Showing papers in "Canadian Geotechnical Journal in 1973"
TL;DR: In this article, some solutions for heat transfer in thawing soils are reviewed, and the relative importance of the torsion rate of a thawed soil is discussed.
Abstract: An analysis of the engineering behavior of a thawing soil requires knowledge of the rate of melting. Some solutions for heat transfer in thawing soils are reviewed. The relative importance of the t...
77 citations
TL;DR: In this article, the residual stress is defined as an effective stress in the soil skeleton when a fine-grained soil is thawed under undrained conditions, and it is termed residual stress.
Abstract: If a fine grained soil is thawed under undrained conditions, in general an effective stress exists in the soil skeleton. This effective stress is termed the residual stress. In ice-rich soil the re...
58 citations
TL;DR: Later, a detailed map showed that the slide mass lay on the steeply eastward dipping limb of the anticline and the crest of the fold lay very close to the crown of the slide as discussed by the authors.
Abstract: The landslide from the east face of Turtle Mountain that destroyed the southern end of the town of Frank in the Crowsnest Pass area of southwestern Alberta has become a classic example because it is one of the largest for which eye witness accounts and a contemporary scientific examination exist. Textbook accounts rely on the reports published shortly after the slide's occurrence in 1903.The slide was thought to have moved down the dip of a steeply inclined set of joints and has therefore been classified variously as a rockfall or block flow. Later regional and geological mapping has shown that the crest of Turtle Mountain lay close to the axis of the Turtle Mountain Anticline. A new detailed map shows that the slide mass lay on the steeply eastward dipping limb of the anticline and the crest of the fold lay very close to the crown of the slide. The slide probably took place on bedding surfaces with the orientation of the scarp and lateral margins of the slide controlled by joint sets. The surface of rupt...
51 citations
TL;DR: In this paper, the vertical uplift capacity of foundations under oblique loads has been investigated and the analysis is compared with the results of model and field tests on rigid foundations under rigid loads.
Abstract: The previous theory of vertical uplift capacity of foundations has been extended to foundations under oblique loads. The analysis is compared with the results of model and some field tests on rigid...
51 citations
TL;DR: In this paper, an instrumented impact cone penetrometer for direct measurement of in situ strength properties of a soil target is described. And the developed penetrometers, in addi...
Abstract: The present paper describes the development of an instrumented impact cone penetrometer for a direct measurement of in situ strength properties of a soil target. The developed penetrometer, in addi...
44 citations
TL;DR: In this article, the results of a laboratory testing program to determine the permeability ratio, rK, (ratio of coefficients of permeability for flow parallel to and perpendicular to the soil layers) were reported.
Abstract: The results are reported of a laboratory testing program to determine the permeability ratio, rK, (ratio of coefficients of permeability for flow parallel to and perpendicular to the soil layers) o...
44 citations
TL;DR: Mackenzie Valley Pipe Line Research Limited has undertaken a significant amount of full-scale testing at its test site near Inuvik, N.W.T. as discussed by the authors.
Abstract: Mackenzie Valley Pipe Line Research Limited has undertaken a significant amount of full-scale testing at its test site near Inuvik, N.W.T. Large diameter high ice content permafrost core samples we...
39 citations
TL;DR: A general solution to the problem of one-dimensional thaw-consolidation has been formulated by Morgenstern and Nixon (Can. Geotech. J. 8, p. 558, 1971) as discussed by the authors.
Abstract: A general solution to the problem of one-dimensional thaw–consolidation has been formulated by Morgenstern and Nixon (Can. Geotech. J. 8, p. 558, 1971). In order to assess the validity of the theor...
38 citations
TL;DR: In this paper, the downward and upward movements of the two freezing fronts in the active layer, during the fall freeze-back period, are described. And the principle, which is based upon the differential vertical migration of fine and coarse particles resting upon an upward moving horizontal icewater interface, is discussed.
