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

26 Mar 2010: 0 500 1000 1500 2000 250020. 22. 24. 26. 28. 30.

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.

27 Oct 2004: Figure 24: Stress cell measurements in test BG-03 for 50Hz frequency. ... 20. 21. 22. 23. 24. 25. 26. 2. 4. 3. 5.

3 Feb 2004: 24|The Structural Engineer – 6 January 2004. paper: burgoyne. Fig 10 shows the load factor that should be applied to theexternal load so that the bottom steel is sufficient to carry

21 Mar 2001: E. 266664. X1Y1::Z3. 377775 =. 24 aX bX cXaY bY cYaZ bZ cZ. ... 3.3. Prestressing Strategy 24. Tx1 = T1 tx1s1. Ty1 = ty1D1D2=2 (3.13).

17 Aug 2001: 23, #24, #25, #26, #27, #28, #29. Wednesday 28 June 95 #31, #32, #33, #34, #35(b), #37, #38, #39, #40,. ... 11.66 33.45. 14-15. 15-16. 1617. 17-1818-19. 19-2020-21. 2 l-2222-23. 23-24. 24-25.

28 Nov 2013: 24], [26], and [28] should read:. 24 q6cu. 12. 1:35w. gM2D.

22 May 2003: 4 8 12 16 20 24 28 32 36 401.0. 1.1.

10 Nov 2001: b = 2 (15 6) 24 = 204 (5). Substituting Equations 4 and 5 into Equation 1 we obtain. ... 8. Figure 12: Variation of forces in net cables. 24. 0 5 10 15 20 25 303.5.

22 Mar 2010: G. N. C. Alwis Æ C. J. Burgoyne. Received: 29 December 2006 / Accepted: 24 April 2008 / Published online: 24 May 2008. ... Test number Rupture times in years. SIM50-01-01 24,329. SIM50-01-02 20,434. SIM50-02-01 12,359.

16 Nov 1999: c) Common limit point. 24. 5 Example of system with corner limit point; in the initial configuration p = L,ϕ = 0. ... 24. 6 Equilibrium path of simple example. 24. 7 Different shapes of equilibrium path at a corner point, for c1 6= 0 and c2 6= 0; (a)c3 6

19 Mar 2010: measurement in the biopsy samples, and there was nosignificant effect of case-ness (n = 39, r2adj = 0.24). ... J Bone Joint Surg Am58:82–86. 24. Carter DR, Hayes WC 1977 The compressive behavior ofbone as a two-phase porous structure.

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].

20 Mar 2000: The Storchen Bridge in Wintherthur,Switzerland, with a total length of 124 m has two of its 24 cables madefrom carbon fibres [18]. ... 23] HAY, J. Response of Bridges to Wind.HMSO, London, 1992. [24] SHEARD P.

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.

17 May 2005: chosen to have a stiff-ener width of 0.06R = 24 mm, load angle γ = 7, hingeangle η = 14 and a stiffener thickness of 2 materialplies. ... This results in a plan stiffener width of22.6 mm, compared to that of 24 mm in Config VI.It also worth noting that

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

17 Aug 2001: 16 1 9 20 2 1 22 23 24. 16m below ground level. ... 1 0 1 2 1 4 1 6 1 8 20 2 2 24.

14 Feb 2003: weobtain. T1TĀT3TB̄T1TC̄T3TD̄. (T1UĀT3TB̄T1TC̄T3TD̄) θ′A+(T1TĀT3UB̄T1TC̄T3TD̄) θ′B+(T1TĀT3TB̄T1UC̄T3TD̄) θ′C+(T1TĀT3TB̄T1TC̄T3UD̄) θ′D = I (24). From Equation 23, the first term in Equation 24 isequal to I E.

7 Jul 2004: 62 200 16.28 277. 90 273 24.8 177. - - 60.4 215. - - ... cannot be used to analyse this effect. 24. 3.2 Simulation with Pro/Mechanica.

11 Jul 2007: 24. Table 2 Comparisons between experimental and predicted load capacities. Source Supporting condition No. ... under Bending and Shear’’, IABSE Periodica, Zurich, 36-II, 1976, 105–120. [24] Exner, H., "On the Effectiveness Factor in Plastic

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

24 Feb 2005: netic materials (principally Fe2O3) that make up about. 2–5% of the material.24. ... 24. Wilby G. B. Structural Concrete—Materials; Mix Design;. Plain, Reinforced and Prestressed Concrete: Design Tables.

26 Mar 2010: External prestressing tendons were one of the first applications envisaged for advanced composites [24] and remain the major application for which FRPs are most suitable. ... 24] Burgoyne C.J. and Chambers J.J., “Prestressing with Parafil Tendons”,

8 Apr 2011: 2000). Local bond-slip relationship for FRP reinforcement in concrete. Journal of Composites for Construction 4, 24-31.

22 Mar 2010: However, Ericksen [24] carried out creep tests on Kevlar-49 fibres at differenttemperatures. ... filaments. J. Compos. Mater. 18, 312–338 (1984)24. Ericksen, R.H.: Creep of aromatic polyamide fibres.

