Search

18 Jan 2006: 2.24 1532 0.73 36% 42.5 13.1 FD 0.28 1551 0.71 92% 52 25 FM 0.28 1386 0.91 30% 39.9 9.9. ... Varying the mean particle size between 0.28 mm and 2.24 mm had a negligible effect on the peak uplift resistance and mobilisation distance.

2 Feb 2004: The centrifuge gravity level was increased in stages to 100g, and the clay was allowed to re-consolidate at 100g for approximately 24 hours. ... Height of load line above clay surface. 24′ 7′′ 26′ 3′′ 27′ 3′′ 27′ 3′′.

12 Nov 2003: 24. 3.13 Example of two Non-holonomic Restrictions Being Violated and its Handling. ... Time. 41. 3.24 Force of Static Friction vs. Normal Force. 41.

28 Nov 2013: at three or more confining pressures, providing datafor the evolution of ªr: This identified 24 sandy soils, andtheir data were split into four groups, as shown in Fig.

27 Jan 2009: The tunnel was4.1 m in diameter at a depth of 24 m, and the measurementswere made by means of rod extensometers installed fromanother tunnel (see Fig. ... 18 – 24 100 6 – 12 50 NA. Metasediments 25 – 30 50 20 – 25 25 825Crushed MCB2 20 – 25 50

5 Jan 2004: TECHNICAL NOTE. Geotechnical properties of fresh cement groutÐpressure ltrationand consolidation tests. M. D. B O LT O N a n d J. D. M C K I N L E Y. KEYWORDS: compressibility; consolidation; constitu-tive relations; grouting; laboratory tests;

17 Aug 2001: the advection-dispersion equation. The dispersion coefficient is given by:. DL = 0,: a,V (24). ... distribution of total copper respectively, while figures 23, 24 and 25 show the corresponding.

2 Jul 2007: d = 2cm. = 2 x 12.2 = 24.4m. Force = Moment. ... d. = 1030000000 = 42200000 N. 24.4. Which way round to the Tension and Compression forces act?

5 Jan 2004: The Role of Micro-Mechanicsin Soil Mechanics. M.D.Bolton. CUED/D-Soils/TR313September 2000. Presented at the International Workshop on Soil CrushabilityYamaguchi University, Japan, July 1999. 1. The Role of Micro-Mechanics in Soil MechanicsMalcolm

12 Oct 2006: 24. 24 2. 4. 4. Fig. 6. Idealisation of pile in load-transfer analysis (Randolph,2003a).

12 Oct 2006: The undrainedstrength is given by: cu = co c1z = 0.21 8.19z 24.5 kPa, wherecoundrained shear strength at the ground surface, c1rate ofvariation of undrained shear strength with depth, and ... Geotech.Geoenviron. Eng., 1281, 13–24. Ikuta, Y., Maruoka, M.

7 Jan 2004: have been developed to describe the conditions inside a. grouted borehole,1,24. ... Pitman, Lon-don, 1973. 24. McKinley J. D. Grouted Ground Anchors and the Soil Mech-anics Aspects of Cement Grouting.

5 Jan 2004: 24,32 and 50 pixels respectively. ... 24 24. 50 50. Performance achievableusing film/video/target markers. Fig. 11. Precision against measurement array size.

7 Jan 2004: Numer. Methods in Eng. 24 (1987) 337}357. [4] O.C. Zienkiewicz, M.

6 Jan 2004: 23.0 24.6 22.1 12.7 16.5 11.9. Rupture Rupture Squash 16.3 84.7 121.9. ... 12.9m. 6.9m. Fig. 24. Idealized sliding wedge, test DWC 07. R S01l reactnon u Water thrust.

6 Jan 2004: The broad replication of stress magnitudes and stress paths permitted the full representation of wall deformation, soil strain and swelling, completing a 50 year full-scale lifespan in under 24 hours ... prCform8e. La reproduction essentielle des valeurs

6 Jan 2004: APPENDIX 2 The minimization of the mean square error. term given in equation (24) takes the following form (the bar denotes the time average). & ... BE(O, 8) = BE(B, 0) = 0. Substituting for E(O, 8), referring to equation (24)? -

5 Jan 2004: 6.98. 6.24. 0 5 10 mm. (a). Stainless steeldiaphragm. Electricalconnection. (b). ... Physiol. 24, No. 1,1 – 22. König, D., Jessberger, H. L., Bolton, M.

5 Jan 2004: p/ KIc (24). Alternatively, we may write. óds. p/ ó0. d0. ... Soils Found. 24, No. 1, 77-89. Novello, E. A. & Johnston, I.

8 Jun 2004: Figure 24 compares the wall bending moments. Fig. 23. Approximate swelling pressure distribution. ... Analysis. Datum I. after increase in groundwater level. Fig. 24. Bending moments for DWC21.

15 Aug 2006: 24 and 25. Fig. 12. Volume strain with moderate cyclic shear loading of drysand or silt. ... 24 and 25. This is called “cyclic mobility” Castro 1975. ndrained monotonic shear.

6 Jan 2004: 72 BOLTON. zo-. 16-. Empwxil relatmn (11). 0 4 8 12 16 20 24!

7 Jun 2004: Qualitative. Manuscript received 10 October 2002; accepted 24 March 2003.Discussion on this paper closes 1 March 2004, for further detailssee p.

8 Dec 2005: T1-DBS-64 DBS 1.30 64 32.2 Flat endedT2-DBS-44 DBS 1.48 44 32.2 Flat endedT3-DBS-71 DBS 1.24 71 32.2 Flat

15 Oct 2003: river sand (CU = 2.24) and Berlin sand (CU = 2.27) [11]. ... 33. 24. pressure. transducer. to vacuum pump. reflective. laser. device. emission/reception.

7 Jun 2004: 18 20 22 24 26 28 30. 130. 128. 126. 124. ... 18. 12. 06. 0. 06. 12. 18. 24. 0 1 2 3 4 5.

18 Jan 2006: Figure 24 shows different representativeshapes of stress–strain curve for samples extracted from thesame in situ conditions with K0 = 1.0. ... 24. Different shapes of stress–strain curve (K0 = 1.0). Curve A n1 m1 B n2 m2 b2.

5 Jan 2004: 11).There were 14 external piles for protection, which were totake most of the negative skin friction and were free tomove, and 24 internal end-bearing piles, which were con-nected

7 Jan 2004: Received 28 March 2001; received in revised form 22 March 2002; accepted 24 April 2002. ... International Journal for Numerical Methods in Engineering 1987;24:337–57. [10] Zienkiewicz OC, Zhu JZ.

7 Jan 2004: Received 14 February 2000; received in revised form 24 June 2000; accepted 8 July 2000. ... 24 J.S. Sharma, M.D. Bolton / Geotextiles and Geomembranes 19 (2001) 23}44.

6 Jan 2004: Collapse limit states of reinforced earth retaining walls. M. D. BOLTON and P. L. R. PANG7. The use of systems of earth reinforcement or anchorage is gaining in popularity. It therefore becomes important to assess whether or not the methods of