Abstract: A frost tube which can be used in permafrost areas to determine both the downward and upward movements of the two freezing fronts in the active layer, during the fall freeze-back period, is described. The principle, which is based upon the differential vertical migration of fine and coarse particles resting upon an upward moving horizontal ice–water interface, is discussed. Attention is drawn to some of the ice characteristics of the active layer and top of the permafrost which result from upward freezing at the bottom of the active layer.
36 citations
TL;DR: In this article, a load test was conducted on piles 15.9-38.1mm in diameter and up to 1.8m long in a compact dry sand, where the piles were buried in the sand stratum during sand placement.
Abstract: Laboratory load tests were conducted on piles 15.9–38.1 mm in diameter and up to 1.8 m long in a compact dry sand. The piles were buried in the sand stratum during sand placement. Two conditions of test were imposed—in one the pile was free to settle as the sand was placed around it and in the other the top end of the pile was rigidly clamped thus preventing any movement of the pile during sand placement. The piles were provided with sensitive axial load transducers at their base and at seven positions along their length.During test preparation a residual force system was locked in the pile and it was found that this initial residual state controlled the subsequent load and movement behavior of the pile. Data are given which show the mechanics of load mobilization and sharing for piles of different length–diameter ratios between 10 and 112, different axial flexibilities, and different diameters. In addition one series of tests examined the significance of footings located at regular intervals along the pi...
35 citations
TL;DR: In this paper, the authors make reasonable estimates of the presence or absence of permafrost and its thickness in a given location, using the general lithology at the given location and a regional distribution of the GEOTHERMAL FLUX from the Earth's inferior to its superior.
Abstract: WITH A KNOWLEDGE OF THE MEAN ANNUAL GROUND TEMPERATURES, THE GENERAL LITHOLOGY AT A GIVEN LOCATION AND A REGIONAL DISTRIBUTION OF THE GEOTHERMAL FLUX FROM THE EARTH'S INFERIOR, IT IS POSSIBLE TO MAKE REASONABLE ESTIMATES OF THE PRESENCE OR ABSENCE OF PERMAFROST AND ITS THICKNESS. THE PREDICTION IS COMPLICATED BY CHANGES OF THE LOCAL SURFACE TEMPERATURE IN THE PAST DUE TO A VARIETY OF FACTORS RANGING FROM CHANGES OF CLIMATE TO FOREST FIRES.
TL;DR: In this paper, the authors examined experimentally how the excess pore-water pressure is related to the mechanism for undrained creep of San Francisco Bay mud, and the results are discusse...
Abstract: The objective of this presentation is to examine experimentally how the excess pore-water pressure is related to the mechanism for undrained creep of San Francisco Bay mud. The results are discusse...
TL;DR: In this paper, the general principles for estimating the capacity of a pile bent under inclined load are discussed. But the present part is devoted to the case of vertical piles and the present Part III deals with inclined piles.
Abstract: Following Part I on vertical piles and Part II on inclined piles the present Part III deals with the general principles for estimating ultimate capacity of a pile bent under inclined load. The resu...
TL;DR: In this article, a numerical model was used to solve the problem of steady state coupled rocking and lateral vibrations of footings embedded into an elastic half space, and the good accuracy of the model was demonstrated.
Abstract: A numerical model is described that was utilized to solve the problem of steady state coupled rocking and lateral vibrations of footings embedded into an elastic half space. The good accuracy of th...
TL;DR: In this paper, full scale penetrometer and vane tests had to be performed in the laboratory to observe the behavior of the soil during such tests, and the results showed that Champlain clays were resistant to the impact of such tests.
Abstract: As part of an investigation on the behavior of Champlain clays, full scale penetrometer and vane tests had to be performed in the laboratory to observe the behavior of the soil during such tests. S...
TL;DR: In this article, a theory of thaw-consolidation was proposed to predict the dissipation of excess pore fluids in thawing arctic soils. But this theory is limited to arctic soil.
Abstract: In order to assess the stability and deformation qualities of thawing arctic soils, a theory of thaw–consolidation must be established to predict the dissipation of excess pore fluids. The predicti...
