Summary
Rock Stresses in Canada — Their Relevance to Engineering Projects. This paper reviews the stress measurements that have been made in Canada, and discusses additional evidence for the existence of high horizontal stresses; for example, post-pleistocene folds and faults, and damage to man-made works.
Horizontal stresses in the range 5–15 MPa have been measured at depths as shallow as 0–100 metres; much higher stresses than one would expect from gravitational loading. The two horizontal principal stress components are often similar in magnitude, with the major principal stress in a northeast to easterly direction.
Case studies are presented to illustrate the detrimental effects of these high stresses on canals and bridges; open excavations; rock tunnels; and mining excavations. Precautions are recommended with regard to both construction practices and design.
There is often a need for substantial delay between rock excavation and lining placement to allow for the relief of stresses. Also the distance between the location of rock excavation and the nearest rigid support should be maximized. Linings and supports should either be flexible or should be protected by a deformable interface layer, to accommodate up to 10 cm of inwards movement of the excavation walls. Movements may occur over substantial periods of time, so that the design methods used should consider rock creep. Monitoring of displacements and rock pressures is also needed in many cases.
Zusammenfassung
Primäre Gebirgsspannungen in Kanada und ihre Bedeutung für den Ingenieurbau. Die Arbeit gibt einen Überblick über Spannungsmessungen, die in Kanada durchgeführt worden sind, sowie zusätzliche Hinweise für das Bestehen von hohen Horizontalspannungen (z. B. nach-pleistozäne Falten und Störungen sowie Schäden an Bauwerken).
Horizontalspannungen in der Größenordnung von 5 bis 15 MPa sind schon in Tiefen von weniger als 100 m anzutreffen. Das sind höhere Werte als die, welche vom Überlagerungsdruck abzuleiten sind. Die beiden Horizontalkomponenten sind oft von ähnlicher Größe und die Maximalspannung ist meist nordost bis ost gerichtet.
Beispiele für die Nachteile hoher Gebirgsspannungen auf Kanäle, Brücken, Baugruben, Felstunnel und Bergwerke werden mitgeteilt. Für Planung und Bauausführung werden Vorsichtsmaßnahmen abgeleitet.
Um Spannungsumlagerungen zu ermöglichen, sollte zwischen dem Ausbruch des Profils und dem Einbringen des steifen Ausbaues ein möglichst großer Zeitraum verstreichen. Der Ausbau sollte entweder flexibel sein oder eine verformbare Zwischenlage besitzen, die bis zu 10 cm Verformung aufnehmen kann. Bewegungen können über lange Zeiträume anhalten, weshalb die Konstruktion die Möglichkeit von Gesteinskriechen berücksichtigen sollte. Die Messung von Verformungen und Gesteinsspannungen ist in vielen Fällen notwendig.
Résumé
Les contraintes rocheuses au Canada et leur importance par rapport aux projets du génie. Cette communication passe en revue les mesures de contraintes effectuées au Canada et discute les preuves additionnelles de l’existence de contraintes horizontales importantes, comme — par exemple — les plissements et les failles formés après le Pléistocène ainsi que les dégats encouvus par les ouvrages érigés par les hommes.
Des contraintes horizontales de l’ordre de 5 à 15 MPa furent enregistrées pour des profondeurs ne dépassant pas 100 mètres, valeurs beaucoup plus élevées que celles qui sont théoriquement génévées par l’action de la gravité. Les deux composantes horizontales des contraintes principales sont souvent du même ordre de grandeur, la plus grande étant dans la direction NE/E.
Des exemples sont donnés afin d’illustrer les effets néfastes que peuvent avoir ces contraintes importantes dans le cas de canaux et de ponts; dans le cas d’excavations à ciel ouvert; dans le cas de tunnels rocheux; ainsi que dans le cas de mines souterraines. Diverses précautions sont recommandées aussi bien pour la phase de construction que lors du dimensionnement.
Il est souvent nécessaire de prévoir un délai important entre l’excavation rocheuse proprement dite et le placement due parement afin de permettre la relaxation des contraintes. De plus, la distance minimum entre la face rocheuse et le premier support rigide se doit d’être maximisé. Les parements et les supports derraient être, soit flexibles, soit protégés au moyen d’une couche intermédiaine dé-formable, afin de permettre des déplacements rocheux de l’ordre de 10 cm vers l’interieur de l’excavation. Ces mouvements peuvent se produire pendant une période non négligeable à tel point que les méthodes de dimensionnement derraient tenir compte d’un certain fluage de la roche. La détermination de l’évolution des déplacements et des contraintes rocheuses est nécessaire dans de nombreux cas.
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Franklin, J.A., Hungr, O. (1978). Rock Stresses in Canada Their Relevance to Engineering Projects. In: Geomechanik gebirgsbildender Vorgänge und deren Auswirkungen auf Felsbauten ober und unter Tage / Geomechanics of Orogenetic Events and Their Effects on the Construction of Rock Structures on Subsurface and Underground. Rock Mechanics, vol 6. Springer, Vienna. https://doi.org/10.1007/978-3-7091-4160-1_3
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DOI: https://doi.org/10.1007/978-3-7091-4160-1_3
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