18 Feb 2002: 20 16 4.130 24 5.340 33 5.9. best-fit line through points 5-8 is 1 : 5. ... The long slits in the Configuration B dish, whichhas β = 24 deg, leave two long unsupportedlengths of skirt.

6 Feb 2001: b = 2 (15 6) 24 = 204 (4). Substituting Equations 3 and 4 into Equation 1 we obtain. ... 1.32. 1.29. (b). 1.48 1.24 1.24. 1.52 1.52. 3.020.43 1.40 1.40.

9 Apr 2004: 24 and 20 into Eq. 21, and multi-plying by the arc length of the tape, Rθ. ... 24. • The steady-state moments for equal and oppositesense bending of a folded tape spring are given byEqs.

20 Jul 2004: Straits of Gibraltar using CFRP cables [24]. ... 24] Meier U., “Proposal for a CFRP bridge across the strait of Gibraltar at its narrowest point”, Procs Inst.

14 Mar 2003: e11 =h1A2 h2A1. (h1h3 h22)|V |(23). e12 =h3A1 h2A2. (h1h3 h22)|H|(24). ... At this. 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 401.

9 Nov 2001: prevent rotation. Hanging beam. 24. The nite-element analysis showed that. the buckling load of a hanging beam is. ... 5, 109112. 24. HANSELLANSELL W. and WINTERINTER G. Lateral stability. of reinforced concrete beams.

6 Oct 2005: 23 5.8 DATA FROM IT03, EARTHQUAKE 4. 24 5.9 DATA FROM IT03, EARTHQUAKE 5. ... PS.2. Max= 3.06. Min= -154. Max= 24.1. Min= -89.7. Max= 38.2.

11 Jul 2007: 12))1(1(24. 23. 2. =hh. hcMwL. p. (19). where h = a / 2L ( = 0.707 a / L) and the width of the yield-lines is equal to a. ... Engineer, Vol. 75, No. 23-24, pp. 403-409. [3] Johansen, K.W., [1962].

20 Jul 2007: α25 and β1, β2,. β25.However, only 24 design variables are needed to represent each grid design, due to symmetry anddue to a more advanced parameter smoothing process. ... Loading 1 kPa pressure loadingNumber of regions 25Number of design variables

16 Nov 1999: 24). Type 2 constraints prevent specified points Ci, at the corners of certain panels of wing 2,. ... 23. 7 Equilibrium path. 24. 8 Simulation of antenna deployment (connecting rods not shown).

27 Aug 2002: Offset 6 45.9Configuration 12 12.5(A = 1 m) 24 3.3. Table 1: Typical surface errors of reflectors with D = 10 m and F = 7.8 m.

22 Mar 2010: C. Alwis. Received: 29 December 2006 / Accepted: 30 September 2008 / Published online: 24 October 2008.

11 Jul 2007: 24. Edge Wedge 3 Way Fan. 25. Corner Flap. 26. Corner 6 Way Fan. ... 1 23.5 24.1 6.8 37.2 31.3 18.0 25.6PCOBRAS.

25 Sep 2000: 4.8 Mode shapes of 10 m diameter re ector with 24 ribs. ... 24. 3.2. SIMPLE MEMBRANE STRUCTURE. Table 3.5: Natural frequencies of simple structure.

11 Jul 2007: Also shown in the figure are the failure shear stresses predicted by program Response-2000 (R2k) [24]. ... Paul’s Church-Yard, 1678, 24 pp. [3] European Committee for Standardization, CEN, EN 1992-1-1:2004 Eurocode 2: Design of Concrete Structures-

22 May 2003: e11 =h1A2 h2A1. (h1h3 h22)|V |(23). e12 =h3A1 h2A2. (h1h3 h22)|H|(24). ... At this. 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 401.

9 Nov 2001: condition than misplaced bearings. 24. Imperfection caused by lateral load. While being transported, the beam can be.

28 Mar 2000: a2 b c = 0 (24). can be solved and, of the two solutions, the one closest ton1 is chosen. ... 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 3435.

17 Aug 2001: 40. Distance /m. I. 6 0. FIGURE 24 PREDICTED CO.NTOURS OF SORMALISED cONCENTMTIONAFTER 16YEARS.

12 Jul 2002: 24. 4.4 Equation for ϑ1maxIn this case, the rotations vary approximately in a logarithmic manner. ... X. Z. tape measures. original positions. K zz. 1. Figure 5.24: Definition of extensional stiffness in z-direction.

27 Jan 2009: Nmm -540. 24 b0Y"6- <>-r A[::'86 J. " -33.0. p. Y Yr'",. ... BMT1. Nmm 500. - 361. Nmm/div. 24.8 l ;. {ACC3486. 'I ft A.

13 Sep 2000: dh = r sin ΦX ΓXY (24). dv = r (1 cos ΦX ) ΓXZ (25).

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.