill developed as a Joint l~odttc~ between a French and a British firm. The perfo~msr~e of this machine is compared to that of compressed air machines and conclusions are drawn regarding the usefulness of this type of machine and of hydraulic impact devices in general. 2312 THIES, W [rrillir~ tool. Patent. UK PATENT NO.1,352,960,WALLRAM H A R ~ A L L
GM~.NOV.
26TH 1971,MAY l~r~ 1974. A rotary-percussive rock drill has a collar behind a w i d e r ~ cuttir~ head. Scourimg air ducts extemd from the collar to the euttimg edges of the drill.
2291 ~ , IS All-union symposium on construction of pile fcimdations.-A repc~t of the dlscuesioms, eonclnsione anl recmmmer~ations arising from the symposium. 5F. SOIL MECH.FOUNDATION ENG.VIO, N6,1973, I~13-416.
Slopes See also abstract: 2182.
2297 REPO~
2292 BURLAND, JB COO~, RW The design of bored piles in stiff clays. IIF,1T,7R. GROUND ENGNG.VT, N~, JULY, 1974, P28-35. This paper presents a method for determining the allowable working loads for piles having a wide range of dimensions. The settlements associated with these loads are likely to be acceptable for most common structures, and the paper shows how immediate settlememts can be estimated with tolerable accuracy. Finally it is demonstrated how simple design charts can be used to assess rapidly amd clearly the affects on the allowable load and probable settlement of changes in the pile dimensions. Auth. 2293 ANONYMOUS Bitumen coated piles cut excessive down-drag. Figs. GROUND E ~ N G . V ~ N3,MAY, 1974~ ~53. Bitumen coated piles have been used at a site in central Loddon, where the im.~opoae~ construction of a ~ew u n d ~ grour~ railway has complicated the slte eorAitions and increased the risk of down-drag on the piles due %o settlement. The application of the Bitumen compound SL to the piles is described.
22~ AN0~OUS Foundations i n clay for massive suspe~ion bridge.
~l~s. GROUNDE~IGI~g,.~'r, ITS,MAY,1974,P24-26. The south bank of the H ~ e r , where the massive lltm~er suspension bridge is to be located, is composedof K ~ e r i d g e clay and this has caused complications in the design and installation of the four~lations. An interesting foundation-emgineering solution was concieved and is described in %his paper. The anchorage is a composite structure consisting of an upper block where the steel cables terminate, anl a lower block where the lower parts of the structure are cast into five 24.5 m. deep excavations between diaphragm walls.
2295 ANONYMOUS BRE test aids super pile development. 6F. GROUND ENGNG.VT, N4, JULY, 1974, PlS-20. This article provides a review of recent field demonstrations of the practical aspects of a new kir~ of scientific data collection developed by the Building Research Establishment in Britain. The system involves loading tests in boreholes large enough for a man to remove loosened clay from the test level. This stables reproducible and reliable estimates of the moduli of stiff fissured clays. The prediction of bearing capacity of large diameter bored piles is also considered. A brief review of the 1972 German Ground Engineering Congress, in Stuttgart is included.
2296 ANONYMOUS S~Aper piles prove their use for bridge abutment fourzlations. Figs. GROUND ENGNG.VT,N3, MAY, 1974, P31-33. Super piles are large units with diameters of 1.83 m add a penetration depth of about 30 m. They have been successfully installed on the banks of the River TafT in Cardiff for the support of a new bridge with a span of 64 m. The paper describes the installation of the piles3 and briefly compares t h e method with t h e practice of installing dial~hra~m walls in similar circumstances in order to prevent scou~.
Infinite slope analysis. Report. Figs,Tabls. N.Y.STATE DEI~.TRANSP.SOIL M E C H . ~ U . S ~ M 3/72, FEB. 1972,21P. A series of charts are presented which are interAed to approximate the factor of safety for cut slopes, knowing the angle of internal friction of the soil, the existing slope angle, the depth of the possible failure plane ani the depth of the water table.
