Search

5 Jan 2004: undrained tests could only byconducted approximately due to difficulties with water control at boundaries. ... N. R. σmax ′. 7. records of the test history, where it has been written.

23 Feb 2006: All test results presented in this section were obtained on 380 mm widemembranes with a height, between the supports, of 128 mm. ... Laser scanning frame. 3.2. Shear test apparatus. 3.3. Square membrane apparatus.

21 Mar 2001: Despite this, only for a limited set of test cases it has beenpossible to achieve full convergence.

3 Mar 2003: 1 Takasu test-site, Kochi Japan. July 2002. Made ground overlying silty sand. ... 3 Takasu test-site, Kochi Japan. July 2002. Made ground overlying silty sand.

28 Nov 2013: centrifuge test programme, and are presented in this paper. An. iterative procedure was followed, basing improvements on the. ... build-up of water throughout a centrifuge test. The Turner. beam centrifuge has a fixed mass counterweight, and therefore.

2 Aug 2011: at con-stant density, and ˜ is found to be 38 in triaxial tests and 58in plane strain. ... of mean stress pm at which m would havebeen measured in a triaxial test.

28 Mar 2000: To test for the existenceof the i-th path, we consider the finite-amplitude displacementR0 Umβiδ and then iterate,as explained in Section 3.2, to eliminate any strain in the

20 Mar 2012: Raw shear stress-straindata from soil tests on representative undisturbed samples couldthen be used directly to link stresses and strains under working con-ditions and thereby to deduce soil strains and ... Fig. 12 shows the degree of mobilization β of

17 Aug 2001: JFKl F-lSOS4F001. The first four characters can be test identifier and next four characters can befilm identifier. ... Geometry changes of the system during the test have negligible effect on thecalculated results.

17 Apr 2007: A n m. 1.82 104 1.63 -0.925. 3.2 Shear Test Data Option. ... Another possibility is to use the viscoelastic command in conjunctionwith shear test data, in order to generate a viscoelastic model based onexperimental data from either creep or relaxation

9 Apr 2004: Yee and Pellegrino [3] have shown that these lami-nates are able to survive larger bending strains thanthe ultimate failure strains that are measured fromstandard coupon tests in pure tension or ... The most direct approach is to model these lami-nates

6 Oct 2001: Heavy rain maintained the water table at ground level throughout the test period. ... These tests consisted of a control test followed by tests with internal and external driving shoes.

2 Aug 2011: An issue in DEM simulations and in laboratory tests on granularmaterials is the question of boundary effects. ... 2001). However, thecrushing front was not so pronounced as in the laboratory tests.

7 Jul 2002: D50 0.1mm) De Nicola (1996). Best fit to database of centrifuge tests. ... Bruno (1999). Best fit to field test. L= 45 m D= 0.76 m.

29 Nov 2013: KEYWORDS: bearing capacity; clays; foundations; plasticity; settlement. INTRODUCTIONCentrifuge tests observing the behaviour of circular, shallowfoundations on kaolin clay were performed in Cambridge(McMahon, 2012).

6 Oct 2001: strains. All the transducers were carefully calibrated before and after the centrifuge tests and responded linearly throughout the relevant stress range, with no change in calibration factor during the test series. ... A linear potentiometer, calibrated

6 Oct 2001: installation of pile B; the test wasrepeated using an uninstrumented pile to obtaintrace C. ... In contrast, unplugged resistance is. 7. Test BD = 162.5mm. Test AD = 318.5mm.

27 Jan 2009: Typicalresults from shear box tests on the High PI Flyschoid areshown in Fig. ... Test 1 was undertaken in mixed face conditions,comprising the High PI Flyschoid Clay and the BlockyFlyschoid Clay; Tests 2 and 3 were principally in the HighPI Flyschoid

25 Jan 2006: The working strain is then deduced from the mobilised shear stress using raw test data. ... The BRICK model simulation allowed for deposition, erosion, and re-deposition, followed by a triaxial test to failure.

30 Aug 2003: A total of four load tests were carried out, of which test nos. ... Table 1. Shinagawa load tests results Test No. 1 No. 3 No.

17 Aug 2001: measured in laboratory test JMEK07, an experiment on E-grade Kaolin clay spiked with. ... measured in laboratory test JMEK07 superimposed. In figure 13 the final distributions of both.

14 Dec 2001: The ‘near’ element undergoes strains which significantly exceed those seen in conven-tional element tests. ... Lee, S.Y. 1990. Centrifuge modelling of cone penetration test-ing in cohesionless soils.

30 Jan 2005: 19 A prototype bistable strut. Experimental Results. Having manufactured a working bistable strut,this was then tested in an Instron materials test-ing machine.

17 Aug 2001: A modified matching procedure for plane strain analysis is alsopresented. In near future, the drainage element is intended to be used in the back-analysis of acentrifuge test on reinforced embankments ... The input specifications for thisfeature are

5 Jan 2004: Theparameters are dependent on the effective stresslevel; therefore, in order to determine soil para-meters relevant to models, in-ight tests such asthe cone penetration test (CPT) must be carriedout. ... 1986). The task, therefore, is to recognize the

2 Oct 2001: The gravity ‘turn-on’ technique of such a centrifuge test produced dramatic results and did not require complicated excavation or surcharging systems to bring the slope to failure. ... progressive failure in overcon-solidated embankments using

25 Jan 2006: The MSD method is used to back analyze tests on instrumented rigid square pads performed at the soft clay test site at Bothkennar in Scotland (UK). ... 3. BACK ANALYSIS OF LOADING TESTS ON A STIFF FOOTING AT BOTHKENNAR 3.1 Site Bothkennar soft clay test

6 Jan 2004: More recently, video capture has been used to monitor de-formations in centrifuge tests (eg Allersma et al, 1994) and at-tempts have been made to measure triaxial test deformation by ... Typical image. ‘Gaugelength’40mm. Figure 9. The measurement of

5 Jan 2004: Fig. 1. A self-bored pressuremeter test with three unload/reload cycles. She. ... ssur. e]. Loop 1Loop 2Loop 3. SBP test in London Clay17.5 m.

