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28 Nov 2013: Meas-. ured undrained shear strengths typically rise at a rate ofabout 24 kPa/m up to a maximum of about 14 kPa at 0.5 mto 1 m depth, as shown ... Tensile strengths between 0.2 and 2 kPaare inferred, implying that pellet material has an

30 Mar 2010: environmentaldeterioration sustained load. ACI 440 0.80 - 0.90 0.24 - 0.27. ... The amount of shift log (αT) is determined from the Arrhenius equation [24].

17 Feb 2004: 4Test. -4-21 23 -24. Analysis -26 24 -26. 5Test. -3.2-18 36 -22. ... shell; the configurations (b-d) are unstable. 24. Figure 3: Sliced-up shell.

17 Aug 2001: Max=25.3. Mb=-26.4. Max=O.l. Mill=-0.2. Max=lO.S. Mln=-12.3. Mox=S.O. Mill=-9.4. Max=24.9. Mln=-33.6. ... II. SHORT TERMTIME RECORDS. G L e v e l FIG.NO.5 0 24.

28 Nov 2013: Similarly, Equation 24 becomes. Qb 60 þ 16:1L27:. The revised ULS criterion then demands. ... would influence the operational shear strength, owing to the test. duration ratio being of the order of 24.

6 Oct 2005: Short-Term Time Records. Unfiltered Data Earthquake. 5. Figure No. CUED/D-SOILS/TR339. 24. ... Max= 12.4. Min= -24. Max= 18. Min= -23.8. Max= 15.3. Min= -19.

14 Feb 2003: θm = νσrE. (24). Wrinkles will form when the geometric hoop strainis larger than the material strain, hence from Equa-tions 8, 22, 23 and 24, we obtain. ... t (mm) Eq. 37 (mm) Exp. (mm) FE (mm). 0.025 24.7 25.4 22.30.050 41.5 33.9 35.6.

28 Nov 2013: On page 243 line 24 equation 40 not 39 should be referred to.

28 Nov 2013: 2012, 12(1), 24–38. http://dx.doi.org/10.1680/ijpmg.2012.12.1.24. Paper 1100005. Received 17/03/2011 Accepted 29/08/2011. Keywords: centrifuge modelling/geotechnical ... ICE Publishing: All rights reserved. 24. However, field measurements remain

22 May 2003: API Method, 1993. 22.2 19.5 41.7. Jardine & Chow, 1996. 30.5 24.8 55.3.

3 Aug 2011: Anal. Meth. Geomech. 2010; 34:821–837Published online 24 September 2009 in Wiley InterScience (www.interscience.wiley.com). ... εyy εzz εxy εxz εyz. Whole sample (best-fit) 0.15 0.10 0.72 0.02 0.02 0.051st slice from bottom 0.24 0.08 7.31

20 Mar 2012: al sta. testr. ength. (. 0 kPa. ,. 24. c. φ. ). ... 10. 15. 20. 24. Fig. 11. Seasonal mobilisation of soil strength, Spencer’s method.

28 Nov 2013: 033. 141.24. 50.96. 30.00. 063. Ram. pello. and. Silv. estri19. 93Reson. ... 3) rangedfrom 18,000 to 30,000, with an average of about 24,000.

3 May 2010: 2max. 400. u. u. cgH. HHw ρλγ (24). Normally consolidated clays Let us now estimate the undrained strength at mid-depth of “soft” clay. ... The rate of wall bulging and ground subsidence would then start to exceed the initial predictions of

2 Aug 2011: grain sizes (D50 0.28 mm and2.24 mm) at two different relative densities ID of 30% and90%. ... tanc. e,N. γRelative. dilatancy, IR0404–1212–2020–2828–3636. IR 4. IR 32. IR 24.

7 May 2002: 24. experiment. At the time of the second experiment, the de-airing device and all the available.

2 Jul 2007: 24.7y = 263.2. y = 263.224.7 = 10.7cm 11cm. 4. Mark out y on the card and cut away the excess card. ... 0.49A x (d 1) = 11.025 24.5M. Re-arranging gives. M = (0.49A x (d 1) – 11.025) / 24.5.

23 Feb 2006: 12(1 ν2)π 4 A2. 4λ4. (24). The stretching strain energy per unit area can be obtained, neglecting stretchingin the η-direction, from. ... U =(1 ν)E t γ. 2. (π 2t 2. 24(1 ν2)λ2+.

28 Nov 2013: New Orleans. International Press-in Association, Tokyo,. Japan, pp. 17–24. Schofield AN (1980) Cambridge geotechnical centrifuge.

30 Jul 2002: Calladine studies a physical model of a tensegritystructure with 12 joints and 24 bars, which should be loose with 6 degrees of freedom,according to Maxwell’s rule; yet, it is

17 Aug 2001: 24. Fujii, T., Kobayashi, T., and Tagaya, K., 1989, “Punchthrough encountered inIndia and Indonesia”, Paper OTC 6124, Offshore Technology Conference.