2298 RESENDIZ, D UNIV. NAC. AUTON, MEX Accuracy of equilibrium slope stability mmalysis. Discussion of paper by S.G. Wright etal. J. Soil Mech. FourA. Div. No. 10. 1973. 3F,6R. J. GEOTECH.ENG~. DIV.VI00, N.GT6,1974,P967.
Deep w a t e r marine structures other than above 2299 MCCLEIIAND, B MCCI~ ENGRS •INC.HC~S~ON,TEXAS, USA Design of deep penetration piles fc~ ocean structures. 38F, 33R. J . G E ~ . E N G ~ . D I V . V l 0 0 , N. GTT, JULY, 1974, P709-747 • The design of deep penetration piles for ocean structures, especially platforms for drillimg, producing, or storimg oil, is discussed. The selection of pile size; detersituation of pile lemgth; design of pile wall thickness; prediction of pile movements, and the planning of pile installation procedures are all topics which are considered in detail. The discussion concludes with general cossets on the needs stud accomplishments of the offshore industry today.
Earth retaining structures 2300 HEHMANN, LR UNTV. CALIF. DAVI S,USA ROM~AD, KM UNIV. CALIF. DAVIS, USA SHEN, CD UNTV. CALIF .DAVIS,USA Reinforced earth retainir~ walls. Discussions of original paper by K.L. Lee. J. Soil Mech. Fc%und.
Div. 1973. 9F, SR. J. GEOTECH. ENGNG .DIV .VlO0, N.GTS, 1974, P958-966. 2301 REIMHERT,M REIMBERT, A Retaining walls. Anchorages and sheet pili_r~. Volume I. Theory and practice. Textbook. 18GF. TRANS.TECH. M/BLICATIONS, 1974, 28~P. The phenomer~ associated with the at rest eql/ilihri1~m of a mass of granular material retained by a wall ere considered in this vol~me, with referemce to experimental investigations. They distir4~/iah between tramslatory passive resistance, rotational passive resistan.-e and t~.~ ~ J,3-,~t.~"me at rest. From a large m a ~ e r of experiments, performed using various procedures a formula is presented whereby t h e = a x i = ~ t~umst az~ t h e mini=ore passive resista~rAce a t r e s t can be c a l c u l a t e ~ , these b e i n g t h e v a l u e s t o be adopted i n s t r u c t u r a l s t a b i l i t y calculations. This formula is said to o f f e r increased safety in conjunction with economic design. 2302 EEIMHEHT, M REIMBERT,A Retaining walls. Study of passive resistance in foundation structures. Vol. 2. Textbook. 80F,4OT.
232A
TRANS. TECH. PUBLICATIONS, V2,1975, 200P. This volume deals with the im:o~lem of 1~ar~latory passive resistance, rotatlomal passive resistance aml toe reslstance beyomd the at rest state of eq-~1~brium of the far material, is. when the retaining wall u~le~goes a displacement unler the action of t h e fcrces feeding to puah back the material upon itself.
Base courses and pavements of roads, railways and airfields 23O3 BROWN, SF UNIV. N ~ I ~ ; H A M , GB Repeated load testing of a grarAtlar material. 15F, 3T, IIR. J. GEOTECH. ENGNG. DIV. VI00, N •G ~ , JULY, 1974, I=@25-8~i. Repeated load triaxial tests were carried out on samples of a particular fine crtt~hed stone all c ~ to the same demsity and moisture comlitions. The experimental procedure is described and the results amalysed using the resilient modulus concept.
Construction m e t h o d s
Experimental and numerical techniques See also abstract:
2266.
2308 THC~4~EN,JM LAWRENCE L ~ R E LAB.UNIV.CALIF.USA BRYAN, JB LAWI~ LIVE~ IJ4B.UNIV.CAI/F.USA B ~ N , DE LAWRENCE LIVE~ORE LAB.UNIV.CALIF.USA A technique fc~ medellir~ of explosively formed craters. Abstract of pape~ for Fall Armual Meetimg, December 1973. Paper $8. EOS.TRANS.AMER.GEOPHYS.UNION,V54, Nil, NOV. 1973, PI132.
