Relevant bibliographies by topics / NORWEGIAN GEOTECHNICAL INSTITUTE (NGI)

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Academic literature on the topic 'NORWEGIAN GEOTECHNICAL INSTITUTE (NGI)'

Author: Grafiati
Published: 11 September 2023

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Journal articles on the topic "NORWEGIAN GEOTECHNICAL INSTITUTE (NGI)"

1

Bakkehøi, S., K. Øien, and E. J. Førland. "An Automatic Precipitation Gauge Based on Vibrating-Wire Strain Gauges." Hydrology Research 16, no. 4 (August 1, 1985): 193–202. http://dx.doi.org/10.2166/nh.1985.0015.

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The Norwegian Geotechnical Institute, NGI, has recently developed and tested a new automatic precipitation gauge for rain and snow which can measure accumulated precipitation with a resolution better than 0.1 mm. The gauge, which is a direct weighing device, is based on the use of vibrating-wire strain gauges. NGI's prototype instrument has a capacity of up to 300 mm precipitation before the gauge must be emptied. A new improved version designed by Geonor has a capacity of 600 mm precipitation. A diagram showing the relationship between the automatic observations and the manual measurements is included. In the NGI prototype the precipitation container is suspended from three small steel wires, each of which is in effect the sensing element in a vibrating-wire type strain gauge. When these gauge wires are set into vibration by an electromagnetic exciter, their resonant frequency of vibration is proportional to the square of the tension in the wire. Thus change in the frequency signals is a measure of the change in tension in the wires and correspondingly a measure of the accumulative weight of precipiation in the container. The distance between the precipitaion gauge and the monitoring station can be up to one kilometre without any loss in performance.
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2

Lunne, T., S. Knudsen, Ø. Blaker, T. Vestgården, J. J. M. Powell, C. F. Wallace, L. Krogh, N. V. Thomsen, G. Yetginer, and R. K. Ghanekar. "Methods used to determine maximum and minimum dry unit weights of sand: Is there a need for a new standard?" Canadian Geotechnical Journal 56, no. 4 (April 2019): 536–53. http://dx.doi.org/10.1139/cgj-2017-0738.

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Known challenges exist with maximum (γdmax) and minimum (γdmin) dry unit weight measurements; the respective dry unit weight results depend very much on the method or standard used. A laboratory testing programme was completed to systematically determine and compare γdmax and γdmin values derived for six different sand types by using different methods. The tested sands contained a wide variety of mineralogical and fines contents. The γdmax and γdmin determinations were performed according to the following methods: British Standards Institution (BS) standards; American Society for Testing and Materials (ASTM) standards; Deutsches Institut für Normung (DIN) standards; Dansk Geoteknisk Forening (DGF) guidelines; Norwegian Geotechnical Institute (NGI), Geolabs, and Fugro proprietary methods. Differences in testing procedures, material requirements for testing, and the effects of soil degradation during testing introduce challenges and large differences in γdmax and γdmin values for each of the six sand types were observed. Therefore, it is concluded that there is a need for the development of new standards for a robust determination of γdmax and γdmin values. Specifically, a standard for determining γdmax is required to consistently obtain results at the upper bound of dry unit weight values for the likely range of sands — without crushing the sand grains.
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3

Al-Tarhouni, M., P. Simms, and S. Sivathayalan. "Cyclic behaviour of reconstituted and desiccated–rewet thickened gold tailings in simple shear." Canadian Geotechnical Journal 48, no. 7 (July 2011): 1044–60. http://dx.doi.org/10.1139/t11-022.

