Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10

2011 ◽  
pp. 355-410 ◽  
Keyword(s):  
Structural Steel ◽  
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.

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.

Designed Method of Eccentrically Loaded Welded Connections in AISC Specification for Structural Steel Buildings, 2005

2011 ◽  
Vol 58-60 ◽  
pp. 344-347
Author(s):  
Tao Tu Bao ◽  
Jian Hong Wang
Keyword(s):  
Structural Steel ◽  
Civil Engineering ◽  
Steel Buildings ◽  
Design Code ◽  
Practical Engineering ◽  
Welded Connection

Welded connection is a joined form in practical engineering. This text introduces the relevant contents of eccentrically loaded welded connections in AISC design code, Specification for Structural Steel Buildings, 2005, and arrives at conclusions which civil engineering technicians consult.

scholarly journals Comparative Cradle-to-Grave Life Cycle Assessment of Low and Mid-Rise Mass Timber Buildings with Equivalent Structural Steel Alternatives

2021 ◽  
Vol 13 (6) ◽  
pp. 3401
Author(s):  
Kevin Allan ◽  
Adam R. Phillips
Keyword(s):  
Life Cycle ◽  
Environmental Impact ◽  
Structural Steel ◽  
Software Tool ◽  
Load Resistance ◽  
Wood Products ◽  
Impact Categories ◽  
Steel Buildings ◽  
Environmental Impact Categories ◽  
Mass Timber

The objective of this paper was to quantify and compare the environmental impacts associated with alternative designs of typical North American low and mid-rise buildings. Two scenarios were considered: a traditional structural steel frame or an all-wood mass timber design, utilizing engineered wood products for both gravity and lateral load resistance. The boundary of the quantitative analysis was cradle-to-grave with considerations taken to discuss end-of-life and material reuse scenarios. The TRACI methodology was followed to conduct a Life Cycle Impact Assessment (LCIA) analysis that translates building quantities to environmental impact indicators using the Athena Impact Estimator for Buildings Life Cycle analysis software tool and Athena’s Life Cycle Inventory database. The results of the analysis show that mass timber buildings have an advantage with respect to several environmental impact categories, including eutrophication potential, human health particulate, and global warming potential where a 31% to 41% reduction was found from mass timber to steel designs, neglecting potential carbon sequestration benefits from the timber products. However, it was also found that the steel buildings have a lower impact with respect to the environmental impact categories of smog potential, acidification potential, and ozone depletion potential, where a 48% to 58% reduction was found from the steel to the mass timber building designs.

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