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Failure of Teton Dam. Final report
!2~A
816135 D~/-ESICE PUMPED-STORAGE Hanak, Z In% Water Power Dam Constr, V~3, NS, May 1981, F34-39 Describes the project which includes the Dalesice dam, a 100m high, 300m long rock fill dam with an impervious core from loess soils, with filter and transition gravel zone, ani the Mohelno dam, a 49m high, 185z long concrete gravity dam. 816136 VICTORIA'S SUGARLOAF PROJECT Int Water Power Dam Constr, V33, N3, March 1981, P21-2h Describes this water sulmply project in Victoria, Australia, and the main rock fill dam, 1000m in length and with the crest a maximum height of 85m above the stream bed. 816137 OPTIMIZED DESIGN M~THOD FOR BUTTRESS DAMS Priscu, R; Polx~ci, A; Suprovici, P Int Water Power Dam Constr, V33, N3, March 1981, P29-33 Gives a technique to optimlse the volu~e of concrete used in construction amd applies it to the Itaipu ani Rositas dams. 816138 SITING AND DESIGN OF TAILINGS IMPOUNDMENTS Vick, S G Min Engng, V33, N6, June 1981, P653-657 Discusses various siting and plaratlng considerations and describes the three methods of construction - upstream, downstream and centre.line. Briefly reviews other disposal options. 816139 ROSARIO DOMINICANA'S CYANIDE T A I L I ~ S DAM CONSTRUCTION AND OPERATION Addison, E; Crater, R 0 Min Engng, V33, N6, June 1981, I~09-714 Describes t h e e ~ i l l emb~n~m~ent dam, which incorlx~rates interm~l gravel drains, ani t h e methods of construction used. Methods of taillngs transpor~ solution reclaim add runuff water diversion that have evolved are discussed.
~1~o
CO~ONS
ON Z ~
D~'S A m ~ A ~ O N
ENGINEERING (IN G ~ M A N ) Publ Inst Soil Mech Rock Mech, Unlv Fridericiana, Karl~uhe, N87, Feb 1981, 179P 816141 DESIGN AND CONSTRUCTION OF G A R D I N ~ DAM Prairie Farm Rehabilitation Administration report, 1980, 382P. Publ Quebec: Camadlan Govt Publishing Centre Describes the investigation, design, construction ani foundation and embar~ent l~cmm~8_ ~ce of Gardiner Dam, Canada. The clay ~hale foumdation p r e s e n t e d u n u s u a l stability im'oblems requiring stage construction, extensive im~Tau~entation and major design modifications durimg construc%ion. The continuation of a c c ~ e h e m s l v e instrumentation programme to m o m l t ~ m~vemmnts and pare iz-essures is essential to ensure satisfactory operation of the project. 8161~2 FAILURE OF TETON DAM. FINAL REPORT Washimgton: US Dept of the Interior. Teton Dam Failure Review Group relxm-t, Waahimg%on:
us 1980
The 1977 report found t2e T e t o n D ~ m f~_ilure to be the result of design deficiencies - inadequate protection of_ the embankment from percolation of water through it and along its contact with the highly Jointed rock founiation~ A number of possible physlc~l modes of f~ilure were postulated in the first report. This final report presents additional field and l~bor~tory investigations to define better the mode of failure. Investigations focused on ~cavatlon oz fill material from embankments, conditions of abutment stu-f~--ceand trench walls, tightness of grou~ cu~ain, ~nl wet se~ms within the embankment. Avail: U~.=O, WashlngtonDC, 20402 USA (024-033-00136-8)
Foundations See also: 816140 8161~3 MIAMI L~v~S~90NE FOUNDATION DESIGN AND CONSTRUCTION Kaderabek, T J; Reynolds, E T J Geotech Engng Div ASCE, Vl07, ~3T7, July 1981, -=~59-872 The techniques and. peculiarities ere reviewed r e ~ ' r d i ~ the design ani construction of shall~; foumiatioms bearing in the Miami Limestone. The thickness and lateral extent of the Miami Limestone are illustrated. The geologic characteristics of this fcrmation are presented, and the typ:es and properties of Mi~zti Limestone are explored. Methods of amalysis for shallow fourd~tion design are descrlDe~, ~ construction problems ~ difficulties are considered with case histories. Several criteria are su6gested for ev~luatir4~ shallow foumde.tions beefing in the Miami Limestone. Because this limestone is variable in strength, porosity and thickness, an adequate investigation of these properties should be conducted prior to foumlation construction at each particular site. Auth. 816144 FOUNDATIONS ON STRONG SAND OVE~LYI.NG WEAK SA~D Hanna, i :: J GeOtech Engng Div ASCE, Vl07, NG~q, July 1981, P915-927 The ultimate bearing capacity of foctlngs on subsoil conslsting of a strong sand layer overlying a weak sani deposit was investigated. A theory was developed and then results predicted. These predictions compared well "~ith test data on model strip and circular footings resting on dense sand overlying loose as well as compact sand. Design charts are presented for use in practic~1 application. Based on these charts, a procedure to determine the ultimate bearing capacity of strip and circular footings on a strong sand layer overlying a weo_k sand depOsit is described. Auth.