TL;DR: In this paper, the authors presented a detailed record of the LABORATORY investigation and field observations made in CONJUCTION with the CONSTRUCTION of the PERMANENT AUTOROUTE EMBANKMENT and the TEMPORARY PRELOADING FILL.
Abstract: THE AUTOROUTE DE LA RIVE NORD ON THE NORTH SHORE OF THE ST. LAWRENCE RIVER TRAVERSES DEEP DEPOSITS OF COMPRESSIBLE SOILS IN THE BERTHIERVILLE ARE. WHERE THE FOUR-LANE AUTOROUTE SPANS A RAILROAD SPUR LINE AND HIGHWAY 41, THE UPPER 60 FT (18 M) OF SUBSOIL CONSISTS OF LAYERS OF SILTY SAND, SILTY CLAY, SAND AND SILT, STRATIFIED SILTY CLAY AND SAND, AND OVERLIES 182 FT (55 M) OF MARINE CLAY. THE DISTANCE BETWEEN THE RAILWAY AND HIGHWAY 41 IS 400 FT. (120 M), AND THE OVERPASSES ARE CONNECTED BY A GRANULAR FILL. THIS FILL HAS A TOTAL HEIGHT OF 35 FT (10.7 M), AND, FOR STABILITY REASONS, REQUIRED STAGE CONSTRUCTION AND STABILIZING BEAMS. A 25 FT (7.6 M) TEMPORARY PRELOADING FILL WAS ALSO PLACED ON HIGHWAY 41 TO INCREASE THE SHEAR STRENGTH OF AN UNDERLYING UPPER CLAY LAYER AS REQUIRED FOR STEEP SLOPE DESIGN AT THE OVERPASS ABUTMENTS. LABORATORY TESTING INDICATED THAT THE UPPER 60 FT (18 M) OF THE FOUNDATION SOILS ARE NORMALLY CONSOLIDATED FLUVIAL DEPOSITS AND THAT LARGE SETTLEMENTS OF THE EMBANKMENTS WERE TO BE EXPECTED. THE LOWER MARINE CLAY IS OVERCONSOILDATED BY 0.8 TON/FT SQUARE (0.8 KG/CM SQ). PERIODIC OBSERVATIONS TAKEN SINCE THE BEGINNING OF CONSTRUCTION IN 1964 SHOW THAT THE AUTOROUTE EMBANKMENT HAS SETTLED 7.4 FT (2.26 M) AND THAT SETTLEMENT IS CONTINUING AT A GRADUALLY DECREASING RATE. DEEP SETTLEMENT GAUGES AND PIEZOMETERS SHOW THAT MOST OF THE SETTLEMENTS ARE DUE TO THE CONSOLIDATION OF THE UPPER 60 FT (18 M) OF SOIL. THE LOWER MARINE CLAY IS CONSOLIDATING AT A MUCH LOWER RATE AND WILL CAUSE SETTLEMENTS FOR MANY YEARS. ANALYSIS OF FIELD OBSERVATIONS DEMONSTRATES THAT THE MEASURED SETTLEMENTS ARE ATTRIBUTED TO THE PRIMARY CONSOLIDATION OF THE COMPRESSIBLE STRATA RESULTING FROM THE DISSIPATION OF PORE PRESSURE. IN GENERAL, THE MEASURED SETTLEMENTS COMPARE FAVORABLY WITH THE PREDICTIONS ON LABORATORY TESTS. FIELD AND LABORATORY SOIL PROPERTIES ARE ALSO COMPARED. THIS PAPER PRESENTS A DETAILED RECORD OF THE LABORATORY INVESTIGATION AND FIELD OBSERVATIONS MADE IN CONJUCTION WITH THE CONSTRUCTION OF THE PERMANENT AUTOROUTE EMBANKMENT AND THE TEMPORARY PRELOADING FILL. EXTENSIVE FIELD STUDIES ON NEGATIVE SKIN FRICTION ON PILES HAVE BEEN CONDUCTED AT THE SAME SITE, AND THE RESULTS HAVE BEEN REPORTED ELSEWHERE.
