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Safety aspects in the design and inspection of dams
86;~,
833208 ROCK IZL~LD :SECOhD PC~,.~KRHOUSE Lucks~ A 3; Foster, C A; Lyman, T J !nt Water Power Dam Constr, \~4, NT, July 1982, P25-29 A case study of the cofferdam construction and rock excavation for the second powerhouse of the Rook Island Hydroelectric Power project. Hydrogeologic conditions included the presence of confined aquifers with high piezometric heads. For the upstream cofferdam, the highly pervious n~ture of the embankment required that a seal be used to reduce seepage: a non-plastic sandy silt was used. P~mps were installed to maintain the cofferdam in a d~;atered condition. Controlled blasting techniques and rock bolting resUlted in savings in concrete and the maintenance of the original excavation design, while protecting the rook foundstlon and existing structures. 833209 ICOLD'S 14 CONGRESS. PART 0}~ Int Water Pcwer Dam Constr, V34, N7, JUly 1982,
P4548 Reviews some of the papers presented at the Congress on the following topics: dam safety, monitoring and surveillance, remedial measUres, geology and geotechnlcs, new techniques, and pocr foundation quality. See item 833206 for part 2. 833210 ITAIPU HOLLt~.J GP~4VITY D~'~ Caric, D M; Eigenheer, L P; Uriarte, J Int Water P ~ e r Dam Constr, V3~, NS, May 1982, P30-44 Case study of the 612m long Itaipu Dam. Comparisons of different dam types resUlted in the choice of a hollow gravity dam design. Extensive geotechnlcal investigations of the foundation geology were carried out. Areas of weak, fractured zones in the foundation were strengthened by the placement of s grid of concrete shear keys and strips which were then concreted. Grouting of the foundations was carried out and a drainage system installed. A stability analysis of the d~m design, including finite element studies and physical model tests, was also performed.
833211
SA~'s'±'Y ASPECTS IN THE DESIGN AND INSPECTION OF D2.{S Serafim, J L Int W=ter Power D ~ Constr, V34, NS, May 1982,
833213 PRELID4INARY FOU~'iOATIOL~ ~ I F
; ' o ! ~ i ~<;
GRAVITY- .
Jcott, G A; Dreher, K J; Her~uig, C (7 Proc 23rd Sympos!~ on Rock "echanics, Berkeley, 25-27 August 1982, PI099-1M~'. Pub] t ~ York: ALv2_, 1982 Describes preli~;inary s ~ l y s e s performed for the Theodore Roosevelt D~m, ;ri:or~=, U;A, to ~;ssess foundation stability for !ncreused lo':~dlng resUlting from raising the din ~nd reservoir water level 12m. These included finite element seepage analyses and st~bi!ity ~n;lyses. it is concluded that although the d~::: is fund~ent~=ily stable it will probably require soz~ foundation treatment. Four alternatives have been considered: grouted steel bar reinforcement, drainage, ahe'-~.-~ keys, and post-tensioned cables. 8 3 3 2 ] 4 NON-LINE.~.R BEHAVIOUR OF A ~17.'7Y CL.Y D/~ COPJ" Adikarl, G S N; Parkln, A K; Donald, I B
Proc 10th International Conference on foil h~echanics and Foundation Englneerirg, Stockholm, 15-19 June 19@1, V!, P532-535. Publ Rott~rd~m: /.. A. ~r~Lkama, 1981 Consolidated undrained, unconsolidated undrained, and consolidated drained tri~xial tests were conducted to examine the non-llnesr deformation behavlour of s t y T i c ~ silty cluny core, ~s used in Talblngo Dc~_. Consideration w~s given to the internal collapse potential which the passage of a saturation front might generate. The hyperbolic model used was checked by back analysis of the triaxial test data, and applied to sn analysis of deformations and pore pressUres in Talbingo Dam. 833215 CENTRI~JG.:-~ 'IODEI,; TO EV~_LU.~,TE ~,rt~.gURIC~,L~]{THODS Basset, R H; Davies, ~' C R; Gunn, ~.'.J Proc lOth Intermtlon~l Conference on :~oil ~echanics and Fourhation Engineering, Stockholm, ~ 5 -~° June 19@] V!, P557-562 Pub! Rotterd~.m: ;. Ao _Ualkem~, 1981 Centrifuge model tests of emb~:mkments were carried out and the resUlts c ~ z ~ r e d with those from s numerical a~lysls using the CRIqTINA computer program incorporating the finite element method. _~ne excess pore pressures generated by embankment construction nnd their rates of dissiltation were fairly well predicted. Construction and consolidation settlements were "~&so correctly predicted.
P45-~7 Failure of a dam is usually not sudden but l~eceded by 'warning signe_ls'. A checklist of events which may be these 'warning signals' is presented f~r gravity, buttress, arch, earth and rockfill dams. 833212 VALL~E OF INSPECTION GALLk~IES Kutzner, C Int Water Power Dam Constr, V34, NS, May 1982,
P78-84 Galleries in earth and rook fill dams permit the permanent control of seepage through the subgrade below dsz.s. Sectlon-by-sectlon monltc~Ing and drainage of water seeping through the dam is also possible using a gallery. The galleries also allow sealing of the subsoil with grouting independently of embankment filling operations. Disadvantages include construction time and greater expense.
