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20 Dec 2001: 0.13) 3.007[A series] 20 269.8 270.5 (2.07) 3.595 (0.20) 3.452. ... is halved (see the curves for s = 10 mm and s = 20 mm in Figure 6).

22 Aug 2001: 20. Prototype time /years. 20. Prototype time /years. 30 40. Prototype time /years. ... 28 -. 1 5 -. qrgji&3. T. 10 -. S-. 8 I I I0 20 4@.

15 Nov 2001: 25The Structural Engineer Volume 79/No 6 20 March 2001. ceptible to stability problems. ... The Structural Engineer Volume 79/No 6 20 March 200126. given by M/ϕ.

20 Dec 2001: The spiral is assumed to have a pitch of 20 mm and an internal diameter of 90 mm, with a centre-centre distance for the overlapping spirals of 45 mm.

17 Aug 2001: 2 hours and 20 minutes, followed by deionised water for 1 hour and 18 minutes, at 1OOg. ... formation (Evans, 1994) the model was consolidated to 150g for 4 hours and 20 minutes.

17 Aug 2001: models, and from Z = 20 mm to Z = -350 mm in Series C models. ... were placed on the surface and at depths of 20 mm and 60 mm.

17 Aug 2001: I60. I6 NaClNaCl 0. 10. 1 0.180.18 29.629.6. 0.060.06 0.20.2 88. ... 1 6 - 0.1 M SODIUMSULPHATE. - SOLUTION14 -. 12 -. 10 -. 8 -. 6 -r. 4 ’20. I30! I I I I I40 50 60 70 80Temperature (degrees celcius).

22 Aug 2001: 1 7. 7. 23.c. 20.5. Averageacceleration. m/s2. 3 4. 6 7. ... ii 20. g 8. _ -20. -4e! i=-em. 0.00 0.10 0.1s 8.20.

22 Aug 2001: 1 0. 0.38. z$j 0.36izg 0.34Yb. E. 0.32. 0.26 :20 22 24 26 28 30. ... 20 21 22 23Time(secs). 24 25 26. Time(secs). Soil Heave at Surface.

17 Aug 2001: i ‘1‘4. Brick-L3 (UB) Brick-= (VB). Brick-W (LB) Brick-u (LB). 20 15 1 0 5Lateral inward displacacnt (mm). ... u-. tL. ti. 35. 30. 25. 20. 15. 10. 5. 00 0.002.

17 Aug 2001: samples #3, #lO, #13, #20, #30, and #35(a). Four of these were analysed in the same. ... Date Samples. Thursday 22 June 95 #lO, #20, #30. Friday 23 June 95 #3, #13, #35(a).

17 Sep 2001: Plastic design of a steel frame, Baker (1948). Cambridge text book example plastic design of shelter to resist floor load 20 lb/sq.ft falling 9 ft in bombed house; Mother

9 Nov 2001: be N 0:8, b3 20 and N ÿ0:35, b3 10, respec-tively. ... equations based on the longitudinal equilibrium. FiBRA, N 5 0.8, b3 5 20.

22 Aug 2001: stress as. 2 ans/icsoftsoilengg/nov93/fmal version. p’ = g (0, 20,) - 11 = (0; 20:)/3,. ... 4,dq =MP’ dP’. (20). This equation is integrable. Introducing the stress ratio q/p’ = q , and.

17 Aug 2001: below the ground surface ACC 3477 recorded a peak ground acceleration of 20.5%. ... msec]. 20. 7s 0. - 2 0. A C C 3 4 7 7.

9 Nov 2001: analysis is presented by Leonhardt.20 There is. also some work available in German2123 but. ... self-weight w.20. Parametric studies were carried out. using the eigenvalue nite-element analysis.

9 Nov 2001: 20 N/mm2.16. But is this a good thing? Steel is highly ductile, so increasing. ... certifying authorities.20. 4.1. Conclusion 3Pre-tensioning systems should be provided by advanced com-.

6 Feb 2001: 6American Institute for Aeronautics and Astronautics. 0 5 10 15 20 25 300. ... 20. r =δ2 R2 sin2 (θ/2). 2δ(19). γ = 2 arccosr δ.

10 Nov 2001: nodes. 19. Figure 8: Loads applied to cable net. 20. 1.631.13. ... 23. 0 5 10 15 20 25 30-0.5. 0. 0.5. 1.

17 Aug 2001: 16 1 9 20 2 1 22 23 24. 16m below ground level. ... Direction: N-S. 10 1 2 1 4 1 6 18 20 22.

22 Aug 2001: 2 0.25 0.3 0. 3 5. [Sl0. 0 4 ’ 1 Node 20. ... z 0.005. 0 50 100 150 20(. [Hz]I. 0.02 -. l-IO.0.

17 Aug 2001: 0,’ = (q’ 20,,‘)/3 (4). The Youngs modulus is given by,.

21 Mar 2001: 20. 4 Results 22. 4.1 Introduction. 224.2 Phase II Results. 224.3 Phase III Results. ... 250. 300. (a) 8 ribs. 0 10 20 30 40 50 60 700.

17 Aug 2001: 2 2 , I. %G 0 ACC 2. - 2 20 2 4 6 8 1 0 1 2.

9 Nov 2001: Transport-supported beam. 20. For the transport-support condition it. was found2 that the non-dimensional buckling. ... suggested by Laszlo and Imper,20 if adequate. reserves against stability problems cannot.

17 Aug 2001: At the selected acceleration (60g) for testing, the measuredvariations of bending strains using the foil gauge transducer were up to I- 20% of the meanvalues, whereas the semiconductor gauges gave a ... January 1995 Page 20.

