Change search
Refine search result
123 51 - 100 of 132
CiteExportLink to result list
Permanent link
Cite
Citation style
  • apa
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf
Rows per page
  • 5
  • 10
  • 20
  • 50
  • 100
  • 250
Sort
  • Standard (Relevance)
  • Author A-Ö
  • Author Ö-A
  • Title A-Ö
  • Title Ö-A
  • Publication type A-Ö
  • Publication type Ö-A
  • Issued (Oldest first)
  • Issued (Newest first)
  • Created (Oldest first)
  • Created (Newest first)
  • Last updated (Oldest first)
  • Last updated (Newest first)
  • Disputation date (earliest first)
  • Disputation date (latest first)
  • Standard (Relevance)
  • Author A-Ö
  • Author Ö-A
  • Title A-Ö
  • Title Ö-A
  • Publication type A-Ö
  • Publication type Ö-A
  • Issued (Oldest first)
  • Issued (Newest first)
  • Created (Oldest first)
  • Created (Newest first)
  • Last updated (Oldest first)
  • Last updated (Newest first)
  • Disputation date (earliest first)
  • Disputation date (latest first)
Select
The maximal number of hits you can export is 250. When you want to export more records please use the Create feeds function.
  • 51.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KAV01. Normal loading and shear tests on joints. Oskarshamn site investigation2005Report (Refereed)
  • 52.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM01A. Indirect tensile strength test. Forsmark site investigation2004Report (Refereed)
  • 53.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM01A. Normal loading and shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 54.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM02A. Indirect tensile strength test. Forsmark site investigation2004Report (Refereed)
  • 55.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM02A. Normal stress and shear tests on joints. Forsmark site investigation2004Report (Refereed)
  • 56.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM03A. Indirect tensile strength test. Forsmark site investigation2004Report (Refereed)
  • 57.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM03A. Normal loading and shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 58.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM04A. Indirect tensile strength test. Forsmark site investigation2004Report (Refereed)
  • 59.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM04A. Normal loading and shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 60.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM05A. Indirect tensile strength test. Forsmark site investigation2005Report (Refereed)
  • 61.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM06A. Indirect tensile strength test. Forsmark site investigation2005Report (Refereed)
  • 62.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM07A. Indirect tensile strength test including strain measurement. Forsmark site investigation2006Report (Refereed)
  • 63.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KFM09A Indirect tensile strength test. Forsmark site investigation2006Report (Refereed)
  • 64.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX03A. Indirect tensile strength test. Oskarshamn site investigation2005Report (Refereed)
  • 65.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX04A: Indirect tensile strength test. Oskarshamn site investigation2004Report (Refereed)
  • 66.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX05. Indirect tensile strength. Oskarshamn site investigation2006Report (Refereed)
  • 67.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX10. Indirect tensile strength test. Oskarshamn site investigation2006Report (Refereed)
  • 68.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX11A. Indirect tensile strength test. Oskarshamn site investigation2006Report (Refereed)
  • 69.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX12A. Indirect tensile strength test. Oskarshamn site investigation2006Report (Refereed)
  • 70.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KLX13A. Indirect tensile strength test. Oskarshamn site investigation2006Report (Refereed)
  • 71.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH01A. Indirect tensile strength test. Oskarshamn site investigation2004Report (Refereed)
  • 72.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH01A. Normal loading and shear tests on joints. Oskarshamn site investigation2005Report (Refereed)
  • 73.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH01A. Triaxial compression test of intact rock. Oskarshamn site investigation2004Report (Refereed)
  • 74.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH01A. Uniaxial compression test of intact rock. Oskarshamn site investigation2004Report (Refereed)
  • 75.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH02. Indirect tensile strength test. Oskarshamn site investigation2004Report (Refereed)
  • 76.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH02A. Normal loading and shear tests on joints. Oskarshamn site investigation2005Report (Refereed)
  • 77.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH02A. Triaxial compression test of intact rock. Oskarshamn site investigation2004Report (Refereed)
  • 78.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Drill hole KSH02A. Uniaxial compression test of intact rock. Oskarshamn site investigation2004Report (Refereed)
  • 79.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Parametrisation of Fracture - Direct Shear Tests on Calcite and Breccia infilled Rock Joints from Äspö HRL under Constant Normal Stiffness Condition2016Report (Other academic)
  • 80.
    Jacobsson, Lars
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Parametrisation of Fractures - Direct Shear Tests on Calcite and Breccia infilled Rock Joints from Äspö HRL under Constant Normal Stiffness Condition2016Report (Refereed)
  • 81.
    Jacobsson, Lars
    RISE - Research Institutes of Sweden, Safety and Transport, Safety.
    Storskaliga labförsök för ökad förståelse av spjälkningsprocessen2017In: Svenska Bergmekanikgruppens höstseminarium, 29 november 2017 på Äspölaboratoriet: Bergmekanisk forskning vid Äspölaboratoriet – historiska framsteg och framtida utmaningar, 2017Conference paper (Other academic)
  • 82.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Andersson, Hans
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Undersökning av täthet hos flänsförband i grova plaströr med beräkningar och expermiment2011Report (Refereed)
  • 83.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Andersson, Hans
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Sällberg, Sven-Erik
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Göteborg (BMg).
    Tightness of flange joints for large polyethylene pipes – Part 2 Full scale experimental investigations2011Report (Refereed)
    Abstract [en]