Foundations 833216 c~55 COAi~2 ROAD R,'?V FLOATS ON ~EA OF PII2s P~rkinson, J Na~ Civ Engr, N525, 27 Jan 1983, P20-21 Thousands of piles at 2m centres spanned by s~ rolled pulverlsed fuel rash concrete raft are being used to support two embankments of the A55 due to bad ground conditions: great depths of soft alluvium. The raft is designed to s]x~n between piles with no support '~ssumed from the ground. 833217 PREDICTION OF q~HE PERFOE
833208 ROCK IZL~LD :SECOhD PC~,.~KRHOUSE Lucks~ A 3; Foster, C A; Lyman, T J !nt Water Power Dam Constr, \~4, NT, July 1982, P25-29 A case study of the cofferdam construction and rock excavation for the second powerhouse of the Rook Island Hydroelectric Power project. Hydrogeologic conditions included the presence of confined aquifers with high piezometric heads. For the upstream cofferdam, the highly pervious n~ture of the embankment required that a seal be used to reduce seepage: a non-plastic sandy silt was used. P~mps were installed to maintain the cofferdam in a d~;atered condition. Controlled blasting techniques and rock bolting resUlted in savings in concrete and the maintenance of the original excavation design, while protecting the rook foundstlon and existing structures. 833209 ICOLD'S 14 CONGRESS. PART 0}~ Int Water Pcwer Dam Constr, V34, N7, JUly 1982,
P4548 Reviews some of the papers presented at the Congress on the following topics: dam safety, monitoring and surveillance, remedial measUres, geology and geotechnlcs, new techniques, and pocr foundation quality. See item 833206 for part 2. 833210 ITAIPU HOLLt~.J GP~4VITY D~'~ Caric, D M; Eigenheer, L P; Uriarte, J Int Water P ~ e r Dam Constr, V3~, NS, May 1982, P30-44 Case study of the 612m long Itaipu Dam. Comparisons of different dam types resUlted in the choice of a hollow gravity dam design. Extensive geotechnlcal investigations of the foundation geology were carried out. Areas of weak, fractured zones in the foundation were strengthened by the placement of s grid of concrete shear keys and strips which were then concreted. Grouting of the foundations was carried out and a drainage system installed. A stability analysis of the d~m design, including finite element studies and physical model tests, was also performed.
833211
SA~'s'±'Y ASPECTS IN THE DESIGN AND INSPECTION OF D2.{S Serafim, J L Int W=ter Power D ~ Constr, V34, NS, May 1982,
833213 PRELID4INARY FOU~'iOATIOL~ ~ I F
; ' o ! ~ i ~<;
GRAVITY- .
Jcott, G A; Dreher, K J; Her~uig, C (7 Proc 23rd Sympos!~ on Rock "echanics, Berkeley, 25-27 August 1982, PI099-1M~'. Pub] t ~ York: ALv2_, 1982 Describes preli~;inary s ~ l y s e s performed for the Theodore Roosevelt D~m, ;ri:or~=, U;A, to ~;ssess foundation stability for !ncreused lo':~dlng resUlting from raising the din ~nd reservoir water level 12m. These included finite element seepage analyses and st~bi!ity ~n;lyses. it is concluded that although the d~::: is fund~ent~=ily stable it will probably require soz~ foundation treatment. Four alternatives have been considered: grouted steel bar reinforcement, drainage, ahe'-~.-~ keys, and post-tensioned cables. 8 3 3 2 ] 4 NON-LINE.~.R BEHAVIOUR OF A ~17.'7Y CL.Y D/~ COPJ" Adikarl, G S N; Parkln, A K; Donald, I B
Proc 10th International Conference on foil h~echanics and Foundation Englneerirg, Stockholm, 15-19 June 19@1, V!, P532-535. Publ Rott~rd~m: /.. A. ~r~Lkama, 1981 Consolidated undrained, unconsolidated undrained, and consolidated drained tri~xial tests were conducted to examine the non-llnesr deformation behavlour of s t y T i c ~ silty cluny core, ~s used in Talblngo Dc~_. Consideration w~s given to the internal collapse potential which the passage of a saturation front might generate. The hyperbolic model used was checked by back analysis of the triaxial test data, and applied to sn analysis of deformations and pore pressUres in Talbingo Dam. 833215 CENTRI~JG.:-~ 'IODEI,; TO EV~_LU.~,TE ~,rt~.gURIC~,L~]{THODS Basset, R H; Davies, ~' C R; Gunn, ~.'.J Proc lOth Intermtlon~l Conference on :~oil ~echanics and Fourhation Engineering, Stockholm, ~ 5 -~° June 19@] V!, P557-562 Pub! Rotterd~.m: ;. Ao _Ualkem~, 1981 Centrifuge model tests of emb~:mkments were carried out and the resUlts c ~ z ~ r e d with those from s numerical a~lysls using the CRIqTINA computer program incorporating the finite element method. _~ne excess pore pressures generated by embankment construction nnd their rates of dissiltation were fairly well predicted. Construction and consolidation settlements were "~&so correctly predicted.
P45-~7 Failure of a dam is usually not sudden but l~eceded by 'warning signe_ls'. A checklist of events which may be these 'warning signals' is presented f~r gravity, buttress, arch, earth and rockfill dams. 833212 VALL~E OF INSPECTION GALLk~IES Kutzner, C Int Water Power Dam Constr, V34, NS, May 1982,
P78-84 Galleries in earth and rook fill dams permit the permanent control of seepage through the subgrade below dsz.s. Sectlon-by-sectlon monltc~Ing and drainage of water seeping through the dam is also possible using a gallery. The galleries also allow sealing of the subsoil with grouting independently of embankment filling operations. Disadvantages include construction time and greater expense.
Foundations 833216 c~55 COAi~2 ROAD R,'?V FLOATS ON ~EA OF PII2s P~rkinson, J Na~ Civ Engr, N525, 27 Jan 1983, P20-21 Thousands of piles at 2m centres spanned by s~ rolled pulverlsed fuel rash concrete raft are being used to support two embankments of the A55 due to bad ground conditions: great depths of soft alluvium. The raft is designed to s]x~n between piles with no support '~ssumed from the ground. 833217 PREDICTION OF q~HE PERFOE