25 Jan 2006: al. 1995). The aim of the test (test A) was to study the short-term behaviour and the ultimate bearing capacity of rigid foundations under vertical loads. ... direct simple shear tests) on a representative un-disturbed sample. The maximum incremental

5 Jan 2004: Fig. 2. Slurry ltration. Table 2. Details and results for the ltration tests. ... Table 3. Details and results for the consolidation tests. Test Material Äó: ó: ec E90: kc :kPa kPa MPa 10ÿ6 m/s.

26 Feb 2002: humidity could only be dropped to the ambient conditions on the test day. ... The seasonal cycles shown in Figure 7 are midway through a test sequence and begin at the end of a wet winter.

12 Jan 2006: 2 METHODOLOGY. 2.1 Ground conditions. This series of pile load tests was conducted during summer 2003 at the Takasu test site located in Kochi, Japan. ... Figure 2. Ground conditions at test site. Figure 3. Arrangement of test piles.

30 Mar 2004: 19 A prototype bistable strut. Experimental Results. Having manufactured a working bistable strut,this was then tested in an Instron materials test-ing machine.

18 Jan 2006: The solution to this drawback is to truncate only the test paf esm,nd. ... White et al.2003! report a precision better th0.05 pixels for test patches larger than 163 16 pixels in a varietof validation tests using GeoPIV.

18 Jan 2006: 2.5 Test programme. A series of four tests was conducted, using two grain sizes and two densities as shown in Table 1. ... Table 1. Summary of tests Dry Voids Relative Test D50 density, ratio, density, φpeak ψpeak (mm) ρd (kg/m3) e ID CD 2.24 1687

26 Mar 2001: This analysis was performed to test the accuracy of the membrane element re-sults, because in the case of complex membrane structures there is no reliableanalytical estimate.

28 Feb 2003: To test the manufacturing and deployment procedures,four demonstrator masts were built at various stages inthe development process.

6 Jan 2004: Fig. 15 shows the results of the tests in which Leighton Buzzard sand was sheared in monotonic loading plane strain compression (MLPSC test). ... The difference in 6 between these two tests (cf: 6 = k45” in RC test) is not signifi- cant since G,,, is

6 Jan 2004: Such. influences must be minimized and, ideally and ultimately, quantified. The Writer points out that complementary shear bands were found to propagate through the photographic markers in Test DWC07. ... vulnerable to progressive failure, which could be

7 Jan 2004: Table 2. Details and results for the filtration tests. Test Material tm: min ó: kPa wg wc df : mm tf : s kc 3 106:m=sÿ1. ... In. test G27 and later tests, electronic instrumentation. measured the displacement of the consolidometer pis-.

5 Jan 2004: Field trial. Test results. LABORATORY INVESTIGATION OF GROUTING IN CLAYS. Test apparatus, soils and grouts. ... Test results. FINITE ELEMENT MODELLING OF GROUTING IN CLAYS. Simulation of the laboratory experiments.

12 Oct 2006: Vaterland 1, Oslo. Vaterland 1 is one of several test sections on the Oslo SubwaySystem. ... The writers show thatthe undrained DSS test gives good displacement predictions.Since triaxial tests are more commonly available in practice, fur-ther

11 May 2006: VI. Properties of Test Balloons. The geometric and material properties of a series of experimental balloons that have been investigatedas part of the ULDB development will serve in the following as

6 Jan 2004: Both tests must have been difficult to carry out satisfactorily, for con- trasting reasons. ... IMPLICATIONS FOR FIELD TESTING Although the foregoing has been concerned. with the collation of laboratory test data, it has a strong implication for the

7 Jun 2004: In the experiment, the compressibility of the grout wasevaluated separately from the grout injection tests. ... pressure as used in the grout injection tests. With the know-ledge of the compressibility of the overconsolidated soilsample, the volume loss

8 Dec 2003: Fig. 9. Results of oedometer tests on the uniformly-gradedand well-graded soils. ... 1995)15. BS 1377, Methods of test for soils for civil engineering pur-.

23 Feb 2006: to reproducethe conditions that may exist at the beginning of a test. ... 5.1.1. Initial imperfections. Many different combinations of eigenmodes and scal-ing factors were considered to test the sensitivity of the results of the detailedwrinkling analysis

6 Jan 2004: 877. Uplift resistance of buried submarine pipelines: comparison betweencentrifuge modelling and full-scale tests. ... Fig. 1. Relation between displacement and force in 1g tests on220 mm pipe.

6 Jan 2004: 589. Test identifier Cell pressure: kPa Voids ratio. Dynamic tests 1 2 3 4 5 6. ... APPENDIX 1. TEST APPARATUS AND PROCEDURES. Dynamic tests The resonant column rig was designed by K.