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2 Aug 2011: ds. s 2 tan opd. as before, we can obtain. tan op tan ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi. ... 1 þ 2A tan A2p. op tan1tan

20 Dec 2001: TABLE 2. CONCRETE MIX DESIGN. Material Quantity, kg/m3 Percentage by weight, %. aggregate (5 mm) 973 43.7. sand 703 31.6. OP cement 373 16.8.

8 Feb 2000: At this point, the edge momentswere removed by running a new load step, with the op-tion op=new.

7 Jul 2009: i, i.e. curve OP, has passed beyond its peak strength and is. ... experiment over curve portions OP must be considered fortuitous. since it is known that the experimentally determined passive.

19 Jan 2001: By controlling thebond at particular locations along the beam, the designer can op-timize both the ultimate capacity and the rotation capacity of abeam.

26 Mar 2001: Then, in the next step(frequency extraction step), the boundary conditions are changed to the actualones, described above, by using BOUNDARY, OP=NEW option. ... Then, in the frequency analysisstep, the boundary conditions are released while the nodes at

30 Jan 2005: For a more detailed comparison, the predicted hor-izontal displacement of the truss was 319 mm as op-posed to the measured value of 338 mm.

21 Jul 2008: Figure 7 shows thatthe best agreement between the experimental data and thetheoretical solutions is found by using an operative strengthequal to the geometric mean, su;op ðsu;pen su;extÞ1=2.

6 Jun 2006: ûƒ¤þ cGru#ß_|¿ipÉ?4ÖŒŽÞX»Œý‘óþÈãNÌFÄx|y¤ÃBXL¢oFåa=2˜‰K C&Hz>hFŸ‹—¡ìà «þÜõaîE.›Îæš|å{ÍÇ0ïøud/a«CÔÚÝÁÁ2ÐÎCkÆc:î 1ãÑ!›ž@þ?ç ÿLÚqG0xãÖ?õ/öHãPË6=ÓP"ZŸ$W†¥ø =

10 Jan 2004: area functions. The size of the hinges of the bar structure is considered in the op-.

17 Aug 2001: slope. Each cylinder length shortens.Each radius swells. Stress circles increase in size and are tangential to the pair of lines OP andOp′ in Fig.

30 Mar 2004: For a more detailed comparison, the predicted hor-izontal displacement of the truss was 319 mm as op-posed to the measured value of 338 mm.

28 Nov 2013: SS. T(D. )e,. OC. R,. p9. (6)1. 0L. oP. rest. iet. ... ed,is. otr. op. ical. lyo. ran. iso. tro. pic. ally. con.

17 May 2005: The folding concept is both simple and effective: op-posite edges of the reflector are pulled towards eachother by about half of their original distance and areheld in place by tie

18 Feb 2002: This op-tion equates the global displacements and rotations ofthe two nodes that are tied together.

7 May 2002: 2D NAPL experiments using. the CU y-radiation system. H. Coumoulos, C. Kechavarzi,. K. Soga and T. lIIangasekare. CUEDill-SOILffR309 (Jan. 1999). """'" ,. INTRODUCTION. Under the collaboration between The University of Cambridge and The University of

22 Mar 2002: geometries, numerical solutions are the only viable op-tion. The first finite element algorithm to incorporatewrinkling theory[12, 13] iteratively modified the mem-brane stiffness until all compressive stresses had beeneliminated.

7 Jul 2004: STEP, INC=1000, NLGEOM. coords:. STATIC,STABILIZE,FACTOR=1e-8. 0.00001, 1, 1.E-30,0.02. BOUNDARY, OP=NEW. 2000, 1, 3.

29 Mar 2004: The first stage of the design process involved op-timising the geometry of the structure to maximisethe available jumping energy for given (leaf and tape)spring characteristics.

17 Aug 2001: a; = wiai (7). u; = op; (8). and 0,: = w,D, (9).

23 Feb 2006: The model boundaryconditions were modified by using the BOUNDARY, OP=MOD option. ... Without changing the boundary conditions, T1 was increased to 20 N byusing the LOAD, OP=MOD command while keeping T2 constant at 5 N.

25 Sep 2000: Then, in the next step(frequency extraction step), the boundary conditions are changed to the actualones, described above, by using BOUNDARY, OP=NEW option.

1 Mar 2005: Figure 14 compares the load-displacement relationship of this optimised structure (Op-.

23 Feb 2006: R2 = R1(. sinπ. 4 θ1. )/(sin. π. 4 θ2. ). (50). For the second condition, apply the sine rule to D′OP to obtain.

17 Nov 2000: Small Satellite Deployment. Mechanisms. S. Pellegrino, S. Kukathasan, G. Tibert. and A. Watt. CUED/D-STRUCT/TR190. The work presented in this report was partially supported by research contract no. CU009-. 0000004842 between the Defence Evaluation

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