Horizontal seismic force demands on nonstructural components in low-rise steel building frames with tension-only braces

2018 ◽  
Vol 168 ◽  
pp. 852-864 ◽  
Author(s):  
Hetao Hou ◽  
Weiqi Fu ◽  
Wei Wang ◽  
Bing Qu ◽  
Yiyi Chen ◽  
...  
Keyword(s):  
Nonstructural Components ◽  
Building Frames ◽  
Seismic Force ◽  
Steel Building

Seismic Analysis of Some Steel Building Frames

1980 ◽  
Vol 106 (1) ◽  
pp. 75-92 ◽  
Author(s):  
Egor P. Popov ◽  
Vitelmo V. Bertero
Keyword(s):  
Seismic Analysis ◽  
Building Frames ◽  
Steel Building

Acceleration amplification due to rotational components of near-fault earthquakes in triple concave friction pendulum base-isolated structures

2018 ◽  
Vol 45 (4) ◽  
pp. 314-327
Author(s):  
Hamed Tajammolian ◽  
Faramarz Khoshnoudian
Keyword(s):  
Dynamic Analysis ◽  
Ground Motion ◽  
Nonlinear Dynamic Analysis ◽  
Maximum Acceleration ◽  
Nonstructural Components ◽  
Geometrical Properties ◽  
Near Fault ◽  
Rotational Components ◽  
Seismic Force ◽  
Friction Pendulum

Recent studies show that rotational components of earthquakes can amplify the floor acceleration in a base-isolated structure. As a result, the seismic force of nonstructural components could be significantly increased. In this paper, a simple rectangular deck with various geometrical properties mounted on triple concave friction pendulum (TCFP) bearings is examined. At first a set of three translational components from 25 near-fault ground motion records are considered. Then, three rotational components, i.e., torsional and two rocking motions are computed for each earthquake. The results of nonlinear dynamic analysis in a rectangular structure with an aspect ratio in plan equal to 3, demonstrate that the acceleration approximately intensifies 3.4 times in presence of all six ground motion components compared to three translational ones. Finally, a new formula is proposed to determine the maximum acceleration of base-isolated structure without performing the dynamic analysis due to rotational components of ground motions.

Beam-to-column connections in steel frames

1987 ◽  
Vol 14 (1) ◽  
pp. 68-76 ◽  
Author(s):  
Glenn A. Morris ◽  
Jeffrey A. Packer
Keyword(s):  
Structural Analysis ◽  
Deformation Behaviour ◽  
Canadian Standard Association ◽  
Approximate Design ◽  
Building Frames ◽  
Design Specifications ◽  
Factors Influencing ◽  
Steel Building ◽  
Analysis Computer ◽  
Steel Design

The importance of beam-to-column connections in determining the load–deformation behaviour of steel building frames has been recognized for more than 70 years. Yet steel design specifications, including Canadian Standard Association standard CAN3-S16.1-M84, still mandate that connections be treated as either "pinned" or "rigid," and prescribe approximate design assumptions accordingly. Structural analysis procedures and tools exist that can account adequately for connection behaviour. What is not complete is the knowledge of the force–deformation behaviour of the various connection types.In this paper, what is known of the force–deformation behaviour of the commonly used connection types is described. The factors influencing that behaviour are outlined. Procedures for modelling connection behaviour and for incorporating it into structural analysis computer programs are described. The effects of connections on the behaviour of the overall structure are described and illustrated with examples. Finally, the areas where additional research is needed are discussed. Key words: connections, steel, structural analysis, columns, semirigid design.

scholarly journals Economy studies of steel building frames with semirigid joints

1998 ◽  
Vol 46 (1-3) ◽  
pp. 85 ◽  
Author(s):  
K Weynand ◽  
J.-P Jaspart ◽  
M Steenhuis
Keyword(s):  
Building Frames ◽  
Steel Building

scholarly journals IMPACT OF INTRODUCING SEMI-RIGID MOMENT FRAMES ON SEISMIC RESPONSE OF BRACED FRAMES

2019 ◽  
Vol 6 (1) ◽  
Author(s):  
Mahmoud Faytarouni ◽  
Onur Seker ◽  
Bulent Akbas ◽  
Jay Shen
Keyword(s):  
Braced Frames ◽  
Seismic Evaluation ◽  
Moment Frames ◽  
Moment Frame ◽  
Braced Frame ◽  
Shear Connections ◽  
Seismic Force ◽  
Steel Building ◽  
Story Drift ◽  
Moment Resisting

Maximum seismic inelastic drift demand in a steel building with braced frames as primary seismic-force-resisting (SFR) system tends to concentrate in few stories without considering inherent participation of designed gravity-force-resisting (GFR) system in actual structural stiffness and strength. The influence of GFR system on stiffness and strength can be taken into account by considering the composite action in beam-to-column shear connections that exist in modern steel building construction to form actual semi-rigid moment-resisting frames. Therefore, modeling semi-rigid moment frames as an equivalent to the GFR system in braced frame buildings could be utilized as a representative to the strength provided by gravity frames. This paper presents a seismic evaluation of a six-story chevron braced frame, with and without semi-rigid moment frame. Four different cases are investigated under a set of ground motions and results are discussed in terms of story drift distribution along the height. The results pointed out that the current findings lay a foundation to conduct further investigation on the seismic performance of braced frames as designed SFR system together with GFR system.

scholarly journals Effects of vertical seismic actions on the responses of single-storey industrial steel building frames

2019 ◽  
Vol 13 (3) ◽  
pp. 73-84
Author(s):  
Dinh Van Thuat ◽  
Nguyen Dinh Hoa ◽  
Ho Viet Chuong ◽  
Truong Viet Hung
Keyword(s):  
Load Distribution ◽  
Steel Frames ◽  
Wind Loads ◽  
Structural Configuration ◽  
Building Frames ◽  
Earthquake Loads ◽  
Linear Elastic ◽  
Industrial Buildings ◽  
Steel Building ◽  
Wind Actions

Single-storey industrial steel frames with crances are considered as being vertically irregular in structural configuration and load distribution under strong earthquake excitations. In this paper, various analytical frames with their spans of 20, 26, 32 and 38 m and locations built in Ha Noi and Son La regions were designed to resist dead, roof live, crane and wind loads. The equivalent horizontal and vertical static earthquake loads applied on the frames were determined. Next, by using linear elastic analyses of structures, the effects of vertical seismic actions on the responses of the frames were evaluated in terms of the ratios K1 and K2 at the bottom and top of the columns corresponding to different combinations of dead loads and static earthquake loads, as denoted by CE1, CE2 and CE3. The effects of seismic actions compared with those of wind actions were also evaluated in terms of the ratios K3 and K4. As a result, the effects of vertical seismic actions were significant and increased with the span lengths of the frames. In addition, by using nonlinear inelastic analyses of structures, the levels of the static earthquake loads were determined corresponding to the first yielding and maximum resistances of the frames. Keywords: single-storey industrial buildings; steel frames; span lengths; irregularity; vertical seismic actions; earthquake levels; wind loads

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