Lateral Load Distribution in Asymmetrical Tall Building Structures

Coull, A.; Wahab, Abdul

doi:10.1061/(asce)0733-9445(1993)119:4(1032)

Cited by 9 publications

(4 citation statements)

References 3 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The investigation of a single framework and one shear wall (Figure 4) shows how this can be achieved. The differential equations of this system are Equations (1), (6) and (9). With y 1 = y 2 = y, and using subscript w referring to the shear wall, they assume the form…”

Section: A More Accurate Solutionmentioning

confidence: 99%

“…However, the applicability of the original method was considerably restricted as they neglected the effect of the axial deformation of the columns. Numerous methods were then published, amazingly unaware of Chitty's efforts, both for individual frameworks or coupled shear walls [Csonka, 1950;Beck, 1956; Ligeti, 1974; Szmodits, 1975;Szerémi, 1984] and also for wall-frame buildings [Rosman, 1960; MacLeod, 1971; Despeyroux, 1972; Council, 1978;Stafford Smith et al, 1981; Goschy, 1981; Hoenderkamp and Stafford Smith, 1984; Taranath, 1988; Coull, 1990;Schueller, 1990;Coull and Wahab, 1993]. The most comprehensive treatment, perhaps, is to be found in the excellent textbook by Stafford Smith and Coull [1991] where a whole chapter is devoted to individual frameworks and another chapter deals with symmetric wall-frame buildings.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Maximum deflection of symmetric wall-frame buildings

Zalka

2013

Per. Pol. Civil Eng.

View full text Add to dashboard Cite

IntroductionThe deflection analysis of multi-storey frameworks has a long history. The mathematical problem of a cantilever composed of a number of parallel beams interconnected by cross bars (i.e., frameworks, using today's terminology) was presented and solved as early as in 1947 in a brilliant paper [Chitty, 1947]. Chitty and Wan [1948] then applied the method to tall buildings under wind load. However, the applicability of the original method was considerably restricted as they neglected the effect of the axial deformation of the columns. Numerous methods were then published, amazingly unaware of Chitty's efforts, both for individual frameworks or coupled shear walls [Csonka, 1950;Beck, 1956; Ligeti, 1974; Szmodits, 1975;Szerémi, 1984] and also for wall-frame buildings [Rosman, 1960; MacLeod, 1971; Despeyroux, 1972; Council, 1978;Stafford Smith et al., 1981; Goschy, 1981; Hoenderkamp and Stafford Smith, 1984; Taranath, 1988; Coull, 1990;Schueller, 1990;Coull and Wahab, 1993]. The most comprehensive treatment, perhaps, is to be found in the excellent textbook by Stafford Smith and Coull [1991] where a whole chapter is devoted to individual frameworks and another chapter deals with symmetric wall-frame buildings. Most of the methods, however, are too complicated, even as approximate methods, or neglect one or more significant phenomena in order to be able to offer relatively simple solutions. Furthermore, none of them are backed up with a comprehensive accuracy analysis and, as a result, their applicability is not possible to establish for practical structural engineering problems. Some are based on the equivalent column approach and use a procedure whereas the characteristic stiffnesses are simply added up for the analysis. This approach -although perfectly legitimate for stability and frequency analyses -is not acceptable for the deflection analysis, as it will be demonstrated in this paper. All the above shortcomings were addressed in a recent paper [Zalka, 2009] which offered a closed-form solution for the deflection of symmetric buildings. However, that solution is still fairly complicated and, as it will be shown later on, its accuracy can significantly be improved.

show abstract

Section: A More Accurate Solutionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Maximum deflection of symmetric wall-frame buildings

Zalka

2013

Per. Pol. Civil Eng.

View full text Add to dashboard Cite

show abstract

“…Even the widely used treasure house of structural engineering research [12] only deals with symmetric wall-frame buildings that do not twist. There are some excellent publications that offer relatively simple solution for the global torsional problem [2,3,[5][6][7]9, 11] but they are either still too complicated or of limited applicability and none of them is backed up with a comprehensive accuracy analysis. All the above shortcomings were addressed in a recent paper [15] which offered a closed-form solution for the maximum rotation of regular multi-storey buildings.…”

Section: Introductionmentioning

confidence: 99%

Maximum deflection of asymmetric wall-frame buildings under horizontal load

Zalka¹

2014

Period. Polytech. Civil Eng.

View full text Add to dashboard Cite

show abstract

“…Considerable efforts have been made regarding the torsional behaviour of individual structural elements (Council on Tall Buildings, 1978; Seaburg and Carter, 2003) but the global torsional behaviour of whole structural systems is a less cultivated area. There are some excellent publications that offer relatively simple solution for the global torsional problem (Council on Tall Buildings, 1978; Irwin, 1984; Coull and Wahab, 1993; Hoenderkamp, 1995; Nadjai and Johnson, 1998; Howson and Rafezy, 2002; Schueller, 1990) but they are either still too complicated or of limited applicability, and neither of them is backed up with a comprehensive accuracy analysis.…”

Section: Introductionmentioning

confidence: 99%

Torsional analysis of multi‐storey building structures under horizontal load

Zalka

2010

Structural Design Tall Build

View full text Add to dashboard Cite

New closed-form formulae are presented for the torsional analysis of asymmetrical multi-storey buildings braced by moment-resisting (and/or braced) frames, (coupled) shear walls and cores. The analysis is based on an analogy between the bending and torsion of structural systems. A closed-form solution is presented for the rotation of the building. The torsional behaviour is defi ned by three distinctive phenomena: warping torsion, Saint-Venant torsion and the interaction between the two basic modes. Accordingly, the formula for the maximum rotation of the building consists of three parts: the warping rotation is characterized by the warping stiffness of the bracing system, St Venant rotation is associated with the St Venant stiffness of the building and the third part is responsible for the interaction. It is demonstrated that the interaction between the warping and St Venant modes is always benefi cial, as it reduces the rotation of the structure. It is shown how the proposed formula for torsion can be used for the determination of the maximum defl ection of multi-storey asymmetrical building structures. The results of a comprehensive accuracy analysis demonstrate the validity of the method. A worked example is given to show the ease of use of the procedure.

show abstract

Lateral Load Distribution in Asymmetrical Tall Building Structures

Cited by 9 publications

References 3 publications

Maximum deflection of symmetric wall-frame buildings

Maximum deflection of symmetric wall-frame buildings

Maximum deflection of asymmetric wall-frame buildings under horizontal load

Torsional analysis of multi‐storey building structures under horizontal load

Contact Info

Product

Resources

About