By Roham Afghani Khoraskani
This publication offers the findings of an in depth examine to discover the habit of architectural glazing platforms in the course of and after an earthquake and to advance layout proposals that would mitigate or perhaps get rid of the wear inflicted on those structures. The seismic habit of universal different types of architectural glazing structures are investigated and explanations of wear to every method, pointed out. moreover, looking on the geometrical and structural features, the last word horizontal load potential of glass curtain wall platforms is outlined in keeping with the steadiness of the glass elements. precise realization is dedicated to the incorporation of complicated connection units among the constitution of the development and the construction envelope method with a purpose to reduce the wear and tear to glazed elements. An cutting edge new connection machine is brought that leads to a fragile and practical method simply included into assorted architectural glazing structures, together with these tough greatest transparency.
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Extra resources for Advanced Connection Systems for Architectural Glazing
2009). prEN 13474-3. Brussels: European Standards. Glass Processing Days (2005). In Proceedings of International Conference on Architectural and Automotive Glass Tamglass, Tampere, Finland. June 17–20 2005. , Dow, R. , et al. (2011). Studies of the buckling of composite plates in compression. Ships and Offshore Structures, 6(1–2), 81–92. Heng, H. (2004). Design of structural glass ﬁtting for seismic condition. Australia: Toowoomba. Y. (2006). Buckling of composite thin-walled members. Key Engineering Materials, 326, 1733–1736.
1, General rules: Seismic actions and general requirements for structures. London: British Standards Institution. Building Research Association (1989). The behavior of external glazing systems under seismic inplane racking. Building Research Association of New Zealand. , & Daudeville, L. (1999). Load-bearing capacity of tempered structural glass. Journal of Engineering Mechanics, 125(8), 914–921. Chopra, A. K. (2001). ). Upper Saddle River, NJ, London: Prentice Hall International. European Standards.
Rcr ¼ p2 Á E 12 Á ð1 À t2 Þ Á ÀhÁ2 : ð4:13Þ t Since our plate is diagonally loaded, the imaginary plate is now assumed with a height equal to the diagonal of our plate and the width equal to the cross section of our plate perpendicular to its diagonal. Based on the geometry of the initial glass panel the dimensions of the imaginary rectangle are deﬁned below: h0 ¼ pﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃ b2 þ h2 ; b0 ¼ pﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃﬃ b b2 þ h2 Á : h ð4:14Þ It should be noted that, since the solution to the newly proposed problem is an upper bound to the initial problem, the data calculated can be conservatively used in a design process, however the effect of local stresses and local buckling on the edges of the glass panel shall be separately considered in a numerical modeling (Fig.
Advanced Connection Systems for Architectural Glazing by Roham Afghani Khoraskani