TL;DR: In this article, the strength of Champlain Sea Clay from the Ottawa area was measured in triaxial compression, triaxially extension, and plane strain and the results of about 50 strength tests were included in this paper.
Abstract: Fully drained strengths of specimens trimmed from block samples of Champlain Sea Clay from the Ottawa area were measured in triaxial compression, triaxial extension, and plane strain. Various effective stress paths were followed and the results of about 50 strength tests are included in this paper. Under very low average stresses (confining pressures) failure points were found to agree with the Mohr–Coulomb failure criterion. At average stresses in excess of the preconsolidation pressure, p′c, good agreement was obtained with the Mohr–Coulomb predictions. Over a significant range of stresses less than p′c the strength data do not agree with any of the classical failure criteria due to apparent strength anisotropy. Practical implications of these findings are discussed.
TL;DR: In this article, the results of an investigation to determine the in situ permeability ratio of a large body of varved soil near New Liskeard, Ontario were reported, which is defined as the ratio of coe...
Abstract: The results are reported of an investigation to determine the in situ permeability ratio of a large body of varved soil near New Liskeard, Ontario. Permeability ratio is defined as the ratio of coe...
TL;DR: In this article, the authors present a discussion of the yielding behavior of particulate media during shearing, based on the results of a laboratory investigation of the stress-strain properties of samples of glas...
Abstract: This paper presents a discussion of the yielding behavior of particulate media during shearing, based on the results of a laboratory investigation of the stress–strain properties of samples of glas...
TL;DR: In this paper, a low cost in situ method of testing the bond between concrete and bedrock is described, where a hydraulic jack is placed at the bottom of a specially prepared bore hole and a concrete plug cast above it.
Abstract: A low cost in situ method of testing the bond between concrete and bedrock is described. The test can be performed in exploration bore holes as part of a detailed site investigation.A hydraulic jack is placed at the bottom of a specially prepared bore hole and a concrete plug cast above it. After the concrete has cured, pressure is applied to the jack until the concrete plug slips. Bond stress is computed by dividing the applied load by the peripheral area of the plug.The test provides realistic bond values for the design of rock sockets as well as useful information for the bidding contractors.
TL;DR: A section of an uninsulated pipeline, 90'ft (27.4'm) long and 2'ft(0.61') in diameter, was buried in ice-rich permafrost at the Mackenzie Valley Pipe Line Research Limited Inuvik Test Facility.
Abstract: A section of an uninsulated pipeline, 90 ft (27.4 m) long and 2 ft (0.61 m) in diameter, was buried in ice-rich permafrost at the Mackenzie Valley Pipe Line Research Limited Inuvik Test Facility. O...
TL;DR: In this article, the uplift capacity of augered footings in fissured clay is found to decrease substantially under the long-term sustained loads due to the loss of suction and softening of clay along fissures.
Abstract: The uplift capacity of augered footings in fissured clay is found to decrease substantially under the long-term sustained loads due to the loss of suction and softening of clay along fissures. Full-scale uplift tests show that the reduction in uplift capacity under long-term loads may be as much as 50% for cylindrical footings and anywhere from 30 to 50% for belled footings depending on the depth of footing.
TL;DR: In this article, the presence of two types of clays, a proglacial clay of lacustrine origin underlying a postglacial marine clay, has been revealed in the southeast area of James Bay.
Abstract: The geological and geotechnical investigations carried out in the southeast area of James Bay, have revealed the presence of two types of clay, a proglacial clay of lacustrine origin underlying a postglacial marine clay. The two deposits, which are characterized by a high sensitivity, a low shear strength and a large compressibility, belong to the normally consolidated type of clay from a geological point of view. However, the clays exhibit an important 'quasi preconsolidation' due to the delayed consolidation phenomenon.It is why the establishment of the compression characteristics of these clays has a special importance to predict their behavior under the load of the projected structures.Considering the large number of structures, the extent of the area involved and the access difficulties to the sites, the soil investigations had to be limited to the use of light equipment and the realization of simple tests, the undisturbed sampling being restricted to a few boreholes on each site.The aim of the prese...