Comminution of rocks 2309 ~3G, S NYBROVEJ, SOPHIENHOLM, DK Cn,,,Inu~ion in the light of particle size analysis. 17F, IOR. P O W D ~ TECHNOL.VI0, NI- 2,JULY-AUG. 1974, PI-8.
230b, 'IDOMBS,AF
The perfcammmce of a caterpillar 815-17 M~ tamping roller in the compaction of soil. Figs, Refs. TRANSPORT AND ROAD RES.LAB.CROWTHDRNE, U.K. P~I~T, N PB-219 996-6,1973,23P. 2305 RODIONOV, VN V0VK, AA CH~,GI Digging camals amd trenches by means of line blasting. IF,4T, IR. SOVIET MIN. SCl .Vg,N2, MAR-APR. 1973, P17~-180.
G roundwater problems 2306 SLIWINSKI, ZJ Permeability of concrete diaphrs4~n walls. 6F. GROUND E ~ . V T , N4, JULY, 1974, P21-23. Concrete dial~hra~ walls are often used in constructions which require protection against water. This paper discusses the permeability of these wells in two parts'the permeability of panels and the permeability of Joints. Work by other researchers is discussed and the factors upon which the degree of protection against water depends, are revizwed.
Rock fracture under dynamic stresses 2310 V Y ~ Z H A N ~ N , VN K U Z B A S S t ~ CGMBINE, SU Proba~ilistlc ~dellimg of shock bumps in planmirg the developmemt of mimimg operations. 2F,3R. SOVIET MIN.SCI.Vg,~,ZULY-AUG.1973, P353-358. The pape~ looms i ~ o the possibility of minimizi~ the hazard of shock btlnps. The probability predictions are based on the physical state of the processes occurring at the time of a shock bump. Two parameters are taken into account: the probability of occurrence of a bump at time t, a~1 the intamsity of the pheDmmenon at time t. An algorithm is suggested which permits a shock bump to be re~mxled as a controlled process. This means that by choosing the best methods the occurrence of shock bumps, can be greatly reduced. In ~d~tion, using various preventive measures, e.g. wet-~ir6, the mechanical p~operties of coal can be altered.
Drilling 2311 LEVETUS, FB CAGNIONCLE, G Completely hydraulic rotary percussive rock drills.
Figs.
Influence of dynamic loads due to explosions or earthquakes 2307 DEIF2,B UNIV. STANFORD, CALIFORNIA, USA Gravitationally induced stresses around a large impact crater. Abstract of psper for Fall Annual Meetir~, December 1973. Paper T40. EOS.TRANS.AMER.GEOPHYS.UNION,V54, ~.~l,NOV.1973}p1207. Studies of lunar impact craters indicate a correlation between central u~lifts ani large-scale sl~npi~g of the crater walls. Calculations were conducted to determine the stresses set up by gravity when a crater-like excavation is made in an elastic half-space. The calculated stresses would produce failure by small-scale slumping of the crater wells directly into the crater rather than deep-seated slumping that would push up the crater floor and Iroduce cemtral uplift. Auth.
FLUID POWER, V39, APR. 197~, P35- 38 • This article describes, some of t h e problems to be overcome and the methods selected to solve them, in a type of rotary percussive drill developed as a Joint l~odttc~ between a French and a British firm. The perfo~msr~e of this machine is compared to that of compressed air machines and conclusions are drawn regarding the usefulness of this type of machine and of hydraulic impact devices in general. 2312 THIES, W [rrillir~ tool. Patent. UK PATENT NO.1,352,960,WALLRAM H A R ~ A L L
GM~.NOV.
26TH 1971,MAY l~r~ 1974. A rotary-percussive rock drill has a collar behind a w i d e r ~ cuttir~ head. Scourimg air ducts extemd from the collar to the euttimg edges of the drill.