    Tightness of flange joints for large polyethylene pipes – Part 2 Full scale experimental investigations Leakage that sometimes occurs in flange joints in large size plastic pipelines for water supply is a serious problem. Research was undertaken in order to improve the knowledge about the function of such flange joints. The objectives were partly to find out the degree of sensitivity of the design, i e if small deviations from recommended practise is critical, partly to be able to suggest improved design and mounting procedures. One part of the investigation was a numerical (FEM) study of several geometries, which was reported in [2]. Use of a time-dependent material model made it possible to follow the development of deformations and flange surface pressures for long times. Although several important principal findings were made, the tightening procedure and exact material behaviour could not be modelled. Therefore a series of full-scale experiments were made on 630 mm pipes, for a number of combinations of flange dimension and gasket type. This second part of the research is reported here. Since four of the twenty bolts were instrumented, the bolt forces could be monitored and be related to the torque and to the pressure in the pipe over time. This resulted in novel, important information about the functioning of plastic flange joints. In short, the experiments were performed in the following way. First, the bolts were tightened in the recommended criss-cross fashion to pre-determined torque levels. Then the pressure in the pipe was increased until leakage occurred. For combinations of flanges, gaskets and torques where the joint was tight for pressures above 13 bars, the 13 bar pressure level was maintained for up to one week. The relationship between bolt force and torque does not agree at all with the frequently used rule of thumb formula, for the galvanized bolts used here. The bolt force was typically less than half the value obtained by the formula. Hence it is critical to verify the friction for the used combination of bolt material, surface treatment, and lubrication. The bolt forces also appear to be unevenly distributed, which is partly due to successive creep during the tightening procedure. For the high stresses in the flange creep is significant already for so short times as a few minutes, and the effect is increased by the fact that the bolts and backing rings are much stiffer than the plastic flange. For both the wide and the narrow (ISO) flange type used it appears that rubber gaskets perform better, in the sense that the joint is tight for lower applied torques. The hyper- elastic material properties help to smooth unevenness in the flange surface and to compensate for creep in the plastic. Use of SDR 17 pipes at pressure levels of 13 bars means considerable creep expansion of the pipe, although it is possible to obtain a tight joint. The expansion gives a wringing effect at the flange, also observed in [2], which contributes to concentrate the flange pressure to the outer parts of the flange surface. In summary, flange joints are possible to mount so that they are tight, also for 630 mm pipes. Since the design is a sensitive one it is vital to follow recommendations for 4 mounting of different combinations of flanges and gaskets. In particular, knowledge about the relationship between torque and bolt force is important.