816145 RESPONSE OF. CIRCUL~/~ FOOTINGS TO VERTICAL VIBRATIONS. TECKNICAL NOTE Nagemdra, :[ V; Sridhsran, A J Geotech Emgr~ Div ASCE, V!07, NGTT, July 1981, .~x~9-995
816135 D~/-ESICE PUMPED-STORAGE Hanak, Z In% Water Power Dam Constr, V~3, NS, May 1981, F34-39 Describes the project which includes the Dalesice dam, a 100m high, 300m long rock fill dam with an impervious core from loess soils, with filter and transition gravel zone, ani the Mohelno dam, a 49m high, 185z long concrete gravity dam. 816136 VICTORIA'S SUGARLOAF PROJECT Int Water Power Dam Constr, V33, N3, March 1981, P21-2h Describes this water sulmply project in Victoria, Australia, and the main rock fill dam, 1000m in length and with the crest a maximum height of 85m above the stream bed. 816137 OPTIMIZED DESIGN M~THOD FOR BUTTRESS DAMS Priscu, R; Polx~ci, A; Suprovici, P Int Water Power Dam Constr, V33, N3, March 1981, P29-33 Gives a technique to optimlse the volu~e of concrete used in construction amd applies it to the Itaipu ani Rositas dams. 816138 SITING AND DESIGN OF TAILINGS IMPOUNDMENTS Vick, S G Min Engng, V33, N6, June 1981, P653-657 Discusses various siting and plaratlng considerations and describes the three methods of construction - upstream, downstream and centre.line. Briefly reviews other disposal options. 816139 ROSARIO DOMINICANA'S CYANIDE T A I L I ~ S DAM CONSTRUCTION AND OPERATION Addison, E; Crater, R 0 Min Engng, V33, N6, June 1981, I~09-714 Describes t h e e ~ i l l emb~n~m~ent dam, which incorlx~rates interm~l gravel drains, ani t h e methods of construction used. Methods of taillngs transpor~ solution reclaim add runuff water diversion that have evolved are discussed.
~1~o
CO~ONS
ON Z ~
D~'S A m ~ A ~ O N
ENGINEERING (IN G ~ M A N ) Publ Inst Soil Mech Rock Mech, Unlv Fridericiana, Karl~uhe, N87, Feb 1981, 179P 816141 DESIGN AND CONSTRUCTION OF G A R D I N ~ DAM Prairie Farm Rehabilitation Administration report, 1980, 382P. Publ Quebec: Camadlan Govt Publishing Centre Describes the investigation, design, construction ani foundation and embar~ent l~cmm~8_ ~ce of Gardiner Dam, Canada. The clay ~hale foumdation p r e s e n t e d u n u s u a l stability im'oblems requiring stage construction, extensive im~Tau~entation and major design modifications durimg construc%ion. The continuation of a c c ~ e h e m s l v e instrumentation programme to m o m l t ~ m~vemmnts and pare iz-essures is essential to ensure satisfactory operation of the project. 8161~2 FAILURE OF TETON DAM. FINAL REPORT Washimgton: US Dept of the Interior. Teton Dam Failure Review Group relxm-t, Waahimg%on:
us 1980
The 1977 report found t2e T e t o n D ~ m f~_ilure to be the result of design deficiencies - inadequate protection of_ the embankment from percolation of water through it and along its contact with the highly Jointed rock founiation~ A number of possible physlc~l modes of f~ilure were postulated in the first report. This final report presents additional field and l~bor~tory investigations to define better the mode of failure. Investigations focused on ~cavatlon oz fill material from embankments, conditions of abutment stu-f~--ceand trench walls, tightness of grou~ cu~ain, ~nl wet se~ms within the embankment. Avail: U~.=O, WashlngtonDC, 20402 USA (024-033-00136-8)
Foundations See also: 816140 8161~3 MIAMI L~v~S~90NE FOUNDATION DESIGN AND CONSTRUCTION Kaderabek, T J; Reynolds, E T J Geotech Engng Div ASCE, Vl07, ~3T7, July 1981, -=~59-872 The techniques and. peculiarities ere reviewed r e ~ ' r d i ~ the design ani construction of shall~; foumiatioms bearing in the Miami Limestone. The thickness and lateral extent of the Miami Limestone are illustrated. The geologic characteristics of this fcrmation are presented, and the typ:es and properties of Mi~zti Limestone are explored. Methods of amalysis for shallow fourd~tion design are descrlDe~, ~ construction problems ~ difficulties are considered with case histories. Several criteria are su6gested for ev~luatir4~ shallow foumde.tions beefing in the Miami Limestone. Because this limestone is variable in strength, porosity and thickness, an adequate investigation of these properties should be conducted prior to foumlation construction at each particular site. Auth. 816144 FOUNDATIONS ON STRONG SAND OVE~LYI.NG WEAK SA~D Hanna, i :: J GeOtech Engng Div ASCE, Vl07, NG~q, July 1981, P915-927 The ultimate bearing capacity of foctlngs on subsoil conslsting of a strong sand layer overlying a weak sani deposit was investigated. A theory was developed and then results predicted. These predictions compared well "~ith test data on model strip and circular footings resting on dense sand overlying loose as well as compact sand. Design charts are presented for use in practic~1 application. Based on these charts, a procedure to determine the ultimate bearing capacity of strip and circular footings on a strong sand layer overlying a weo_k sand depOsit is described. Auth.
816145 RESPONSE OF. CIRCUL~/~ FOOTINGS TO VERTICAL VIBRATIONS. TECKNICAL NOTE Nagemdra, :[ V; Sridhsran, A J Geotech Emgr~ Div ASCE, V!07, NGTT, July 1981, .~x~9-995