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A simple-shear apparatus (Norwegian Geotechnical Institute (NGI) type) has been used to investigate the mechanical behaviour of gold tailings under monotonic, cyclic, and post-cyclic loading. Specimens were prepared either by reconstituting the tailings at different water contents or by employing a “dry–wet” preparation technique. The latter technique attempted to simulate a realistic stress history for thickened tailings deposition by preparing the specimen at the pumping water content, and subsequently allowing it to settle and then desiccate to a target water content. Subsequently, these specimens are rewetted and then consolidated. Cyclic resistance ratios for specimens prepared by the dry–wet preparation technique were considerably higher than those of specimens prepared by the standard technique, though there appears to be no advantage in drying the tailings past the shrinkage limit. In general, the tailings could experience significant deformation during cyclic and post-cyclic loading irrespective of whether the monotonic response at a given stress state was contractive or dilative. Shear strength normalized with consolidation pressure, and cyclic resistance ratios, can be plotted as unique functions of void ratio. Post-cyclic strengths require considerable strain to be mobilized. It is recommended that site-specific tolerable strain criteria be adopted to design thickened gold tailings stacks to resist earthquake loading.
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4

Hestnes, Erik. "A Contribution to the Prediction of Slush Avalanches." Annals of Glaciology 6 (1985): 1–4. http://dx.doi.org/10.3189/1985aog6-1-1-4.

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Slush avalanches, primarily known from uninhabited arctic and mountainous regions, every year cause damage to man and property in Norway. Seeking objective criteria to identify their hazard zones, and methods for their prediction and control, the Norwegian Geotechnical Institute (NGI) has started a research program on these topics.Thirty-four slush avalanches with known locations of crown surface have been investigated with regard to geomorphic and climatic characteristics. Starting zones, crown surfaces and tracks were classified according to geomorphic conditions important to avalanche release and motion.Weak cohesionless snowpacks of coarse grains, and hard layers or crusts of ice in snow cover or on the ground, are critical conditions for slush avalanche release. Intense rain, falling on cohesionless new snow on these substrata, is the most striking feature of current weather situations.The main starting zones were drainage channels, Sloping bogs, depressions and open fields. Channel-like, scar-like or bowl-like features appeared in the snow cover due to avalanche release. Three main types of release were identified: 1) Sudden release from crown surface, 2) drainage of snow-embanked, water-saturated snowfields through narrow outlets and 3) rapid headward growth from first point of release.Enlargements and confinements along the avalanche tracks were caused by distinctly defined features in the tracks.
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5

Hestnes, Erik. "A Contribution to the Prediction of Slush Avalanches." Annals of Glaciology 6 (1985): 1–4. http://dx.doi.org/10.1017/s0260305500009873.

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Slush avalanches, primarily known from uninhabited arctic and mountainous regions, every year cause damage to man and property in Norway. Seeking objective criteria to identify their hazard zones, and methods for their prediction and control, the Norwegian Geotechnical Institute (NGI) has started a research program on these topics. Thirty-four slush avalanches with known locations of crown surface have been investigated with regard to geomorphic and climatic characteristics. Starting zones, crown surfaces and tracks were classified according to geomorphic conditions important to avalanche release and motion. Weak cohesionless snowpacks of coarse grains, and hard layers or crusts of ice in snow cover or on the ground, are critical conditions for slush avalanche release. Intense rain, falling on cohesionless new snow on these substrata, is the most striking feature of current weather situations. The main starting zones were drainage channels, Sloping bogs, depressions and open fields. Channel-like, scar-like or bowl-like features appeared in the snow cover due to avalanche release. Three main types of release were identified: 1) Sudden release from crown surface, 2) drainage of snow-embanked, water-saturated snowfields through narrow outlets and 3) rapid headward growth from first point of release. Enlargements and confinements along the avalanche tracks were caused by distinctly defined features in the tracks.
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6

Vucetic, Mladen. "Normalized behavior of clay under irregular cyclic loading." Canadian Geotechnical Journal 27, no. 1 (February 1, 1990): 29–46. http://dx.doi.org/10.1139/t90-004.

