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14 Dec 2001: 400. -350. -300. -250. -200. -150. -100. -50. 0. -55 -50 -45 -40 -35 -30.

14 Oct 2003: 1.5mCrashbarrier. 200 mm slab thickness,50mm asphalt. 24.8m. 0.7m. 1.3m. Figure 22: Schematic of the Showa Bridge deck (adapted from Iwasaki, 1984).

15 Aug 2001: 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

17 Aug 2001: Numerical modelling of theelectrokinetic remediation ofheavy metal contaminated soil. bYby John D. McKinley1 & Chrysanthi Savvidou2. CUED / D - SOILS / TR.292 (1997). ___. --. i Assistant Lecturer, Geotechnical Group, Department of Engineering,

30 Jul 2002: TRITA-MEK Technical Report 2002:04 ISSN 0348-467XISRN KTH/MEK/TR--02/04--SE. Deployable Tensegrity Structuresfor Space Applications. Gunnar Tibert. Royal Institute of TechnologyDepartment of Mechanics. Doctoral ThesisStockholm, 2002. Deployable

5 Jan 2004: Similar observations,. 0. 5. 10. 15. 200 50 100 200150. Surface loading: kPa(a). ... 15. –20. 0. Ele. vatio. n: m. 0 0 100 200 300 400–20–10102030 –30.

2 Jul 2007: The card should be 200-300gsm so that it’s easy to cut and relatively flexible. ... E (GPa). Metals. Stainless Steel. 200. Aluminium Alloys. 75. Copper Alloys.

5 Jan 2004: 50. 100. 150. 200. u w: k. Pa. 0 200 400 600 800 1000Elapsed time: s. ... 0 200 400 600 800 1000Elapsed time: s. Fig. 7. Maximum measurable suction of 3 bar air-entry tensiometer initially saturated atatmospheric pressure with saturation effort.

28 Nov 2013: at prototype scale), wall thickness of 0.7 mm (0.035 m atprototype scale), and an embedded depth of 200 mm (10 mat prototype scale).

28 Nov 2013: B4. B1. B3. B6. B5. B2. 200 m. Figure 2. Borehole locations. ... 40003000200010000. 40. 120. 160. 200. 0. Dep. th b. elow. top.

5 Jan 2004: 200 A.C.J. Treadaway et al. / Engineering Geology 53 (1999) 195–204.

2 Feb 2004: The centrifuge tests simulated the lateral response of a 100-inch diameter pile embedded to 200 ft in a soil that modeled the geotechnical strength properties from one of the Ursa

6 Jan 2004: Hollow cylinder SCL: 100 OD, 60 ID and 200 H. None.

11 Jul 2007: 0.8 ( in / )200. cc. f 2f N mmν = (2).

2 Aug 2011: 0. 0.2. 0.4. 0.6. 0.8. 1. 0 100 200 300wc, LL (%). Dep. th (m. bsf). water contentliquid limits. tion for the presence of crusts.

17 Aug 2001: i< ,,-d. T (kN/m) I(Sample width = 200 mm. 3.5 -Gauge length = 200 mmExtension rate = 1 % per min.Temperature = 20 f I “C.

15 Oct 2003: 2(d). Measurements have been conducted on three samples of average mass 200 g each. ... 25. (b). 200 µm. (a). 200 µm. (c) (d). 100 200 300 400 500 600 700 8000.

2 Aug 2011: The first particles to crush in the simulations were the weakestones (Fstrength 160–200 N when scrush is 40 MPa and the grain. ... Therefore the stress corresponding toa mean force of 200–270 N and the onset of the crushing local-isation can be

31 Mar 2004: 80 θ 1000.005D w 0.05D. 2 γ, η 200.5 mm ts 2 mm. ... The geometry was created by im-porting the coordinates of 200 points along a rib and areinforcing curve into the PATRAN2 preprocessor.

8 Dec 2005: coo. rdin. ate:. mm. 120. 100. 80. 60. 40. 20. 00 50 100 150 200. ... 200 2 4 6 8 10Horizontal position relative to pile tip, 2x/B.

10 Jan 2004: 1 2 4 6 8 10 12 14 16 18 200.

7 Jun 2004: Even if a portionof the safe over-pressure range is used to apply a saturationpressure of 200 kPa, a consideration of the physics ofsaturation (equation (2)) indicates that the initial degree ... a. 0 200 400 600 800Time: min. (a). 0. 500. 1000.

28 Feb 2002: 110 70 ACC7427 200 125 50 ACC8131 320 170 75 ACC8879 130 115 50 ACC8915 330 160 60 ACC8925 445 145 90 ACC8932 250 155 40 ACC9082 220 14 65 PPT5000

28 Nov 2013: 159 36?4 1?14 0?03265500(20) 3?350 0?602 0?997 200 32?8 1?20 0?04389500(1)_Xu 3?236 0?311 0?987 45

11 Jul 2007: 200. 2 Ductility code measures of ductility, defined in terms of rotation capacity of a section, are.

30 Jul 2007: Ele. vatio. n: m. m. 0 s. t. t0. s. 20 10 0 10 200. ... Tens. ion. t: kP. aC. ompr. essi. on. 0 50 100 150 200 250 300100.

29 Nov 2013: 10. 15. 20. 25. 30. 35. 40. 0 100 200 300 400 500. ... 1. 5. 20. 40. 70. 85. 94. 96. 98. 99. 150 200 250 300 350 400 450 500.

20 Mar 2006: In each simulation, the. structure was moved along its kinematic path in 200 steps, starting from the fully-folded con-.

5 Jan 2004: 1400. 1200. 1000. 800. 600. 400. 200. 00 0.5 1.5 2.5 3.51 2 3. ... 700. 650. 600. 550. 500. 450. 4000 100 200 300 400 500 600 700 800 900 1000.

17 Feb 2004: 0.05. 0.05. z (mm). -200 200 σx (N/mm2). (a). -0.05. 0.05. ... 200 200. z (mm). σy (N/mm2). (b). Figure 16: Predicted stress distribution in test case 3, after forming.

17 Aug 2001: In general, it is felt that a minimum of 200 particles should beassessed to ensure reasonable statistical analysis (see Table l), although t-Tests may beundertaken on smaller sample sizes than

18 Jan 2006: 50. 100. 150. 200. 250. 300. Pipe. CD. Figure 1. Experimental apparatus and example displacement vector field. ... 200. 250. 300. Incremental vertical soil displacement along centre line/Increment pipe displacement.

28 Nov 2013: 300. 200. 100. 00. (a). (b). (c). 10 000 20 000 30 000 40 000. ... props. The maximum bending moment induced by the. undrained excavation amounted to about 200 kNm/m.

9 Sep 2002: e 1.2. 1.1. 1.0. 100 200 400 ln p′ kPa. tainly provocative for those who wish to include the progressive crushing of clay agglomerates in their constitutive understanding

1 Mar 2005: Note that this latter proportion. (E/σy) has typical values of 50-200 for most structural materials. ... The plot shows that the stiffness. ratio is in excess of 200, even for loosely coiled beams, and much larger for more tightly coiled.

14 Feb 2003: 0 200 400 600Distance, η (mm). Experiment ABAQUS. -1. 0. 1. ... 1. 0. 1. 2. Experiment ABAQUS. w (. mm. ). 0 50 100 150 200.

22 Jun 2003: tens of millimetres. A survey of approximately 200 concrete highway bridges in the. ... 1.0. 2.0. 3.0. 4.0. 5.0. 6.0. 7.0. 8.0. 9.0. 10.0. 0.0 50.0 100.0 150.0 200.0