    Download full text (pdf)
    FULLTEXT01
  • 84.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Andersson, Hans
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Vennetti, Daniel
    Tightness of flange joints for large polyethylene pipes – Part 1 Numerical simulations2011Report (Refereed)
    Abstract [sv]

    Tightness of flange joints for large polyethylene pipes – Part 1 Numerical simulations Leaks occasionally occur in flange joints in plastic pipelines, predominantly large dimension ones. Such pipelines are normally of importance for e g water supply, and repair is expensive. A better understanding is vital since a clear background is missing for the existing design and mounting recommendations, which also are differing. Analysis of plastic flanges is more complicated than for metal ones since the material is time dependent, and much softer than the backing rings and bolts. The aim of this work was to be able to assess on one hand if presently standardized flange geometries mean smaller safety margins when the size of the pipe is increased, and on the other hand if the instructions for mounting have to be improved. First, an analysis was made by manual calculations, without consideration of the time dependent properties of the material, in order to assess the stresses just after tightening of the joint but before pressurizing and start of service time of the pipeline. The manual analysis is of course misleading for assessment of the compression stresses in the flange surfaces over time, although it seems that such calculations often are used for design. The value of the manual analysis was mainly that it showed that the nominal stresses are similar for different sizes, except for the 630 mm pipe where they are significantly higher. Further it was established that pressurizing of the pipe means a moderate influence on the flange stresses and bolt forces, 10-15%, and that the bolt and backing ring are much stiffer than the plastic flange, meaning that it is mainly relaxation that is responsible for unloading of the joint over time. Computer simulations (FEM) were then made of both the tightening and the service phase for a set of geometries, and with a material model including time dependent properties of the plastic parts of the joint using material data from in-house experiments. Although the computer simulations are approximate too, they give a much better impression both of the principal function of the joint and of the magnitude of the stresses over time. It appears that the geometry of the flange joint means that the contact is lost over large parts of the flange surfaces already at pressurizing and that a triangular distribution of pressure covering a part of the flange surface corresponding to the width of the backing ring is developed over time which should be sufficient to keep the joint tight. The effects of gaskets and profiled, softer, backing rings are clarified, and it is indicated that re-tightening is an efficient way to improve the function of the joint over time. Further, it seems that there is no significant difference in behaviour, as regards flange pressure, between SDR 11 and SDR 17 geometries. So, the FEM investigation has revealed that intuitive thoughts about reasons for inferior functioning of large size flange joints in plastic pipes are not well founded. The most efficient way to improve the joint is to increase the bolt force and to keep it up, by re-tightening or by flexible backing rings. Gaskets, soft ones, may be beneficial for reducing unevenness of the plastic joint surfaces.

    Download full text (pdf)
    FULLTEXT01
  • 85.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Andersson, Hans
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Vennetti, Daniel
    Sällberg, Sven-Erik
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Göteborg (BMg).
    The functioning of flange joints – findings from full scale experiments and FEM analyses2012In: Proceedings of PPXVI, 2012Conference paper (Refereed)
  • 86.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Bygg och Mekanik, Strukturer och Komponenter.
    Appelquist, Karin
    RISE, SP – Sveriges Tekniska Forskningsinstitut, CBI Betonginstitutet AB.
    Lindkvist, Jan Erik
    RISE, SP – Sveriges Tekniska Forskningsinstitut, CBI Betonginstitutet AB.
    Spalling Experiments on Large Hard Rock Specimens2015In: Rock Mechanics and Rock Engineering, ISSN 0723-2632, E-ISSN 1434-453X, Vol. 48, no 4, p. 1485-1503Article in journal (Refereed)
    Abstract [en]

