The lateral load resistance of unclassified cross-laminated timber walls: Experimental tests and theoretical approach

2018 ◽  
Vol 166 ◽  
pp. 402-412
Author(s):  
H. Wadi ◽  
S. Amziane ◽  
M. Taazount
Keyword(s):  
Theoretical Approach ◽  
Experimental Tests ◽  
Load Resistance ◽  
Lateral Load ◽  
Cross Laminated Timber ◽  
Lateral Load Resistance

scholarly journals Lateral-Load Resistance of Cross-Laminated Timber Shear Walls

2017 ◽  
Vol 143 (12) ◽  
pp. 06017006 ◽  
Author(s):  
Thomas Reynolds ◽  
Robert Foster ◽  
Julie Bregulla ◽  
Wen-Shao Chang ◽  
Richard Harris ◽  
...  
Keyword(s):  
Shear Walls ◽  
Load Resistance ◽  
Lateral Load ◽  
Cross Laminated Timber ◽  
Lateral Load Resistance ◽  
Timber Shear Walls

A Review of Diagrid Systems for Lateral Load Resistance of Structures

2016 ◽  
Vol 857 ◽  
pp. 19-23
Author(s):  
Ann Peter Minu ◽  
A.S. Sajith ◽  
Nagarajan Praveen
Keyword(s):  
Load Resistance ◽  
Developed Countries ◽  
Lateral Load ◽  
Steel Tube ◽  
Structural System ◽  
Efficient Design ◽  
Time Period ◽  
Gravity Load ◽  
Regular Configuration ◽  
Lateral Load Resistance

Diagrid structures are exterior structures, consisting of diagonal struts and ties in the periphery and an interior core. These diagonal members carry gravity load and lateral load by the axial action of the member. Due to the structural efficiency of diagrids, interior and corner columns can be avoided thereby providing flexibility in the floor plan. The diagrid structures are emerging as popular structural system in many developed countries of the world, but in India it is yet to gain importance. This paper presents a review on the literature of diagrid structures. Studies conducted on diagrid structures to determine the diagrid angle for the efficient design is presented. The stiffness-based methodology adopted for determining preliminary member sizes of steel diagrid structures and the effect of shear lag on high rise buildings with diagrid and its comparison with framed tube structures are discussed. The distribution of the load resisted by interior frame and diagrids is outlined. The parameters used in the comparison of analysis are time period, top storey displacement, inter-storey drift and storey shear. This paper also reviews the studies on the comparison of diagrids with regular configuration and diagrids with varying angles. The analysis and comparison of diagrid and conventional structural system on the basis of consumption of steel, structural weight and displacement are also highlighted. This review covers diagrids with all the materials in practice namely concrete, steel and concrete-filled steel tube(CFST).

Qualitative modeling and analysis of lateral load resistance in frames

1993 ◽  
Vol 7 (4) ◽  
pp. 239-256 ◽  
Author(s):  
Renate Fruchter ◽  
Helmut Krawinkler ◽  
Kincho H. Law
Keyword(s):  
Qualitative Evaluation ◽  
Evaluation Process ◽  
Load Resistance ◽  
Lateral Load ◽  
Structural Behavior ◽  
Design Stage ◽  
Prototype System ◽  
Qualitative Modeling ◽  
Load Path ◽  
Lateral Load Resistance

This paper discusses a work in progress in the development of computer tools for qualitative modeling analysis and evaluation of conceptual structural designs. In the conceptual design stage the description of a structure is incomplete and imprecise, and does not permit the use of traditional numerical analysis tools. We describe a prototype system, QLRS, for qualitative evaluation of lateral load resistance in frames. The primary goal of the evaluation of structural response is to identify undesirable structural behavior. In QLRS, the evaluation process consists of three basic tasks. (1) identification of the story and structure models comprising the lateral load resisting system. We term this task structural system interpretation. (2) Qualitative analysis of the story and structure models, and approximate evaluation of the story drifts. We term this task structural behavior interpretation. (3) Assessment of the performance of the lateral load resisting system, in which the results of the structural system interpretation and the structural behavior interpretation are compared against the requirements for complete load path and relative story drift. Currently, QLRS is able to reason about load path discontinuities and soft-story behavior problems in 2-D moment resisting frames.

Lateral Load Resistance Evaluation of Wood- and Steel-Stud Partition Shear Walls

2009 ◽  
Vol 15 (4) ◽  
pp. 122-130 ◽  
Author(s):  
Ali M. Memari ◽  
Bohumil Kasal ◽  
Harvey B. Manbeck ◽  
Andrew R. Adams
Keyword(s):  
Shear Walls ◽  
Load Resistance ◽  
Lateral Load ◽  
Resistance Evaluation ◽  
Lateral Load Resistance ◽  
Steel Stud

RACKING PERFORMANCE OF LIGHT WEIGHT CONCRETE FILLED COLD-FORMED STEEL PANELS

2016 ◽  
Vol 3 (2) ◽  
Author(s):  
Shahrzad Kasaeian ◽  
Hamid R. Ronagh ◽  
Reza Nikoonejad
Keyword(s):  
Oriented Strand Board ◽  
Experimental Tests ◽  
Load Resistance ◽  
Inertia Force ◽  
Light Weight ◽  
Structural Element ◽  
Earthquake Load ◽  
Cold Formed Steel ◽  
Steel Panels ◽  
Lateral Load Resistance

The implementation of Cold-Formed Steel (CFS) as a structural element is almost new. As a light weight material, CFS members in the earthquake impose low inertia force to the structure. So greatly increased worldwide demand for such structures. Due to the thin-walled nature of CFS they are susceptible to buckling. Great efforts had been made to promote the lateral load resistance of CFS panels. The common bracing methods are not capable of economically resisting the high demands imposed on the system in highly seismic regions. In some instances, all panels are to be covered with Oriented Strand Board or steel sheeting in order to adequately address the anticipated earthquake load, and this renders the system too expensive. A promising method to combat this deficiency is to fill the cavity in between the panel studs with concrete. Results showed that a panel made in such a manner was able to resist the lateral loads three times more effectively than a similar configuration panel but with strap bracing. The strength, ductility and earthquake response factor of such a system were the major concerns. The experimental tests were performed on a 1.2 m × 2.4 m wall with three different configurations of studs and tracks.

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