Modeling the Fire Resistance of Wood-Frame Office Buildings

1997 ◽  
Vol 15 (4) ◽  
pp. 308-338 ◽  
Author(s):  
Edmond C.Y. Lin ◽  
J.R. Mehaffey
Keyword(s):  
Fire Resistance ◽  
Computer Models ◽  
Performance Based Design ◽  
Safety Engineering ◽  
Frame Buildings ◽  
Fire Scenarios ◽  
Flow Through ◽  
Wood Frame ◽  
The Times ◽  
Fire Origin

A fire safety engineering analysis has been undertaken to deter mine the fire resistance of gypsum protected wood stud walls in six simulated of fice fire scenarios. Each scenario consists of an office-furnishing fire in an unsprinklered compartment with windows shut and doors closed at the initiation of fire. Employing three computer models, CFAST 2.0, BREAK 1, and WALL 2D, temperature throughout the compartment of fire origin, heat transfer from the fire to the walls, and the structural degradation of the walls are calculated. The times to failure of the windows and the doors are also calculated. The fire growth caused by the increased air flow through the windows and doors is determined. It is demonstrated that the three computer models could be employed to deliver performance-based design for fire resistance of wood-frame buildings.

scholarly journals PERFORMANCE BASED DESIGN OF UNBRACED STEEL FRAMES EXPOSED TO NATURAL FIRE SCENARIOS

2016 ◽  
Author(s):  
Carlos Couto ◽  
Thiago Silva ◽  
Martina Carić ◽  
Paulo Vila Real ◽  
Davor Skejić
Keyword(s):  
Fire Resistance ◽  
Steel Frames ◽  
Design Methods ◽  
The Other ◽  
Performance Based Design ◽  
The Finite Element Method ◽  
Natural Fire ◽  
Fire Scenarios ◽  
Buckling Coefficient ◽  
Structural Engineers

<p>According to the Eurocode 3 Part 1-2 (EN1993-1-2) (CEN 2005b), it is possible for structural engineers to consider physical based thermal actions and to do performance based design instead of using prescriptive rules based on nominal fire curves. However, some uncertainties remain in the use of such approaches. This study focus on the clarification of the use of the simplified design methods to assess the fire resistance of unbraced steel frames exposed to fire. On the other hand, a recent study (Couto et al. 2013) suggests the use of a buckling coefficient of 1.0 for all the columns except those belonging to the first storey of a pinned framed where 2.0 should be taken instead and it is unclear if the consideration of such values for the buckling lengths is adequate when using performance based designs.</p>In this study, a comparison is made between simple and advanced calculation models and it is demonstrated that the simple design methods, using the suggested buckling coefficients to calculate the fire resistance of the frames are safe sided when compared to the use of advanced calculations using the finite element method (FEM).

Wind Performance Enhancement Strategies for Residential Wood-Frame Buildings

2018 ◽  
Vol 32 (3) ◽  
pp. 04018024 ◽  
Author(s):  
Hassan Masoomi ◽  
Mohammad R. Ameri ◽  
John W. van de Lindt
Keyword(s):  
Performance Enhancement ◽  
Frame Buildings ◽  
Wood Frame

An experimental investigation of retrofitted cripple walls

1991 ◽  
Vol 81 (5) ◽  
pp. 2111-2126
Author(s):  
R. Shepherd ◽  
E. O. Delos-Santos
Keyword(s):  
Experimental Investigation ◽  
Full Scale ◽  
Contributory Factor ◽  
Cyclic Loads ◽  
Loma Prieta Earthquake ◽  
Damping Characteristics ◽  
Frame Buildings ◽  
Loma Prieta ◽  
Wood Frame ◽  
Extensive Damage

Abstract Extensive damage was experienced by wood-frame buildings during the Loma Prieta earthquake. A significant contributory factor was the collapse of cripple walls. This prompted the examination of the behavior of a group of full-scale retrofitted cripple walls subjected to in-plane cyclic loads. The results of investigating seven cripple walls, each 2 ft (0.61 m) high and 16 ft (5 m) long, are presented. Two are control panels, without retrofits. Two are strengthened with 1 by 6 inch (25.4 by 153 mm) braces. Two are retrofitted with 0.5 inch (12.7 mm) plywood and one with a steel strap tie. Stiffness, strength, and damping characteristics are summarized, together with cost aspects. It is shown that relatively cheap and straightforward modifications can substantially eliminate the vulnerability of many existing cripple walls to earthquake shaking.

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