scholarly journals Codal Requirements Using Capacity Design Philosophy, and Their Applications in the Design of Steel Structures in Seismic Zones

2018 ◽  
Vol 07 (02) ◽  
pp. 88-107
Author(s):  
Muhammad Tayyab Naqash ◽  
Ayed Alluqmani
Keyword(s):  
Steel Structures ◽  
Capacity Design ◽  
Design Philosophy ◽  
Seismic Zones

scholarly journals Seismic Analysis of Steel Structures with and Without Bracings in Different Seismic Zones

2019 ◽  
Vol 8 (10) ◽  
pp. 4491-4494
Keyword(s):  
Material Properties ◽  
Seismic Analysis ◽  
Steel Structures ◽  
Seismic Loads ◽  
Rolled Steel ◽  
Analysis And Design ◽  
Seismic Zones ◽  
Steel Sections ◽  
Design Software ◽  
Support Conditions

In the present study four G+5 steel structures were modeled without bracings and having X, V bracings and diagonal bracings with foundation depth of 2m support conditions are assumed to be pinned at the bottom or at the supports/footings, seismic loads are applied as per IS:1893-2002 The structures having length = 28.2 m, width = 17m and height = 20m. The structures modeled in STAAD.Pro“structural analysis and design software by considering various loads and load combinations by their relative occurrence are considered the material properties considered are” Fe250 rolled steel sections structures were considered in seismic zones 2, 3, 4 and 5 X type bracings systems are observed to better in high seismic zones.

Seismic response of two-storey buildings with concentrically braced steel frames

1999 ◽  
Vol 26 (4) ◽  
pp. 497-509 ◽  
Author(s):  
M S Medhekar ◽  
DJL Kennedy
Keyword(s):  
Seismic Response ◽  
Response Spectrum ◽  
Time History ◽  
Steel Buildings ◽  
Capacity Design ◽  
Concentrically Braced Frames ◽  
Braced Frame ◽  
Seismic Zones ◽  
Concentrically Braced Frame ◽  
Concentrically Braced

The seismic performance of two-storey steel buildings with concentrically braced frames as the lateral load resisting system is evaluated. The buildings are designed in accordance with the National Building Code of Canada (1995) and CSA Standard S16.1-94 for five seismic zones in western Canada. Only frames designed with a force modification factor of 1.5 are considered. Analytical models of the buildings are developed, which consider the nonlinear seismic behaviour of the concentrically braced frame, the shear strength of the roof diaphragm, and the stiffness and strength contributions of the nonstructural partitions. The seismic response is estimated with nonlinear static and dynamic time history analyses. Roof diaphragm flexibility does not influence the dynamic behaviour significantly. The distribution of lateral forces from response spectrum analysis agrees well with that specified. Current design procedures provide reasonable estimates of the lateral drift in low and moderate seismic zones. Brace ductility demands are reasonable and may be limited due to the contributions of nonstructural partitions. However, in moderate and high seismic zones, the connections, beams, columns, and roof diaphragm are overloaded. The capacity design procedure is recommended to provide adequate resistance to the overloaded components.Key words: analyses, capacity design, concentrically braced frame, diaphragm, dynamic, earthquake, low-rise, nonlinear, seismic design, steel.

scholarly journals Developing a common Australasian Earthquake Loading Standard

1995 ◽  
Vol 28 (4) ◽  
pp. 288-293
Author(s):  
G. Hutchinson ◽  
J. Wilson ◽  
L. Pham ◽  
I. Billings ◽  
R. Jury ◽  
...  
Keyword(s):  
New Zealand ◽  
Seismic Hazard ◽  
Historical Perspective ◽  
Eurocode 8 ◽  
Earthquake Loading ◽  
Seismic Zoning ◽  
Capacity Design ◽  
Design Procedures ◽  
Seismic Zones ◽  
High Seismicity

