Quantification of Seismic Performance Factors for Structural Insulated Panel Shear Walls PDF Download
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Author: Luke T. Donovan
Publisher:
ISBN:
Category :
Languages : en
Pages : 149
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Book Description
Author: Luke T. Donovan
Publisher:
ISBN:
Category :
Languages : en
Pages : 149
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Book Description
Author:
Publisher:
ISBN:
Category : Building laws
Languages : en
Pages : 424
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Book Description
This report describes a recommended methodology for reliably quantifying building system performance and response parameters for use in seismic design. The recommended methodology (referred to herein as the Methodology) provides a rational basis for establishing global seismic performance factors (SPFs), including the response modification coefficient (R factor), the system overstrength factor, and deflection amplification factor (Cd), of new seismic-force-resisting systems proposed for inclusion in model building codes. The purpose of this Methodology is to provide a rational basis for determining building seismic performance factors that, when properly implemented in the seismic design process, will result in equivalent safety against collapse in an earthquake, comparable to the inherent safety against collapse intended by current seismic codes, for buildings with different seismic-force-resisting systems.
Author: Douglas R. Rammer
Publisher:
ISBN:
Category : Loads (Mechanics)
Languages : en
Pages : 60
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Book Description
Structural insulated panels (SIPs) are a viable, energyefficient, cost-effective option for commercial and residential buildings. But, acceptance of SIPs has been hindered by the lack of systematic evaluation of lateral load performance in wall applications. This study provides the data needed to characterize lateral load performance of several configurations of SIP walls: single-panel walls with and without hold-downs at various aspect ratios, multiple-panel walls without openings, and multiple-panel walls with various openings. This research involved lateral testing of 54 full-sized SIP walls. Single-panel SIP walls with hold-downs had unit strength capacities at least three times that of single-panel SIP walls without hold-downs. Unit shear wall capacity and stiffness of SIP shear wall segments decreased with increasing number of panels and with increasing aspect ratio. Lateral load resistance of single-panel SIP walls with aspect ratios of 1:1, 2:1, and 3:1 and five-panel SIP wall configurations without openings satisfied the cyclic performance parameters of overstrength, drift, and ductility capacities, as defined in International Code Council-Evaluation Service acceptance criteria AC04 and ASTM D7989, which is equivalent to light-frame walls. The perforated shear wall method gave conservative results for all strength ratio predictions; therefore, applying this approach to SIP wall configurations with openings for both stiffness and strength adjustments was determined to be appropriate.
Author:
Publisher:
ISBN:
Category : Building laws
Languages : en
Pages : 515
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Author: Ronny Hasudungan Purba
Publisher:
ISBN:
Category : Building, Iron and steel
Languages : en
Pages : 529
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Book Description
"This report presents the results of experimental and analytical studies to investigate the seismic performance of steel plate shear walls (SPSWs) considering different design philosophies of horizontal boundary elements (HBEs) and infill plates. The experimental study on a three-story SPSW specimen showed the development of HBE in-span hinges which resulted in an accumulation of plastic incremental deformations. A finite element investigation on the tested SPSW specimen demonstrated similar behavior. Furthermore, collapse assessment of SPSWs with various structural configurations (e.g., panel aspect ratio, seismic weight intensity, and number of stories) was conducted to investigate impact of haring of story shear forces between the boundary frames and infill plates on the performance of SPSWs. SPSWs designed with the current seismic performance factors specified in the ASCE7-10 and neglecting the contribution of their boundary moment resisting frames to resist story shear forces met the FEMA P695 performance criterion, while that was not the case for SPSWs designed considering the sharing of story shear forces between the boundary frame and infill plates. Adjusted seismic performance factors were required for the latter SPSWs to rigorously meet the FEMA P695 performance criteria. Most importantly, the latter SPSWs were found to have a higher probability to suffer significantly larger interstory drift than the former. This research extends work reported in "Impact of Horizontal Boundary Elements Design on Seismic Behavior of Steel Plate Shear Walls" by R. Purba and M. Bruneau, MCEER-10-0007. The finite element analysis was performed using the software ABAQUS/Standard while the collapse assessment was performed using the software OpenSees"--Page iii.
