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Manicouagan 3 Main Dam – History of the Board of Consultants”

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Manicouagan 3 Main Dam – History of the Board of Consultants” THE ENGINEERING INSTITUTE OF CANADA and its member societies L'Institut canadien des ingénieurs et ses sociétés membres EIC’s Historical Notes and Papers Collection (Compilation of historical articles, notes and papers previously published as Articles, Reports, Working Papers or Journals) ENGINEERING HISTORY PAPER #99 “Manicouagan 3 Main Dam – History of the Board of Consultants” by Richard Gervais January 2021 (originally published in Canadian Dam Bulletin, Vol. 31, No. 3) *********************** EIC HISTORY AND ARCHIVES *********************** © EIC 2021 PO Box 40140, Ottawa ON K1V 0W8 +1 (613) 400-1786 / [email protected] / http://www.eic-ici.ca Overview of the Manicouagan 3 Main Dam – History of the Board of Consultants Aperçu du barrage principal de Manicouagan 3 – Histoire du Comité des experts Richard Gervais ABSTRACT The Manicouagan 3 Project was built by Hydro-Québec between 1971 and 1975. Early references in the technical lit- erature date back to 1965, but an official Board of Consultants was established by the owner in 1967. This paper covers information about this board and its members as we near the 45th anniversary of this successful project resting on difficult foundations. RÉSUMÉ L’aménagement Manicouagan 3 a été construit par Hydro-Québec entre 1971 et 1975. Les premières références dans la littérature technique remontent à 1965, mais un Comité d’experts a été formé par le propriétaire en 1967. Vous trouverez dans ce document des informations sur ce comité et ses membres alors que nous approchons du 45e anniversaire de ce projet reposant sur des fondations difficiles. MANICOUAGAN RIVER river: McCormick (235 MW), Manic-1 MANICOUAGAN 3 PROJECT The Manicouagan River flows (185 MW), Manic-2 (1229 MW), Manic-3 The Hydro-Québec Manicouagan 3 towards the St. Lawrence River (1326 MW), Manic-5 (1596 MW) and Project consists of three main struc- through a vertical drop of 358 m Manic-5-PA (1064 MW). Two other tures built between 1971 and 1975: from the Manicouagan Reservoir, stations, Toulnustouc (526 MW) and • Underground power station with 6 filling an ancient meteoritic crater, to Hart-Jaune (51 MW), are located on turbines for a total of 1326 MW Baie-Comeau on the North Shore of the tributaries of the same name. Electricity • Secondary dam, a 71 m high con- Province of Quebec. Figure 1 shows from these stations is delivered to large crete gravity structure with the the extent of the river drainage basin. population centres through a 735 kV spillway gates From downstream to upstream, transmission grid, which was a tech- • Main dam, a 106.68 m high sand and six power stations are located on the nical breakthrough in the mid 1960s. gravel embankment with a till core Figure 1. Manicouagan River Drainage Basin (Hydro-Quebec). Figure 1. Bassin versant de la rivière Manicouagan Figure 2. Manicouagan-3 Stratigraphic Profile. (Hydro-Québec). Figure 2. Profil stratigraphique à Manicouagan-3. 30 View past issues of the CDA Bulletin online at www.naylornetwork.com/cda-nxt/ Figure 3. Manicouagan-3 Main Dam Typical Cross Section (Dascal 1979). Figure 3. Coupe-type du barrage principal Manicouagan-3 (Dascal 1979). Legend Since the cutoff and the gallery are rigid inclusions within a large volume of Légende compressible foundation materials over- A Till Core lain by a large dam, a bentonite layer Noyau de till is present above the gallery to act as a B Gravelly Sand Transition soft transition to the till core. The cutoff Transition en sable graveleux walls and the gallery were instrumented C Coarse Granular Shell to measure stresses and displacements. Recharge en sol pulvérulent grossier Numerous open pipe and vibrating D Selected Gravel Drain wire piezometers are located in the Drain de gravier sélectionné dam core and in the foundation. E Rockfill Downstream Slope Figure 4 shows an aerial view of Protection the Manicouagan 3 Main Dam down- Protection du parement aval Figure 4. Manicouagan-3 Main Dam Aerial stream slope and both abutments. en enrochement View (Hydro-Quebec). F Cobble, Boulder and Rockfill Figure 4. Vue aérienne du barrage principal External Zones de Manicouagan-3 (Hydro-Québec). BOARD OF CONSULTANTS Zones extérieures 1967-1983 avec cailloux, blocs et of interlocking piles bored to bedrock The first meeting of the Board of enrochements through the alluvium. Consultants was held in August 1967 G Bentonite Cushion Above When these piles were bored, com- with Arthur Casagrande, Frank A. Inspection Tunnel puter-controlled drilling equipment Nickell (Bureau of Reclamation), Zone de bentonite au-dessus du tunnel d’inspec tion did not exist. Great care was necessary Robert Peterson (Prairie Farm T Till Blanket to maintain the verticality of the piles Tapis en till to the required depths. Inclinometers were