The development of a common Earthquake Loading Standard for Australia and New Zealand which has the potential for most countries in SE Asia is discussed in this paper. An historical perspective of earthquake loading standards in the two countries is introduced for background. In addition, two internationally recognised standards, Uniform Building Code (UBC) and Eurocode 8, covering earthquake loadings for areas of both low and high seismicity are presented. A seismic zoning scheme similar to the UBC approach is tentatively suggested for describing the seismic hazard of Australia and New Zealand. It is suggested that the requirements for design and detailing could vary from nominal tying together to capacity design procedures for the lowest and highest seismic zones respectively.

scholarly journals An application of capacity design philosophy to gravity load dominated ductile reinforced concrete frames

1978 ◽  
Vol 11 (1) ◽  
pp. 50-61 ◽  
Author(s):  
T. Paulay
Keyword(s):  
Reinforced Concrete ◽  
Lateral Loading ◽  
Capacity Design ◽  
Concrete Frames ◽  
Reinforced Concrete Frames ◽  
Design Philosophy ◽  
Axial Forces ◽  
Earthquake Resistant Design ◽  
Gravity Load ◽  
High Level

Indiscriminate application of the capacity design philosophy can lead to unnecessary or indeed absurd conservatism in the earthquake resistant design of gravity load dominated ductile reinforced concrete frames. Low-rise framed buildings are typical examples. The origin of excessive potential strength with respect to lateral loading is discussed and proposals are made to establish an acceptable upper bound for lateral load carrying capacity in such frames. A technique is presented by which the successive formation of potential plastic hinges, involving partial beam sway mechanisms, can be conveniently assured. While retaining the requirements for energy dissipation in beams, it is postulated that at an acceptable high level of lateral loading the formation of storey mechanisms, necessary to complete the frame sway mechanism, should be tolerable. Examples are given to illustrate the determination of design quantities for bending moments, shear and axial forces for both, beams and columns.

Seismic performance of low- and medium-rise chevron braced steel frames

2001 ◽  
Vol 28 (4) ◽  
pp. 699-714 ◽  
Author(s):  
Robert Tremblay ◽  
Nathalie Robert
Keyword(s):  
Dynamic Instability ◽  
Steel Structures ◽  
Seismic Loads ◽  
Building Structures ◽  
Braced Frames ◽  
Capacity Design ◽  
Seismic Behaviour ◽  
R Factor ◽  
Tension Capacity ◽  
Strong Ground

This paper describes the seismic behaviour of chevron steel braced frames for 2-, 4-, 8-, and 12-storey steel building structures. Two different design approaches were considered: one that corresponds to current CSA-S16.1 seismic provisions for braced frames with nominal ductility with an R factor of 2.0, and one in which the beams are sized to develop a fraction of the yield tension capacity of the bracing members. In this second approach, an R factor of 3.0 was used for determining the seismic loads and chevron bracing with stronger beams capable of developing 100%, 80%, and 60% of the brace yield load were examined. The results show that current S16.1 provisions for chevron braced frames may lead to systems that are prone to dynamic instability for 4-storey and taller structures. Chevron bracing with stronger beams exhibits a more stable inelastic response and can be used for structures up to 8 storeys in height. For 2- and 4-storey buildings, chevron braced frames with beams designed to develop only 60% of the brace yield resistance can be used. The analyses also show that the force demand in brace connections, beams, and columns as determined from capacity design provisions agree well with that anticipated under strong ground motions.Key words: earthquakes, seismic design, steel, structures, braced frames, bracing members, beams, columns, connections.

scholarly journals THE ART OF APPLICATION OF HIGH-STRENGTH STEEL STRUCTURES FOR BUILDINGS IN SEISMIC ZONES

2015 ◽  
pp. 492-506 ◽  
Author(s):  
Guo-Qiang Li ◽  
◽  
Yan-Bo Wang ◽  
Su-Wen Chen ◽  
◽  
...  
Keyword(s):  
High Strength Steel ◽  
Steel Structures ◽  
High Strength ◽  
Seismic Zones
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