Author: Mona Karim Zadeh
Publisher:
ISBN:
Category : Earthquake engineering
Languages : en
Pages :
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Book Description
The seismic behavior of shear walls is inevitably associated with the connectors' characteristics. While historic shear wall studies have focused on the influence of the nail connections between the sheathing and the framing, little has been done to investigate the potential advantages of using adhesives to attach the wood structural panel sheathing to the framing in wood light-frame construction. The advantages of high strength and stiffness have been recognized for improved performance in high wind events, but a total ban on the use of adhesives to attach sheathing in light-frame shear walls was imposed by the building code for regions with high seismic risk due to the same two characteristics of walls utilizing adhesives. Therefore, the seismic design parameters and the reliability of wood shear walls using adhesive connections is not explicitly known. A better understanding of the seismic behavior of timber shear walls using adhesive connections are necessary in order to modify existing design codes to allow adhesives to be used in light-frame shear walls in high-seismic risk regions. Historic R-values lack the sufficient rational basis that accounts for the effect of ground shaking on that particular system. This research used the FEMA P-695 procedure to develop seismic performance parameters for timber shear walls utilizing adhesives to attach the sheathing. The hysteresis properties of single adhesive connector that was six inches long, called DF0744-16, were obtained from available cyclic test data from a study conducted by Misner (2014). Archetype models utilizing high aspect ratio adhesive shear walls were developed based on the hysteresis parameters of adhesive shear walls. The uncertainties related to the seismic performance of archetype configurations, subjected to ground shaking, was investigated though the collapse probability process and the nonlinear response characteristics was quantified. This study of wood light-frame walls with adhesive connectors determined that a response modification factor of 2 was sufficient for most one- and two-story residential configurations.
Author: U. s. Department of Homeland Security
Publisher: CreateSpace
ISBN: 9781484027875
Category : Technology & Engineering
Languages : en
Pages : 422
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Book Description
This report describes a recommended methodology for reliably quantifying building system performance and response parameters for use in seismic design. The recommended methodology provides a rational basis for establishing global seismic performance factors (SPFs), including the response modification coefficient, the system over strength factor, and deflection amplification factor, of new seismic-force-resisting systems proposed for inclusion in model building codes. The purpose of this Methodology is to provide a rational basis for determining building seismic performance factors that, when properly implemented in the seismic design process, will result in equivalent safety against collapse in an earthquake, comparable to the inherent safety against collapse intended by current seismic codes, for buildings with different seismic-force-resisting systems. As developed, the following key principles outline the scope and basis of the Methodology: It is applicable to new building structural systems; It is compatible with the NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (FEMA, 2004a) and ASCE/SEI 7, Minimum Design Loads for Buildings and Other Structures, (ASCE, 2006a); It is consistent with a basic life safety performance objective inherent in current seismic codes and standards; Earthquake hazard is based on Maximum Considered Earthquake ground Motions; Concepts are consistent with seismic performance factor definitions in current seismic codes and standards; Safety is expressed in terms of a collapse margin ratio; Performance is quantified through nonlinear collapse simulation on a set of archetype models; Uncertainty is explicitly considered in the collapse performance evaluation. The Methodology is intended to apply broadly to all buildings, recognizing that this objective may not be fully achieved for certain seismic environments and building configurations. Likewise, the Methodology has incorporated certain simplifying assumptions deemed appropriate for reliable evaluation of seismic performance. Key assumptions and potential limitations of the Methodology are presented and summarized. In the development of the Methodology, selected seismic-force-resisting systems were evaluated to illustrate the application of the Methodology and verify its methods. Results of these studies provide insight into the collapse performance of buildings and appropriate values of seismic performance factors. Observations and conclusions in terms of generic findings applicable to all systems, and specific findings for certain types of seismic-force resisting systems are presented. These findings should be considered generally representative, but not necessarily indicative of all possible trends, given limitations in the number and types of systems evaluated. The Methodology is recommended for use with model building codes and resource documents to set minimum acceptable design criteria for standard code-approved seismic-force-resisting systems, and to provide guidance in the selection of appropriate design criteria for other systems when linear design methods are applied. It also provides a basis for evaluation of current code-approved systems for their ability to achieve intended seismic performance objectives. It is possible that results of future work based on this Methodology could be used to modify or eliminate those systems or requirements that cannot reliably meet these objectives.