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A systematic analysis of the undrained stress–strain behavior of clay under irregular cyclic simple shear loading is presented. Seven specimens of an offshore clay consolidated to overconsolidation ratios of 1, 2, and 4 were subjected to different combinations of variable and nonsymmetric cyclic amplitudes using the Norwegian Geotechnical Institute (NGI) direct simple shear device. The test results show that (1) the behavior under such loads is influenced by several different factors, (2) among these factors the loading history and cyclic stiffness degradation are predominant, and (3) the irregular cyclic loading stress–strain curves can be described quite well by five rules that incorporate only these two factors. Four out of these five rules are the extensions of two original and two extended Masing rules to the behaviour of cyclically degrading clay. The fifth rule is new. The effects of the S-shaping of the stress–strain curves and the rate of loading on the applicability of the rules are also discussed. The stress–strain curves are presented in the normalized form with respect to the vertical effective consolidation stress. In this form they show quantitatively the same trends, indicating that such normalization is applicable to irregular cyclic loading. Key words: clay, earthquake loading, laboratory test, ocean soil, overconsolidation, simple shear test, soil dynamics, strain rate effect, repeated loading.
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7

Karlsrud, Kjell, and Francisco Gabriel Hernandez-Martinez. "Strength and deformation properties of Norwegian clays from laboratory tests on high-quality block samples." Canadian Geotechnical Journal 50, no. 12 (December 2013): 1273–93. http://dx.doi.org/10.1139/cgj-2013-0298.

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It has for a long time been a challenge for the geotechnical profession to determine the true behaviour of clays based on soil sampling and laboratory testing. The main difficulty has been to retrieve sufficiently undisturbed samples that maintain the clay structure and correctly depict the in situ stress–strain and strength behaviour of the clay under any kind of imposed drained or undrained loading conditions. The extent and impact of the disturbance caused by sampling depends on a number of factors, such as the specific sampling equipment and sampling procedures that are used, index properties of the clay (sensitivity and plasticity index in particular), and sampling depth. Experience with laboratory tests on conventional piston samples shows that sample disturbance commonly affects the test results. In the mid 1970s, the University of Sherbrooke developed a special block sampler that was shown to give samples of very high quality. Between 1982 and 2010, the Norwegian Geotechnical Institute (NGI) has used the Sherbrooke block sampler at 22 different sites in Norway and one site in the UK. Two to five block samples were collected at each site, on which oedometer, undrained triaxial, and direct simple shear (DSS) tests were carried out in the laboratory. Essentially all samples tested showed far superior quality as compared to conventional piston samples. It was therefore considered to be valuable to summarize test results obtained on such high-quality samples, as presented herein. Deformation and strength parameters from individual tests are summarized and compared against index data for the different clays tested. This has resulted in a series of correlation diagrams. The index parameters found of most relevance to use as correlation parameters are the natural water content and clay sensitivity. The latter is expressed in two categories: medium to low sensitivity (St < 15) and high sensitivity (St > 15). The overconsolidation ratio is another key parameter. The correlation diagrams presented include the following: (i) pre-consolidation pressure, compressibility, permeability, and permeability change index as derived from oedometer tests; (ii) normalized peak and post-peak shear strength, peak effective friction angle, stiffness, and strain at failure from undrained triaxial and DSS tests. When design analyses are to be based on the results of tests on high-quality block samples, as compared to conventional piston samples of poorer quality, it is important to ensure that the end result complies with past semi-empirical experiences.
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8

Ladanyi, Branko, Tom Lunne, Pierre Vergobbi, and Bernard Lhuillier. "Predicting creep settlements of foundations in permafrost from the results of cone penetration tests." Canadian Geotechnical Journal 32, no. 5 (October 1, 1995): 835–47. http://dx.doi.org/10.1139/t95-080.

