scholarly journals Fire Protection and Sustainability of Structural Steel Buildings with Double-Shell Brickwork Cladding

2017 ◽  
Vol 38 ◽  
pp. 298-305 ◽  
Author(s):  
M.Z. Bezas ◽  
Th.N. Nikolaidis ◽  
C.C. Baniotopoulos
Keyword(s):  
Structural Steel ◽  
Fire Protection ◽  
Steel Buildings

Multi-objective optimization of structural steel buildings under earthquake loads using NSGA-II and PSO

2017 ◽  
Vol 21 (2) ◽  
pp. 488-500 ◽  
Author(s):  
Manuel Barraza ◽  
Edén Bojórquez ◽  
Eduardo Fernández-González ◽  
Alfredo Reyes-Salazar
Keyword(s):  
Structural Steel ◽  
Multi Objective Optimization ◽  
Steel Buildings ◽  
Nsga Ii ◽  
Earthquake Loads ◽  
Multi Objective

Structural Steel Performance Following Severe Earthquake Loading

2011 ◽  
Vol 25 (31) ◽  
pp. 4149-4153
Author(s):  
W. G. Fergusona ◽  
C. K. Seal ◽  
M. A. Hodgson ◽  
G. C. Clifton
Keyword(s):  
Plastic Strain ◽  
Structural Steel ◽  
Central Business District ◽  
Steel Structures ◽  
Earthquake Loading ◽  
Structural Elements ◽  
Steel Buildings ◽  
Structural Element ◽  
Tension And Compression ◽  
Business District

The second Christchurch earthquake on February 22, 2011, Magnitude 6.35, generated more intense shaking in the Central Business District than the September 4, 2010 Darfield earthquake, Magnitude 7.1. The second earthquake was closer to the CBD and at shallow depth, resulting in peak ground accelerations 3 times higher. There was significant failure of unreinforced masonry buildings and collapse of a few reinforced concrete buildings, leading to loss of life. Steel structures on the whole performed well during the earthquake and the plastic, inelastic deformation was less than expected given the strength of the recorded ground accelerations. For steel buildings designed to withstand earthquake loading, a design philosophy is to have some structural elements deform plastically, absorbing energy in the process. Typically elements of beams are designed to plastically deform while the columns remain elastic. In the earthquake some of these elements deformed plastically and the buildings were structurally undamaged. The question which then arises is; the building may be safe, but will it withstand a further severe earthquake? In other words how much further plastic work damage can be absorbed without failure of the structural element? Previous research at Auckland on modern structural steel, where the steel was prestrained various levels, to represent earthquake loading, the toughness was determined, as a function of prestrain for the naturally strain-aged steel. Further research, on the same steel, investigated life to failure for cyclic plastic straining in tension and compression loading at various plastic strain amplitudes. This work has shown that provided the plastic strain in the structural element is in the range 2 – 5% the steel will still meet the relevant NZ Standards. To determine the remaining life the plastic strain must be determ ined then the decision made; to use the building as is, replace the structural element or demolish.

BEHAVIORS OF SLIP-CRITICAL BOLTS IN COMBINATION WITH FILLET WELDS

2017 ◽  
Vol 4 (1) ◽  
Author(s):  
Heui-Yung Chang ◽  
Ching-Yu Yeh ◽  
Chia-Yu Chen
Keyword(s):  
Structural Steel ◽  
Fracture Strength ◽  
Fillet Welds ◽  
Strength Ratio ◽  
Steel Buildings ◽  
Bearing Strength ◽  
Fracture Surfaces ◽  
Weld Material ◽  
Transverse Welds ◽  
Longitudinal Welds

According to the Specification for Structural Steel Buildings (AISC 2010), slip-critical bolts can only share load with longitudinal welds in a joint. Moreover, the bolt available strength shall not be taken greater than 50% of the bearing-type. This paper presents the result of a series of joint tests verifying the specification. The joints were tested in a manner similar to previous work (e.g. Manuel and Kulak 2000). The slip strength values of JIS F10T and F14T bolts were tested and compared. Transverse and longitudinal fillet welds with a leg size of 12 mm and the same amount of weld material were adopted and tested respectively. The strength ratio between bolts and welds changes from 5/8 to 6/9 in the combination joints. The result shows that in the combination with longitudinal welds, the bolts tend to slip and contact the plates, developing greater bearing strength. In the combination with transverse welds, the bolts slip and the pretension decreases greatly. But the combination also causes the fracture surfaces of transverse welds to change, providing additional strength to compensate the decrease in bolt slip strength. The combination joints therefore can develop strength greater than the sum of slip strength and fracture strength.

Calculation Method of Intumescent Coatings of Fire Protection for Concrete-Filled Hollow Structural Steel Columns

2011 ◽  
Vol 339 ◽  
pp. 88-91
Author(s):  
Hai Zhou Chen ◽  
Yu Ling Wang ◽  
Jin Gui Liu ◽  
Gui Ling Wang ◽  
Rong Quan Ma ◽  
...  
Keyword(s):  
Structural Steel ◽  
Fire Protection ◽  
Residual Strength ◽  
Calculation Method ◽  
Composite Column ◽  
Steel Columns ◽  
International Airport ◽  
The Past ◽  
Intumescent Coatings ◽  
Potential Damage

The use of hollow structural steel (HSS) columns filled with concrete has become widespread in the past few decades. The residual strength of a composite column may used to assess the potential damage caused by fire and help to establish an approch to calculate the strctural fire protection. Sum up BS standard, AISC standard and some research about cementiteous sprayed monolithic fire protection coatings of Prof. Han’s and calculate the residual strength of a composite column for New Terminal Building of Republic of Mauritius Sir Seewoosaugur Ramgoolam International Airport Expansion Project. The concolusion and method may be used by other approximate project.

Seismic Design of Lightweight Metal Building Systems

2001 ◽  
Vol 17 (1) ◽  
pp. 37-46 ◽  
Author(s):  
Timothy Wayne Mays
Keyword(s):  
Structural Steel ◽  
Linear Time ◽  
Time History ◽  
Lateral Force ◽  
Building Structures ◽  
Northridge Earthquake ◽  
Steel Buildings ◽  
Building Systems ◽  
Metal Building ◽  
Design Earthquake

As a result of failures uncovered after the Northridge earthquake, the AISC Seismic Provisions for Structural Steel Buildings has become extremely stringent in its design provisions for moment frame structures. Although the changes are justified, they are not necessary for every type of building system. Some structures can be safely designed to resist earthquake forces elastically without concern of structural collapse. Metal buildings are typically lightweight, and small inertia forces from the design earthquake will not usually result in an inelastic response of a system that is properly designed to resist wind forces. In this paper, metal building systems are analyzed using an equivalent lateral force method and a linear time history analysis to show that typical metal building systems will respond elastically to the design earthquake. Specifically, using the International Building Code along with the aforementioned document, it is shown in the following sections that for lightweight metal building structures, adherence to the AISC Seismic Provisions for Structural Steel Buildings is not required in most cases except for locations on the West Coast and a few regions east of the Rocky Mountains. Elastic design methodology is discussed and design recommendations applicable to metal building systems are provided.

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