    Specimens of coarse-grained Äspö diorite were axially compressed to observe stress-induced spalling. The specimens had a novel design characterized by two manufactured large radius notches on opposite sides. The tangential stress occurring in the notches aimed to represent the tangential loading around a circular opening. Fracture stages were monitored by acoustic emission measurements. Rock chips were formed similar to those found in situ, which indicates a similar fracture process. Slabs were cut out from the specimens and impregnated using a fluorescent material to visualize the cracks. The cracks were subsequently examined by the naked eye and by means of microscopy images, from which fracture paths could be identified and related to different minerals and their crystallographic orientations. The microscopy analyses showed how the stress field and the microstructure interact. Parallel cracks were formed 2–4 mm below the surface, sub-parallel to the direction of the maximum principal stress. The crack initiation, the roles of minerals such as feldspar, biotite and quartz and their grain boundaries and crystallographic directions are thoroughly studied and discussed in this paper. Scale effects, which relate to the stress gradient and microstructure, are discussed.

  • 87.
    Jacobsson, Lars
    et al.
    RISE - Research Institutes of Sweden, Safety and Transport, Safety.
    Appelquist, Karin
    RISE - Research Institutes of Sweden, Built Environment, CBI Swedish Cement and Concrete Research Institute.
    Lindqvist, Jan Erik
    RISE - Research Institutes of Sweden, Built Environment, CBI Swedish Cement and Concrete Research Institute.
    Åkesson, Urban
    Swedish Transport Administration, Sweden.
    Spalling initiation experimentson large hard rock cores2018Report (Refereed)
    Abstract [en]

    A new type of laboratory test method to determine spalling resistance in a situation as in large boreholes in hard rock has been demonstrated. Uniaxial compression tests on large cores with notches were conducted on Äspö diorite from Äspö HRL. Spalling was localized to the notches where the local stress was highest. The crack initiation, crack coalescence and crack damage stresses representing various fracture stages were identified by using acoustic emission monitoring with source localization. The actual stress levels were obtained from the axial forces at which the various fracture stages were identified via FE-calculations representing the actual specimen geometry and loading. The results were compared with uniaxial compression tests carried out on cores with standard size on the same rock type also from Äspö HRL.

    The results showed that spalling chips were formed similar to those found in field which indicates that the test is representing a realistic behaviour. However, the results show that the various fracture stress levels found in the tests are higher than the spalling strength found in the field and in the test of small cores. The higher stress levels could be caused by a number of reasons described in the report.

    A post characterization of the fractures was carried out on slabs that were cut out from the specimens containing the notch areas. The occurrence of microcracks and how they have propagated through the different minerals and the location in relation to the notches, minerals and grain boundaries were investigated. The patterns of the major fractures and the secondary fractures were analysed. The majority seem to be extension fractures, but shearing could also be verified. The results from the microscopy analysis provide invaluable information of the spalling process at all stages.

  • 88.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Bygg och Mekanik, Strukturer och Komponenter.
    Bergström, Gunnar
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Göteborg (BMg).
    Sällberg, Sven-Erik
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Göteborg (BMg).
    Tillfällig avstängning av plaströrsledningar genom sammanklämning - kunskapsläge2014Report (Refereed)
    Abstract [sv]