Author: Félix-Antoine Boudreault
Publisher:
ISBN:
Category :
Languages : en
Pages :
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Book Description
"The Stewart hysteretic model was found to best represent the strength and stiffness characteristics of a steel frame/wood panel shear wall component. The subsequent evaluation of building models that incorporate the Stewart model using non-linear time history dynamic analyses could then be carried out to validate the assumptions made by the EEEP method on the system ductility and the corresponding force modification factors." --
Author: Zeynep Tuna
Publisher:
ISBN:
Category :
Languages : en
Pages : 268
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Book Description
Reinforced concrete structural (shear) walls are commonly used as lateral load resisting systems in high seismic zones because they provide significant lateral strength, stiffness, and deformation capacity. Understanding the response and behavior of shear walls is essential to achieve more economical and reliable designs, especially as performance-based design approaches for new buildings have become more common. Results of a case study of 42-story RC dual system building, designed using code-prescriptive and two different performance-based design approaches, are presented to assess expected performance. Median values and dispersion of the response quantities are, in general, well-below acceptable limits and the overall behavior of the three building designs are expected to be quite similar. However, the ability to define shear failure and collapse proved difficult and provided motivation to conduct additional studies. For both design of new buildings and evaluation/rehabilitation of existing structural wall buildings, an accurate assessment of median (expected) and dispersion of wall shear strength and deformation capacity are needed. A wall test database (124 specimens) was assembled to investigate the influence of various parameters on wall shear strength and deformation capacity, and to recommend alternative relations for strength and deformation capacity depending on expected wall behavior. Test results indicated that ACI 318-11 underestimates the shear strength of the shear-controlled walls. Mean curvature ductility ratios were obtained as about 3 and 7 for shear- and flexure-controlled walls, respectively. The new relations will allow improved damage and failure assessment of buildings utilizing structural walls for lateral load resistance. Failure assessment of RC shear walls also was conducted for the 15-story Alto Rio building which collapsed in the 2010 Chile earthquake. Possible reasons for collapse were identified using post-earthquake observed damage, structural drawings, and nonlinear static and dynamic response analyses. Analysis results indicate that collapse was likely influenced by various factors, including compression failure at the web boundary of T-shaped walls on the east side of the building, large shear demands at the filled-in corridor walls at the first level, and tensile fracture and splice failures at the west side of the building. Nonlinear modeling and analysis of the four-story RC building that was tested on E-Defense shaking table (2010) was investigated to assess current modeling approaches and assumptions, and to identify issues that require additional study. Including concrete tension strength, stiffness degradation, and strength degradation significantly improved the correlation between the analytical and test results.
Author: MOON MOON DHAR
Publisher:
ISBN:
Category :
Languages : en
Pages : 147
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Book Description
Unstiffened steel plate shear wall (SPSW) is considered as a primary lateral load resisting system due to its significant post-buckling strength, high ductility, stable hysteretic behaviors and robust initial stiffness. Nonlinear seismic analysis can accurately estimate structural responses, however, the method is very time consuming and may not be suitable for regular engineering practice. On the other hand, traditional pushover analysis method does not consider contributions of higher modes to the structural responses and thus, often do not provide good estimation of seismic responses for taller buildings. Capacity-Spectrum Method (CSM) and modal pushover analysis (MPA) are two simple nonlinear static methods that have been proposed and recently used for seismic performance evaluation of few lateral load-resisting systems. This research further examines the applicability of CSM and MPA methods to assess seismic performance of steel plate shear walls. A nonlinear finite element model was developed and validated with experimental studies. Three different SPSWs (4-, 8-, and 15-storey) designed according to capacity design approach were analysed by subjecting the steel shear walls under artificial and real ground motions for Vancouver. The CSM and MPA procedures were applied to analyse the selected SPSWs and the results were compared with more accurate nonlinear seismic analysis results. It is observed that both CSM and MPA procedures can reasonably predict the peak roof displacements for low-rise SPSW buildings. In addition, MPA procedure, which includes contributions of higher modes when estimating seismic demands of buildings, provides better predictions of critical seismic response parameters for taller SPSWs.
