143A

826164 COLLIFORD DAM BUILDS ON CORNWALL' S CHINA CLAY LEGACY

Na~ Civ Emgr, ~95, i0 June 1982, P18-21

Discusses the use of chima clay sand for a 27m high e~al%kment dam in Corn~, UK. The dam is being built with inspection galleries large enough to admit a grouting rig.

826165 SELBY MINE DIVERSION SETTLES DOWN New Civ Engr, ~95, i0 June 1982, P24-26

Describes the construction of the 2Skin diversion of the railway line around the Selby coalfield, Yarkshlre, UK, mostly comprising a 1.5m high rock fill embar~kment across the Vale of York flood plain with varying depths of weak alluvial silts, 826170 sards, clays and peat overlying firm Bunter sand- stone. Settlement is being monitored and is pro- ceeding as predicted.

826166 RELATIONSHIPS FOR CE~IFUGAL MODk~LII~3 OF SEEPAGE AND SURFACE FLOW EFFECTS ON EMBANK~ DAMS. TECHNICAL NOTE

Goodir~s, D J Geotechnique, V32, N2, June 1982, P149-152

826167 FABRIC REINFORCED TRIAL ~4BANEMENT DuBois, D D; Bell, A L; Snaith, M S Q J Emgng Geol, V15, N3, 1982, P217-225

A sand fill embankment, 4m high by 100m long has been constructed to investigate the ability of medium strength woven polypropylene sheets to act as reinforcing agents. Fabrics with nominal tensile strengths of tunder 20 kN/m and ttrder 50 kN/m both performed satisfactorily to give side slopes to the construction of better than 70 degrees. Attempts were made to measure both fabric and fill strains as Construction proceeded. Data from these measurements indicate that the major fabric extensions occurring at the time of con- struction are caused by the influence of com- paction and are largely independent of embank- merit height.

826168 DEFORMATION BI~IAVIOUR OF TALBINGO DAM Adlkari, G S N; Parkin, A K Int J Nt~n Anal Meth GeOmech, V6, N3, July-

Sept 1982, P353-382

Talbingo Dam is a well instrumented, 162m high rockfill structure with an upstream sloping silty clay core, located in southern Naw South Wales, Australia. A non-linear finite ele- ment analysis of its behavlour was carried out umder plane strain conditions, simulating its construction, reservoir filling and steady seepage loading stages. Material psrameters are determined from triaxial tests on the rockfill, core, filter and transition materials, compacted to field dry density and moisture content. All materials show non-linear stress-strain bahavlour, with rockfill exhibiting work softening at large strain. 826172 Mohr envelopes for rockfill are slightly curved but linear approximations are acceptable. When compared with stresses and d~ormation~ at maximum cross sections, the analytical results show good agreement in most areas° A non-linear model far pore pressure response is used successfully to predict the high pore pressures in the lower region of the core. A stability analysis pel~for - reed for the end of construction stage, based on finite element stresses, shows that the design safety factors are slightly conservative. Auth.

826169 FOUNDATION DRAINAGE FERFORMANCE AT GORDON DAM Guldici, S; Barnett, R H W Proc 3rd Australia-New Zealand Conference on

Ge~nechandcs, Wellington, 12-16 May 1980, V2, P1-6. Publ Wellington: New Zealand Institution of Engineers, 1980

The drainage and grouting system, and the piezometric system (to monitor pore pressures) of the 140m high Gordon arch dam are briefly described. The general performance of the dam is discussed and results indicating the distri- bution of interstitial fluid pressures in the foundation rock as the reservoir water level rose are presented.

COI~N DAM SPILLWAY - GEOLOGICAL INVESTIGATIONS AND PERFORMANCE

Thomson, D J; Woodward, R C Proc 3rd Australia-N~ Zealand Conference on

Geomechanlcs, Wellington, 12-16 May 1960, V2, P21-28. Publ Wellington: New Zealand Institution of Engineers, 1980

The geological investigations undertaken in con- ~2ction with the design and construction of Copeton Dam spillway are described, together with the factors influencing the spillway loca- tion and type of structure finally constructed. Following two minor discharges through the spill-

extensive scour occurred in the discharge area, which necessitated additional geological and engineering investigations including stress measurements and resulted in remedial and addi- tio:~l construction work being performed. The fundamental cause of the problem was found to be the occurrence of high horizontal stresses of up to 20MPa in the rock over this area.

Foundations

See also: 826027, 826245

826171 BODILY ASSL~ION OF ST. ENOCH Ground Engng, V15, N4, May 1962, P24-29

Presents a case study for the enlargement of the St. Enoch undergroumd station as part of the moderrdsation of twin tunnels on the Glasgow umderground, Scotlamd. The Planning Department decided the original building should remain. It was decided to support the building on a new prestressed concrete slab cast between side cantilever slabs which would then be Jacked up to isolate the building from its old foundations. Two rows of bored piles would provide the inner- most support for the cantilever slabs° A grout curtain was constructed at one end of the excav- ation area as a cutoff. Water inflow was cont- rolled by the installation of wellpoints and header pipes.

MOBILISATION OF SHA!~ ADHESION DOWN A BORED, CAST-IN-SITU PILE IN THE WOOLWICH AND READING BEDS

O'Riardon, N J Ground Engng, V15, NB, April 1982, P17-26

This paper describes the measurement of shaft adhesion mobilised down a bared# cast-in-situ test pile. Instruments embedded in the pile have enabled the force and displacement at levels down the pile to be calculated. Using these re- sults, the shaft adhesion mobilised after concrete