22 Jun 2003: 24 4.4 Field Study of an Integral Backwall Bridge: Hoppe & Gomez, 1996. ... 24. ntegral backwall bridge. he others presented in this report in that it is an integral.

5 Jan 2004: 100806040200. 26. 24. 22. 20. 18. 16. 14. 12. 10. 8. ... b). ISMES-2. 100806040200. 26. 24. 22. 20. 18. 16. 14. 12.

7 Jul 2002: 0.65 24 mm 2.4 m 2.1 500 (D50 = 45 µm).

20 Mar 2012: 23], byusing the power curves (eq. [9]), we predict. 24 q6cu.

2 Aug 2011: Soils Found. 24, No. 2, 1 – 15. Rowe, P. W.

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

3 Mar 2003: 170 kW 27Hz vibrohammer. <6 (3 mm/s) 3.5 m 39.5 m 18.5 m 6-26 (2.3 mm/s) 4.5 m 51.5 m 24.1

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

5 Jan 2004: 3.528.5 27.5 26.5 25.5 24.5. Ln[A /A]. Ln[. tota. l pre. ... u u0 (1 ÿâ)Ä p (24)The relationship between effective and total stresspaths is sketched in Fig.

17 Apr 2007: 0 4 8 12 16 20 24. -1.2. -0.8. -0.4. 0.0.

29 Nov 2013: Sakagami, T. (1984). Creep char-acteristics of sands. Soils Found. 24, No.

20 Mar 2012: Note. This manuscript was submitted on August 24, 2009; approved onJanuary 14, 2011; published online on January 17, 2011. ... cu 0:218:19z þ 24:5 kPa ð25ÞThe cantilever mode of deformation and the bulging move-.

7 May 2007: l = an1 anb. (23). Therefore,. a =1 5. 2; b =. 3 52. (24). and hence. τ =a. b=. 1 53 5 =. 1. 52. = 1.618033989. (25). is the golden ratio.As

17 Aug 2001: The slurry is mixed for 24 hours below a vacuum prior to pouring, to achieve as near to 100%saturation as possible.

6 Jan 2004: Soils Fdns 24, No. 4, 30-48. Goto, S. (1984). Strength and deformation characteristics of sand in small and large triaxial apparatuses. ... Soils Fdns 24, No. 1, 113-128. Tatsuoka, F., Sakamoto, M., Kawamura, T. &

17 Aug 2001: versus depth for EAE3 & 4 in Figs 4.24 dz 4.25 respectively.

26 Feb 2002: 24:1. König, D., Jessberger, H.L., Bolton, M.D., Phillips, R., Bagge, G., Renzi, R., and Garnier, J.

10 Dec 2005: construction, Procs Inst.Civ. Engrs, 21, 19-30, Nov 1943. 24 Burgoyne19. Thomas, F.G. ... structure, Concrete Constr. Engng, 43, 239-244, August 1948. 24. Anon, Prestressing applied to Strengthening a Church Tower in Staffordshire,.

2 Aug 2011: 1 0:4080:433 0:408 24 (3). Substituting into Eq. (3) the porosity values calculated from oursimulations at strains close to the initiation of the crushing front(3zz 0.048)

2 Aug 2011: Wall Deflection, w, (m). 0.000.040.080.120.160.200.24. Dep. th (m. ). 0. 10.

14 Feb 2003: Mode 22 (41.81 Hz) Mode 23 (41.98 Hz) Mode 24 (44.32 Hz).

11 Jul 2007: Wood showed the resulting momecould be given as [15]. 6. 22 pxpLxM = 24. , ... then the support moment 12/2pLsm =. and the corresponding span moments are 24.

8 Apr 2011: The temperature steps were chosen to give failure after about 24 hours so that a daily cycle of tests could be performed.

11 Jul 2007: In 2007 Pears [24] tested slabs of similar dimensions but with cube strengths of order 65 MPa. ... Fig. 10 Deflection of column stub relative to adjacent slab – 1.0 % fibres [24].

11 Jul 2007: The solution is then rmin= 0.3510.L with the lower bound collapse load from (2) given by pL.L2/m = 24.36.

26 Mar 2010: However, the water in concrete becomes bound as hydration proceeds. Figure 2 shows two images of the same sample; that after 8 hours shows less clarity and after 24 hours the

3 Jun 2002: Ub =Et3. 24(1 ν2). (12Hλ. 2H0. λ0. κ2ηdξdη. )=. Et3. 24(1 ν2)π4A2. ... U =(1 ν)Etγ. 2. (π2t2. 24(1 ν2)λ2 γλ2. 8H2. )(23). which is minimised by differentiating with respect to λ.

27 Aug 2002: 20 16 4.130 24 5.340 33 5.9. 6. Table 3: Tested configurations. ... Configuration Cuts Slits α β γ w(deg) (deg) (deg) (mm). O - - - - - -A 2 2 - 4 50 20B - 4 8 24 90 20.

9 Nov 2001: 24. Comitë Euro-International du Bëton. CEB-FIP ModelCode 1990ÐFinal Draft. CEB, Lausanne, Bulletin d'Information.