embedded in these piles during concreting. MAIN DAM The Peribonka Dam was built by The main dam rests on a thick Hydro-Québec from 2005 to 2007 on foundation of alluvial materials, up alluvial foundations like those of the to 126 m deep. It consists mostly of Manicouagan 3 Main Dam. However, sand and gravel, with coarser elements foundation treatment technology has present near the steep faces of the val- made great progress over the last dec- ley. Figure 2 shows the heterogeneous ades, and the solutions used at Peribonka nature of the soils within the deep are quite different (Morency et al. 2012). canyon. The cutoff walls were capped with Figure 3 shows the cross section of an inspection gallery that also allowed From l. to r. (Taken from Hydro-Presse, the embankment dam with a central access for a small drill rig, if grouting June 1973) till core and sand and gravel shoul- between the concrete cutoff walls was De g. à dr. (Extrait d’Hydro-Presse, juin 1973) ders. The positive cutoff consists of deemed necessary. This injection was Leo Casagrande, Francis B. Slichter, Arthur two 600 mm thick concrete walls made never required. Casagrande, Oscar Dascal, Frank A. Nickell. Canadian Dam Association • Summer 2020 31 Rehabilitation Administration) and program at Harvard University in 1932, for more than ten years, developing Francis B. Slichter (U.S. Army Corps where he was a professor for more than the principles of electro-osmosis. He of Engineers). forty years. Among his contributions spent the period of the Second World Mr. Peterson died suddenly in 1969. were soil classification, water flow in War in Berlin. Mr. Frank A. Nickell also died in 1975. soils, and shear strength. After this conflict, he was invited They were not replaced on the board. He organized the first international in Great Britain to join the Building Acting as secretary for conference on soil mechanics and foun- Research Station in Watford, where he Hydro-Québec until 1972 was Guy S. dation engineering in 1936. He was worked from 1946 to 1950. His brother, Larocque. After he was transferred president of the International Society Arthur Casagrande, brought him to to Société d’énergie de la Baie James of Soil Mechanics and Foundation the United States in 1950. He became for the construction of the La Grande Engineering (ISSMFE) from 1961 to a professor at Harvard University in Hydroelectric Complex, Oscar Dascal 1965. He gave both a Rankine and a 1956. He developed a practice as a geo- took on his role. Terzaghi lecture before he passed away technical consultant with his son, Dirk When Arthur Casagrande passed in 1981. Casagrande. He died in 1990. away in 1981, he was replaced by his brother, Leo Casagrande. The 22nd LEO CASAGRANDE FRANK A. NICKELL and last meeting of Board was held Board of Consultants 1981-1983 Board of Consultants 1967-1973 in September 1976, but correspond- ence with the remaining experts can be traced until 1983. ARTHUR CASAGRANDE Board of Consultants 1967-1980 Leo Casagrande was born in 1903 Frank A. Nickell was born in in Haidenschaft, Austria. He gradu- 1906. He graduated as a geologist in ated from the Technische Hochschule 1927 from the California Institute of in Vienna. He started work as a struc- Technology (Caltech). He obtained a tural engineer in Bavaria, then moved master’s degree in 1928 and a Ph.D. to the United States from 1930 to in geology and civil engineering from Arthur Casagrande was born in 1902 1932 as a research assistant to Karl Caltech in 1931. He was a geologist in Haidenschaft, Austria. He gradu- Terzaghi at the MIT. He returned to for the U.S. Bureau of Reclamation ated from the Technische Hochschule Vienna with Dr. Terzaghi in 1932. (USBR) from 1931 to 1942 in Denver, in Vienna in 1924. He moved to the He organized a technical institute Colorado. He was the resident geol- United States where he became a for soil mechanics at the University ogist during the construction of research assistant to Karl Terzaghi of Berlin in 1933. In 1934, he was Hoover Dam and he became chief at the Massachusetts Institute of appointed head of the division of soil geologist at USBR from 1938 to 1942. Technology (MIT) from 1926 to 1932. mechanics for German motorways, He worked for Shell and Standard Oil He instituted the soil mechanics the Autobahn. He worked in this field from 1943 to 1944. 984867_Tetra.indd32 1 25/10/19View 2:00 past966500_Diving.indd PM issues of the 1 CDA Bulletin online at www.naylornetwork.com/cda-nxt/5/30/19 9:15 PM Mr. Nickell was a consultant from He began working for the United States International Commission on Large 1945 until his retirement in 1973. He Army Corps of Engineers (USACE) Dams (ICOLD). He became general worked in forty countries, notably as in the Kansas City District. He then reporter for Question 66 on difficult an expert to determine the causes of the moved to the Missouri Division in foundations at the Vienna Congress in Malpasset Dam failure in France.
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