    Temporary closure of plastic pipes by squeeze-off - state of the art State of the art and present use of squeeze-off methods for temporary closure of polymer pipelines for water and gas was investigated by an enquiry and a literature study. A limited, supplementary series of tests was also performed. The aim was to find, if possible, general limitations for use in terms of temperature at squeezing, pipe dimensions and materials, and to identify important problems that have to be analysed before guidelines can be issued regarding the use of the method. Some producers, suppliers and users in Sweden, were interviewed by the aid of a questionnaire. Although the investigation was limited, the answers are so homogeneous that they are considered representative. The belief is that the technique is harmful. It is used mostly for PE 80 and PE 100 materials and when necessary, e. g. when no valves are available. Decisions and risk assessments are mostly made ad hoc. The performance is according to manuals from producers and suppliers. Design of equipment, geometry, and recommended squeeze rates varies among suppliers. The literature on pipes consists mainly of papers from the 80-ies and 90-ies and from some research groups in the USA. There is a heuristic knowledge about formation and appearance of damage, and to some extent about the influence on service life. Newer research on general damage and fracture in polymers is available that is not related to the specific conditions in squeezed pipes. Such models are lacking, which may be due to the complexity of the area and its hands-on character. The commonly used PE 80 and PE 100 materials are clearly damaged by squeezing, particularly so for high compression levels, but the pipes still fulfil the requirements for use. Stronger and more crystalline materials, and larger pipe sizes, seem to be more severely damaged. It is not known how the damages influence slow crack growth and life. Squeeze-off on PE pipes with external longitudinal scratches should strictly be avoided. Also squeeze-off on PE pipes with PP coating at low temperature should be conducted with precaution until the opposite have been proven as some damage cases were reported. Removing the PP coating is recommended by some in this case. The experiments, on one old PE 80 pipe and two new PE 100 pipes with dimensions from 315 to 355 mm confirm the picture of damage. Commercial equipment was used and according to the supplier’s manual. All the pipes show similar damage, with crack formation and unevenness. Those are less significant for thinner pipe walls than for thicker ones. There is no apparent difference between new and old pipes. A few pressure tests were carried out on the squeezed pipes as well as the untouched pipes. The results show that no significant reduction of the lifetime could be proven regardless when an interrelated comparison between a squeezes and not squeezed pipe was made or when the lifetimes were compared with those obtained in earlier available material classification tests for the actual materials.

    Download full text (pdf)
    FULLTEXT01
  • 89.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Bäckström, Ann
    DECOVALEX. Uniaxial compression tests of intact rock specimens at dry condition and at saturation by three different liquids: distilled, saline and formation water2005Report (Refereed)
  • 90.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut, SP Sveriges tekniska forskningsinstitut, SP – Sveriges Tekniska Forskningsinstitut / Hållfasthet (BMh).
    Christiansson, Rolf
    Martin, Derek. C.
    Experimental determination of spalling initiation in hard rock2010In: Proceedings of Rock Mechanics in civil and Environmental Engineering, CRC press/Balkema , 2010, , p. 327-330Conference paper (Refereed)
    Abstract [en]

    Proceedings of the European Rock Mechanics Symposium (EUROCK) 2010, Lausanne, Switzerland, 15-18 June, 2010, Rock Mechanics in civil and Environmental Engineering, eds J Zhao, V Labiouse, J-P Dudt & J-F Mathier (Extern vetenskaplig bok)

  • 91.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KFM01D Shear tests on sealed joints. Forsmark site investigation2006Report (Refereed)
  • 92.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KFM05A. Normal stress test with direct and indirect deformation measurement together with shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 93.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KFM06A. Normal loading and shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 94.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KFM08A. Normal loading and shear tests on joints. Forsmark site investigation2005Report (Refereed)
  • 95.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KFM09A Normal loading and shear tests on joints. Forsmark site investigation2006Report (Refereed)
  • 96.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KLX03A. Normal loading and shear tests on joints. Oskarshamn site investigation2005Report (Refereed)
  • 97.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KLX06A. Normal loading and shear tests on joints. Oskarshamn site investigation2005Report (Refereed)
  • 98.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KLX07A. Shear tests on sealed joints. Oskarshamn site investigation2006Report (Refereed)
  • 99.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KLX10. Normal loading and shear tests on joints. Oskarshamn site investigation2006Report (Refereed)
  • 100.
    Jacobsson, Lars
    et al.
    RISE, SP – Sveriges Tekniska Forskningsinstitut.
    Flansbjer, Mathias
    Borehole KLX12A. Normal loading and shear tests on joints. Oskarshamn site investigation2006Report (Refereed)
123 51 - 100 of 132
CiteExportLink to result list
Permanent link
Cite
Citation style
  • apa
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf