Free-standing tension structures : from tensegrity systems by Binbing Wang

By Binbing Wang

Architects are always trying to find new how you can create huge indoor areas unhindered by means of columns and different helps. Tensile and cable-strut constructions are one approach to generating such areas. additionally they allow the production of alternative formed areas permitting architects extra scope for innovation.

Free-standing stress constructions: From Tensegrity platforms to Cable-strut Systems presents the history engineering had to produce those superb buildings.

Providing an entire heritage to the underlying structural engineering theories of tensegrity, this e-book will turn out important for all architects and engineers engaged on tensile constructions.

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Structural components As structural components, cables in beam-like forms sustain tensional components of internal moments, forming free-standing cable networks. Tensegrity grids and new cable-strut grids with extended concept belong to the type. 2). Tensegrity concept is introduced in the following section. 3 Introduction to tensegrity ‘Tensegrity’ attracted wide attention since its mysterious origin and its unique characteristics in architecture. Although some similar ideas occurred occasionally in 1920s (Motro 1996), topic studies were led by Buckminister Fuller, the originator of geodesic geometry.

A system with high-order infinitesimal mechanisms cannot be rigidified by one state of self-stress. A system with finite mechanisms cannot be rigidified at all. However, these mechanisms may actually reach a stable final position under load after experiencing large displacement (including rigid body movement) despite that singularity in stiffness matrix hinders efficient analysis. 5 A cable string (containing first-order infinitesimal mechanisms). ● Loading process due to cable slackening. During the loading process, some cables may slacken.

4 Force equilibrium diagram at an arbitrary joint i. 8) Ј , Pi,y Ј , Pi,z Ј by amounts ␦Pi,x, ␦Pi,y, ␦Pi,z, When the loads are increased to Pi,x the nodes i and j deflect to xiЈ, yiЈ, ziЈ through ␦xi, ␦yi, ␦zi, and to xjЈ, yjЈ, zjЈ through ␦xj, ␦yj, ␦zj, respectively. Meanwhile, the force Fe and length le increase by ␦Fe to FeЈ and ␦le to leЈ, respectively. 11) e in which EAe is the sectional modulus of element e. 15) in which [K] is the stiffness matrix ranked 3Nj ϫ 3Nj (Nj is the total number of joints), {d} is the displacement vector ranked 3Nj ϫ 1, and {R} is the nodal in-equilibrium force vector ranked 3Nj ϫ 1.

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