17 Aug 2001: Kocaeli earthquake. For YPT and ARC signals, NS against EW were plotted for the 5-20, 20-35, 35-50. ... duration of 5-20, 20-35 and 35-50 seconds respectively. 29. Figure 3.5.2 Particle acceleration trajectories for ARC NS and EW components for.

19 Jan 2001: tendon. To investigate possibleeffects due to an asymmetrical distribution of bond, the lengthsof the bonded tendon segments on one side of the beam were in-creased to 20 mm [Fig. ... 15-20. 9. Kakihara, R. et al., “A New Aramid Rod for the

29 Aug 2001: 20 minutes. The piston was replaced by a piston fitted with an annular irathane pressure bag, in preparation. ... The -20’ to 20’ profiles. clearly indicates that the clay to the rigirlt of the tower has heaved.

22 Aug 2001: 1 0. 0 4 8 1 2 1 6 20 24 2 8Corrected Prototype Depth, zpc (m). ... being 0.90. , leakage occurcd vertical stressbefore CPTStarted. 0-i I I I 1 I I 8 I I I I I 1 I0 4 8 12 16 20 24 28.

31 Aug 2001: Does data exist yet for the proportion of bridges that have to be replaced due to corrosion after 20 years,30 years, 40 years, etc?

17 Aug 2001: 06 9 0 (loo) 2 0 2 0 2 5 6 0 8.5 - 12.6 -20.0. ... tum6onMobtwo Contmt 46 36 26 20 14 9.9 6.9 4.7 3.1 1.9ednsa.

14 Dec 2001: Contraction. Dilation. Figure 6. Volumetric strain vs. pile position. -10 0 10 20 30 40 50 60 70. ... 0. 10. 20. 30. 40. 50. Soil element position relative to pile tip, h/B.

6 Oct 2001: Conventional element tests conducted up to about 20% strain would not approach the deforma-tions produced by pile driving.

22 Aug 2001: ij o-. -20. 20 40 60 80 100 120 140 160 180. ... z 0. -20. 20 30 40 50 60 70 80 90 100 110 120 130 140 150.

17 Aug 2001: The user is advised to refer to pages 20 and 21of CRISP93 user’s manual (Vol. ... 20, pp 236-260. van Zanten, R.V. (ed.) (1986). GeotextiIes and Geomembranes in Civil Engineering.

17 Aug 2001: If for example it was decided toplan a series of up to 50 tests, about 20 litres of soil would be closely affected by each test,which is a prototype volume ... Terzaghi did not comment on bearing failure, but he does comment on slope failure andlateral

17 Aug 2001: 1.2. 0. 096 1 0 % 20%30?4 4 0 9 6! ... Fully consolidatedPostdisturbance. 13.33. 1 4. 1 9 14.20 1 4. 6 7.

6 Oct 2001: 0. 1. 2. 3. 4. 5. 6. 7. 8. 9. 0 10 20 30 40. ... 5. 6. 7. 8. 9. 0 5 10 15 20 25 30 35.

2 Apr 2001: to satisfy 20 constraint equations, 15 on the cable lengths plus 5 on the struts. ... are shown in Fig. 11. 20. Obviously, changing the relation between qt and qb while keeping ql fixed, changes the relative.

26 Mar 2001: Parameter Rib Membrane. Density (kg/m3) 7000 1. Young's Modulus (GPa) 200 20. ... 14 4.52 6.87 6.21. 15 4.56 6.98 7.20. Mode 8. Mode 4.

6 Oct 2001: This follows the general trends observed by others (e.g. [8], [11], [15], [20]). ... 150. 200. 0.0 10.0 20.0. Unit base resistance, qb [M Pa].

17 Aug 2001: Groups of individual sand grains were electron micro-photographed using a constant SEM tiltangle of 20”. ... 20. 10. 0. Fig. 6 Particle size distributions for sands analysed.

17 Aug 2001: If it was decided to plan a series of up to 50 tests, about 20 litres of soil would be closely affected by each test, which is a prototype volume of

17 Aug 2001: On the other hand a trench 20 to 30 feet deep with unsupported vertical sides can be excavated in stiff plastic clay.

17 Aug 2001: Cambridge for 20 years. In Section III of this paper Casagrande reiterated his belief that. ... 1980). Cambridge geotechnical centrifuge operations, 20”’ RankineLecture. GQotechnique, X(3), pp. 227-268.

17 Aug 2001: 20. Hambly, E.C., 1990, “Overturning Instability”, ASCE Journal of GeotechnicalEngineering, 116(4), 704-709. ... 0.3. 0.20.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3. M2zJ3 WV.

17 Aug 2001: 20. A. 1 INTRODUCTION. 2O. A.2 ASSLMIIONS. 21A.3 THE TRANSFORMATION OF CO-ORDINATES. ... At least 4 Mb of RAM. 8 Mb preferred.2. At least 20 Mb of hard disk space.3.

17 Aug 2001: are around 20% higher in two-way cycling and 30% higher in positively-biased. ... 20. Craig, W.H., James, R.G., and Schofield, A.N., (eds), 1988, Centrifuges in SoilMechanics, Balkema.

17 Aug 2001: A standard cone has 80 grams mass. The standardLiquid Limit wL is the water content such that the 80 gram cone penetrates 20 mm into the paste.Undergraduate teaching in Cambridge ... Vol. Weight ln 20 ln d mmFig. 6a Fig 6b. water content w 1 Site wP w wL