TL;DR: An experimental pipeline loop was constructed on the Mackenzie Valley Pipe Line Research Limited test site near Inuvik, N.W.T. as mentioned in this paper for measuring settlement and temperature.
Abstract: An experimental pipeline loop, 2000 ft (609.8 m) long and 4 ft (1.22 m) in diameter, was constructed on the Mackenzie Valley Pipe Line Research Limited test site near Inuvik, N.W.T. Oil at 160 °F (71 °C) was circulated through the loop from February 1971 until January 1972 and performance of the continuous gravel berm and intermittent pile bent support systems and ice-rich permafrost foundation monitored.Instrumentation was placed on and around the pipeline to measure settlement and temperature. Site climatological data were also compiled. Settlement and other movements were monitored by periodically taking elevations at the ground surface and on survey rods attached directly to the pipe. Temperatures were measured using both resistance thermal device (R.T.D.) and thermistor type sensing elements. Measured changes in the foundation soil thermal regime were compared with performance as predicted by a two-dimensional thermal simulator model.The observed pipeline loop performance is discussed and compared wi...
TL;DR: In this article, an in situ pressure probe technique has been used to measure moduli of instantaneous deformation in boreholes penetrating foundation strata near two multi-storey buildings in Edmonton.
Abstract: For overconsolidated soils and soft rocks the instantaneous component of foundation settlement or heave is a substantial part of the total deformation. Hence, for such cases large portions of the total deformation can be estimated using the theory of elasticity if representative moduli can be determined. However, deformation moduli, especially in overconsolidated soils, are susceptible to sample disturbance and this severely restricts the accuracy of predicting foundation deformation based on laboratory test results. In Edmonton, settlements of large buildings are overestimated 10–30 times if oedometer results are used. Therefore an in situ pressure probe technique has been used to measure moduli of instantaneous deformation in boreholes penetrating foundation strata near two multi-storey buildings in Edmonton — the C.N. and A.G.T. Towers. For these structures records of either settlements (C.N. Tower) or excavation heave (A.G.T. Tower) were available. The moduli obtained from in situ pressuremeter tests ...
TL;DR: In this article, a detailed and overlapping record of ground displacements is presented, including heave during excavation and settlement during and subsequent to building construction, using a case record and detailed analysis.
Abstract: It is not often that there is an opportunity to obtain a detailed and overlapping record of ground displacements; that is, heave during excavation and settlement during and subsequent to building construction This paper presents such a case record and describes briefly site stratigraphy, the instrumentation used, the data obtained, and its analysis The structures in question are the 34 storey Alberta Government Telephones building and the adjacent 28 storey Oxford building, together comprising the AGT/Oxford Complex, located in downtown EdmontonHeave points were embedded below the base of the 300 × 300 × 45 ft (91 × 91 × 137 m) deep AGT excavation in over-consolidated soil Their elevations were read several times during the phased 1-year excavation period, each time accompanied by measurement of the excavation dimensions To January, 1972 25 years of settlement have been recorded from readings taken on more than 100 basement column plugs In addition, visual observations were made, construction loading and piezometric data were obtained and laboratory soil tests were undertaken Analysis of the data was initiated in an effort to gain a better understanding of the mechanisms governing the response of these over-consolidated soils to both loading and unloadingHeave response within the excavation area was found to be rapid and computable by elastic theory Much of the heave occurred during excavation The time