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As a joint research project sponsored by the French–Norwegian Foundation for Scientific and Industrial Research, the Norwegian Geotechnical Institute, Geodia/Geocean, and École Polytechnique have carried out in the summer of 1990 a series of special in situ pressuremeter and cone penetration tests at a permafrost site in Longyearbyen, Svalbard. The purpose of the testing program was to compare the results of the two different field testing methods and to check the potential of such methods for serving as a basis for prediction of the behaviour of foundations in permafrost. As pressuremeter test results have been presented in a previous publication, this paper shows only the results of cone penetration tests and their interpretation in terms of strength and creep parameters of the frozen soil. Subsequently, the same data are used to predict the behaviour under long-term axial load of two prefabricated and one cast-in-place concrete pile that were tested by the Selmer Furuholmen Anlegg A.S. in cooperation with the Norwegian Geotechnical Institute at the same site for 3 years. Key words : permafrost, cone penetration tests, piles field loading tests, creep settlement.
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9

Kontoes, Charalampos, Constantinos Loupasakis, Ioannis Papoutsis, Stavroula Alatza, Eleftheria Poyiadji, Athanassios Ganas, Christina Psychogyiou, Mariza Kaskara, Sylvia Antoniadi, and Natalia Spanou. "Landslide Susceptibility Mapping of Central and Western Greece, Combining NGI and WoE Methods, with Remote Sensing and Ground Truth Data." Land 10, no. 4 (April 12, 2021): 402. http://dx.doi.org/10.3390/land10040402.

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The exploitation of remote sensing techniques has substantially improved pre- and post- disaster landslide management over the last decade. A variety of landslide susceptibility methods exists, with capabilities and limitations related to scale and spatial accuracy issues, as well as data availability. The Interferometric Synthetic Aperture Radar (InSAR) capabilities have significantly contributed to the detection, monitoring, and mapping of landslide phenomena. The present study aims to point out the contribution of InSAR data in landslide detection and to evaluate two different scale landslide models by comparing a heuristic to a statistical method for the rainfall-induced landslide hazard assessment. Aiming to include areas with both high and low landslide occurrence frequencies, the study area covers a large part of the Aetolia–Acarnania and Evritania prefectures, Central and Western Greece. The landslide susceptibility product provided from the weights of evidence (WoE) method proved more accurate, benefitting from the expert opinion and the landslide inventory. On the other hand, the Norwegian Geological Institute (NGI) methodology has the edge on its immediate implementation, with minimum data requirements. Finally, it was proved that using sequential SAR image acquisitions gives the benefit of an updated landslide inventory, resulting in the generation of, on request, updated landslide susceptibility maps.
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10

Martinelli, M. "A test of the avalanche runout equations developed by the Norwegian Geotechnical Institute." Cold Regions Science and Technology 13, no. 1 (October 1986): 19–33. http://dx.doi.org/10.1016/0165-232x(86)90004-2.

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Books on the topic "NORWEGIAN GEOTECHNICAL INSTITUTE (NGI)"

1

Great Britain. Department of Energy., Building Research Establishment, Norges Geotekniske Institutt, and Ove Arup and Partners, eds. Comparison of British and Norwegian research on the behaviour of piles as anchors for buoyant structures: Tests carried out by theBuilding Research Establishment and the Norwegian Geotechnical Institute. London: H.M.S.O., 1987.

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Establishment, Building Research, Norges geotekniske institutt, Ove Arup & Partners., and Great Britain. Dept. of Energy., eds. Comparison of British and Norwegian research on the behaviour of piles as anchors for buoyant structures: Test carried out by the Building Research Establishment and the Norwegian Geotechnical Institute : report. London: H.M.S.O., 1987.

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Conference papers on the topic "NORWEGIAN GEOTECHNICAL INSTITUTE (NGI)"

1

Lasse By, Tore, Fan-Nian Kong, and Harald Westerdahl. "Geo-radar development at the Norwegian Geotechnical Institute (NGI)." In Fourth International Conference on Ground Penetrating Radar. European Association of Geoscientists & Engineers, 1992. http://dx.doi.org/10.3997/2214-4609-pdb.303.3.

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2

Shaposhnik, Yuri. "JUSTIFICATION OF MINE WORKING SUPPORTS IN TERMS OF THE RATING CLASSIFICATION OF NORWEGIAN GEOTECHNICAL INSTITUTE." In 16th International Multidisciplinary Scientific GeoConference SGEM2016. Stef92 Technology, 2016. http://dx.doi.org/10.5593/sgem2016/b12/s03.068.

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