Rocky path for revelstoke hydro : New Civ Engr, N507, Sept 1982, P30–37

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<ul><li><p>50A </p><p>8321~I </p><p>8321~2 </p><p>8321;~3 </p><p>8321Ld~ </p><p>8321~5 </p><p>ROCKY PATH FOR REVELSTOKE HYDRO New Civ Engr, N507, Sept 1982, P30-37 </p><p>A case study of the construction of a gravity dam and embankment dam as part of the Revelstoke hydroelectric power complex, Canada. Several delays occurred, including 2 rock slides, due to bad rock conditions (folded and warped yotung metamorphic rocks with manY shear planes and heavily fractured in places). </p><p>MOTOR~AY SLIP REPORT "WARNS 'GO EASY' WITH CLAY EMBAN~2~ENTS </p><p>Byrd, T New Civ Engr, N516, II Nov 1982, P18-20 </p><p>A final report on the M25 embankment failure concl~ded that: (i) The existing ground was fissured and, at the time of loading, sat iated with rain. High water pressure, induced by loading and non-free drainage, then led to progressive loss of strength. (2) A loss of strength due to softening of the clay fill because of non-free drainage also occurred. (3) The London clay used on the embankment with its low or negative pore pressures would have absorbed water from the drainage blanket. Shear straining during loading would then have resulted in softening of the clay. (4) Cracking, emanating from the embankment base, and pro- gressive failure also contributed to the collapse. </p><p>GRIMSBY'S WASTING SEWERS ARE REVIVED Beckett, D; Barrett, A; Jarvls, W Consult Engr, V~6, N10, Oct 1982, P14-15 </p><p>A case study of the construction of 3 circular cofferdams, with sheet pile walls and reinforced concrete walings, for the Grimsby and Cleethca~pe's sewerage system is presented. Borehole investi- gations revealed chalk overlain by layers of glacial till and a soft alluvium. Finite element analysis of the sheet pile walls was used to establish loadings on the walings. After driving of the sheet piles the construction was monitored to assess whether soll pressure vas being fully mobilised. </p><p>TWO PRACTICAL EXAMPLES OF NUMERICAL APFROACHES FOE SOLVINS DISCONTINUITY FROBL~MS IN DAM DESIGN </p><p>Souza Lima, V; Abrahao, R A Int J NumAnal Meth Geomech, V6, N~, Oct- </p><p>Dee 1982, ~61-481 </p><p>Some basic concepts for use in n12nerieal analy- sis of discontinuity problems are first dis- cussed: safety factors, partial safety factors (a sm~i-probabilistic approach), constitutive laws and finite element modelling of Joints. Two case studies are then presented to illust- rate the use of numerical analyses for dams with discontinuity problems: the Agua Vermelha dam, Brazil, containing a major Joint in its foumdation, and the Itaipu dam, Brazil, with marO ~ discontinuities between lava flows, @~eatly reducing the strength and stiffness of the rock mass. </p><p>CONVENYIONAL AND PROBABILISTIC ~MBA~ DESIGN McGuffey, V; Grivas, D; Ic~i, J J Geotech Engng Div ASCE, VI08, NGT10, Oct </p><p>1982, P12~6-1254 </p><p>The safety of a proposed highway embar~ent is evmluated both conventionally and probabilisti- cally. Results from tests on undisturbed soll samples, are statistically analyzed and presen- </p><p>ted. The factor of safety is introduced </p></li></ul>