dependent portion virtually ceased 2-3 months subsequent to cessation of excavation The amount occurring at adjacent structures outside the excavation was less than that predicted from elastic theory Analysis of settlement data indicates that during construction settlements are rapid at footing pressures less than the original overburden pressure and can be predicted using elastic theory Subsequent settlement at higher footing contact pressures also occurs rapidly, but with a stress dependent modulus of deformation In general, the moduli derived from laboratory test specimens were found to be unsuitable and unreliable Several conclusions of importance to construction practice and foundation design are drawn relative to proximity effects and phasing of excavation and building construction Il est rare d'avoir la possibilite de reunir des observations detaillees et concurrentes de deformation du sol, en soulevement durant l'excavation et en tassement pendant et apres la construction de l'edifice sur un meme site L'article presente un cas type de ce genre et decrit la stratigraphie du site, l'instrumentation utilisee, les observations faites et leur interpretation Les structures en question sont l'edifice de 34 etages des Alberta Government Telephones et l'Edifice Oxford adjacent de 28 etages, formant le complexe AGT/Oxford dans le centre ville d'EdmontonDes points de controle du soulevement ont ete installes sous le fond de l'excavation de 300 × 300 × 45 pi (91 × 91 × 137 m) de profondeur de l'edifice AGT dans un sol sur-consolide Leurs elevations ont ete prises a plusieurs epoques durant les differentes phases de la periode d'excavation qui a dure un an chaque mesure etant accompagnee d'un releve des dimensions de l'excavation Ensuite et jusqu'en janvier 1972 des releves de tas Language: en
TL;DR: The construction of Highway 417, located in the OTTAWA VALLEY region of south-east Ontario, was completed in 1969 as mentioned in this paper, where a 180-196 FT (55-60) M) thick STRATUM of SENSITIVE COMPRESSible MARINE CLAY EXISTS.
Abstract: CONSTRUCTION OF HIGHWAY 417, LOCATED IN THE OTTAWA VALLEY REGION OF SOUTH-EASTERN ONTARIO, COMMENCED IN 1969. AT ONE OF THE STRUCTURE CROSSINGS ALONG THIS HIGHWAY, NAMELY THE ANDERSON ROAD SITE, A 180-196 FT (55-60) M) THICK STRATUM OF SENSITIVE COMPRESSIBLE MARINE CLAY EXISTS. THE APPROACH EMBANKMENTS, AT THIS SITE, INDUCED A LEVEL OF STRESS IN EXCESS OF THE PRECONSOLIDATION PRESSURE OF THE CLAY. IT WAS DECIDED TO SURCHARGE THE APPROACHES IN ORDER TO ACCELERATE THE TIME-RATE OF CONSOLIDATION OF THE FOUNDATION CLAY AND THUS MINIMIZE POSTCONSTRUCTION MAINTENANCE. SETTLEMENT OBSERVATIONS HAVE BEEN MADE REGULARLY SINCE THE PLACEMENT OF THE FILLS. THIS PAPER DESCRIBES THE SITE, THE APPLIED LOADING, THE SETTLEMTNS OBSERVED, AND THE RESULTS OF LABORATORY TESTS. THE RECORDED SETTLEMENTS, AT VARIOUS LOCATIONS ALONG THE SOUTH APPROACH, HAVE BEEN COMPARED WITH SETTLEMENTS COMPUTED BY METHODS IN WHICH DIFFERENT STRESS DISTRIBUTION THEORIES AND DRAINAGE ASSUMPTIONS WERE USED. ONE METHOD GAVE SETTLEMENT RESULTS WHICH WERE IN CLOSE AGREEMENT WITH THOSE OBSERVED.
TL;DR: In this paper, a simple trapezoidal element is presented for use in the analysis of thin core rockfill dams with nonlinear soil parameters, and a simple graph is used to represent the parameters of the dams.
Abstract: A simple trapezoidal element is presented for use in the analysis of thin core rockfill dams with nonlinear soil parameters. Handling of nonlinear soil parameters and allowance for the intermediate...
TL;DR: In this paper, the authors describe an apparatus that was developed to provide information on the plane strain and true triaxial behavior of undisturbed samples of soil in order to solve boundary value problems.
Abstract: Extension of continuum analytical techniques to the solution of soil mechanics boundary value problems has created a need for more detailed information on the strength and stress–strain relations of soils. This note describes an apparatus that was developed to provide information on the plane strain and true triaxial behavior of undisturbed samples of soil.