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2 Feb 2006: 0 20 40 60 80 100 1200. 20. 40. 60. 80. ... path C2. 0 20 40 60 80 100 1200. 0.5. 1.0.

25 Aug 2006: 20. 30. 40. 50. 60. 70. Curvature. App. lied. mom. ent (. kNm. ). Proposed modelExperimental (Beam A3.1 Reference [7]). Figure 3. Energy in flexure Figure 4.

25 Jan 2006: Then:. H/D=5/20=0.25. Osman and Bolton 565. The bulk unit weight of the soil γ is 20 kN/m3. ... The mobilised shear strength from Fig. 5, for H/D=0.25 and bulk unit weight of soil (γ) of 20 kN/m3 is:.

11 May 2006: 20 30 40 50 60 70 80 90 100 110 120-1.5. ... There are 20 hexagon units and 10 unit cells in these strips, respectively.

16 Nov 2006: 46 3.74 1.26 1.561 9.20 9.47 7.02 7.31 4.83 5.15 2.64 2.98. ... 30 8.33 4.03 4.141 20.60 20.52 16.36 16.34 12.11 12.15 7.85 7.97.

11 May 2006: 20. -15. -10. 0 40 80 120 160. Abov e -ground biomass (tons/ha). ... Thus, the structure consists of two curved cylindrical face-sheets 20 mm apart, with internal unidirectionalribbing, strengthening the longitudinal direction of the antenna.

16 Nov 2006: However, this. appears to be conservative for deep tunnels, overpredictingthe tunnel support pressure by about 20%. ... 3, is 20.6 kPa. The pre-peak behaviour is modelled by a simple power curveexpressed by equation (9).

20 Mar 2006: This transformed equation can be treated in the same way as Equation 20, thus rearranging it. ... Guest. 31. 0 20 40 60 80 100 1200. 1.0. 2.0.

6 Jun 2006: PDF-1.4 %âãÏÓ 87 0 obj> endobj xref 87 57 0000000016 00000 n 0000001904 00000 n 0000001436 00000 n 0000001984 00000 n 0000002171 00000 n 0000002465 00000 n 0000002909 00000 n 0000003487 00000 n 0000004162 00000 n 0000004894 00000 n 0000005360

18 Jan 2006: 0 10 20 30 40 50 60 70 80-20. 0. 20. ... Géotechnique, 53(7): 619-631. 0. 5. 10. 15. 20. 25. 0 5 10 15 20 25.

23 Feb 2006: 0 0.5 1 1.5 2 2.5 310. 15. 20. 25. 30. ... membrane, because the corner attachments could only carry a maximum load ofonly 20 N.

25 Jan 2006: There are three considerations: the peak undrained shear strengths in compression and extension are 20 kPa and 10 kPa respectively (Jardine et al 1995), the soil is less stiff at shallower

17 Feb 2006: 10. 0.0. 0.5. 1.0. 1.5. 2.0. 0 5 10 15 20.

11 May 2006: 3,020 Pa4up4down. 30. 20. 10. -10. -20. 0. E [mJ]. p [Pa]. ... 20. 0. E [mJ]. p [Pa]. (d) 20% elements at equator 0.2% pcrit.

25 Jan 2006: It should be borne in mind that: at the characteristic depth, the peak undrained shear strength in compression and extension are 20 kPa and 10 kPa respectively (Figure 5a), the soil

12 Oct 2006: Lee & Salgado (1999) found thatwhereas bored piles mobilise a base resistance typically 20%of qc at D/10 settlement, this value rises to 40% for(dynamically) driven piles. ... During testing of this pileat two sand sites, the ultimate base resistance was

23 Feb 2006: Thedefault, subspace iteration method is generally quicker when only a few (typically,less than 20) eigenmodes are needed. ... Three asymmetric load cases were then considered: T1 = 10, 15, 20 N, with T2 =5 N.

12 Oct 2006: Fig. 20. Values of coefficients of the plastic work in the distributedshearing zone EFH coefficients B and C of Table 3. ... 20 for each h / illustration for h / = 0.06 is shown in the figure.

23 Feb 2006: 28 Y. WESLEY WONG AND SERGIO PELLEGRINO. 40. 35. 300 10 20. ... 4λ2. (20). Substituting (11) into (20) and solving for A gives.

15 Aug 2006: atvery short intervals e.g., less than 20 m so that it is rigid. ... The Veritec recommendedpractice RP E305 clause 4.2.3 allows a maximum lateral dis-placement of 20 m in a seastate duration of 3 h at maximumintensity, in zone 1 more

18 Jan 2006: 5, for H/D = 0.25 and bulk unit weight ofsoil (γ) of 20 kN/m3, is cmob/γD = 0.0675, giving a mobilizedshear stress (cmob) of 0.0675 20 20 = ... 9) is given by L = D – r = 20 – 0.23 =19.77 m.

15 Aug 2006: 20.The corresponding pore pressure development is shown inFig. 21. An important test result is the number of cycles to lique-faction, NL. ... Thus, at10 m below mean sea level, where the absolute pressure equalsapproximately 0.2 MPa, pore water with 1%