Showing papers on "Shear wall published in 2005"

Designer's guide to EN 1998-1 and en 1998-5 Eurocode 8: Design of structures for earthquake resistance; general rules, seismic actions, design rules for buildings, foundations and retaining structures/ M.Fardis[et al.]

Abstract: Chapter 1. Introduction Chapter 2. Performance requirements and compliance criteria, 2.1 Performance requirements for new designs in Eurocode 8 and associated seismic hazard levels, 2.2 Compliance criteria for the performance requirements and their implementation, 2.3 Exemption from the application of Eurocode 8 Chapter 3. Seismic Actions, 3.1 Ground conditions, 3.2 Seismic action,3.3 Displacement Response Spectra Chapter 4. Design of Buildings, 4.1 Scope, 4.2 Conception of structures for earthquake resistant buildings, 4.3 Structural regularity and implications for the design, 4.4 Combination of gravity loads and other actions with the design seismic action, 4.5 Methods of analysis, 4.6 Modeling of buildings for linear analysis, 4.7 Modeling of buildings for nonlinear analysis, 4.8 Analysis for accidental torsional effects, 4.9 Combination of the effects of the components of the seismic action, 4.10 "Primary" vs. "secondary" seismic elements, 4.11 Verifications, 4.12 Special rules for frame systems with masonry infills Chapter 5. Design and detailing rules for concrete buildings, 5.1 Scope, 5.2 Types of concrete elements-Definition of their "critical regions", 5.3 Types of structural systems for earthquake resistance of concrete buildings, 5.4 Design concepts: Design for strength or for ductility and energy dissipation-Ductility Classes, 5.5 Behaviour factor q of concrete buildings designed for energy dissipation, 5.6 Design strategy for energy dissipation, 5.7 Detailing rules for local ductility of concrete members, 5.8 Special rules for large walls in structural systems of large lightly reinforced walls, 5.9 Special rules for concrete systems with masonry or concrete infills, 5.10 Design and detailing of foundation elements Chapter 6. Design and detailing rules for steel buildings, 6.1 Scope, 6.2 Dissipative versus low dissipative structures, 6.3 Capacity design principle, 6.4 Design for local energy dissipation in the elements and their connections, 6.5 Design rules aiming at the realisation of dissipative zones, 6.6 Background of the deformation capacity required by Eurocode 8, 6.7 Design against localization of strains, 6.8 Design for global dissipative behaviour of structures, 6.9 Moment resisting frames, 6.10 Frames with concentric bracings, 6.11 Frames with eccentric bracings, 6.12 Moment resisting frames with infills, 6.13 Control of design and construction Chapter 7. Design and detailing of composite steel-concrete buildings, 7.1 Introductory remark, 7.2 Degree of composite character, 7.3 Materials, 7.4 Design for local energy dissipation in the elements and their connections, 7.5 Design for global dissipative behaviour of structures, 7.6 Properties of composite sections for analysis of structures and for resistance checks, 7.7 Composite connections in dissipative zones, 7.8 Rules for members, 7.9 Design of columns, 7.10 Steel beams composite with slab, 7.11 Design and detailing rules for moment frames, 7.12 Composite concentrically braced frames, 7.13 Composite eccentrically braced frames, 7.14 Reinforced concrete shear walls composite with structural steel elements, 7.15 Composite or concrete shear walls coupled by steel or composite beams, 7.16 Composite steel plates shear walls Chapter 8. Design and detailing rules for timber buildings, 8.1 Scope, 8.2 General concepts in earthquake resistant timber buildings, 8.3 Materials and properties of dissipative zones, 8.4 Ductility classes and behaviour factors, 8.5 Detailing, 8.6 Safety verifications Chapter 9. Seismic design with base isolation, 9.1 Introduction, 9.2 Dynamics of seismic isolation, 9.3 Design criteria, 9.4 Seismic isolation systems and devices, 9.5 Modelling and analysis procedures, 9.6 Safety criteria and verifications, 9.7 Design seismic action effects on fixed base and isolated buildings Chapter 10. Foundations, retaining structures and geotechnical aspects, 10.1 Introduction, 10.2 Seismic action, 10.3 Ground properties, 10.4 Requ

Experimental Investigation of Light-Gauge Steel Plate Shear Walls

Abstract: This paper describes the prototype design, specimen design, experimental setup, and experimental results of three light-gauge steel plate shear wall concepts. Prototype light-gauge steel plate shear walls are designed as seismic retrofits for a hospital structure in an area of high seismicity, and emphasis is placed on minimizing their impact on the existing framing. Three single-story test specimens are designed using these prototypes as a basis, two specimens with flat infill plates (thicknesses of 0.9 mm) and a third using a corrugated infill plate (thickness of 0.7 mm). Connection of the infill plates to the boundary frames is achieved through the use of bolts in combination with industrial strength epoxy or welds, allowing for mobility of the infills if desired. Testing of the systems is done under quasi-static conditions. It is shown that one of the flat infill plate specimens, as well as the specimen utilizing a corrugated infill plate, achieve significant ductility and energy dissipation while minimizing the demands placed on the surrounding framing. Experimental results are compared to monotonic pushover predictions from computer analysis using a simple model and good agreement is observed.

Shear Analysis and Design of Ductile Steel Plate Walls

Abstract: During the last 3 decades interest has grown globally in the application of ductile steel plate walls (DSPWs) (or steel plate shear walls) for building lateral load resistance. The supporting theory has evolved from both analytical and experimental research conducted in several countries around the world. The advantages of using DSPWs as the lateral force resisting system in buildings include stable hysteretic characteristics, high plastic energy absorption capacity, and enhanced stiffness, strength and ductility. A significant number of experimental and analytical studies have been carried out to establish analysis and design methods for such lateral resisting systems. Despite these efforts there is still a need for a general analysis and design methodology that not only accounts for the interaction of the plates and the framing system but also can be used to better understand the linear and nonlinear behavior of different DSPW configurations. These configurations include DSPWs with thin or thick steel p...

Dry Joint Stone Masonry Walls Subjected to In-Plane Combined Loading

Abstract: The paper presents the results of experimental research on the structural behavior of dry joint masonry. The most relevant experimental results concern the strength response of stone dry joint masonry walls subjected to in-plane combined compressive and shear loading. Significant features of the structural behavior shown by the walls are discussed and conclusions on their ultimate capacity and observed failure mechanisms are addressed. Complementarily, the application of an existing numerical model, stemming from plasticity and based on a micromodeling strategy, is also presented and discussed with regard to its capacity to simulate the obtained experimental results. The model was calibrated with data collected from complementary tests carried out on specimens and prisms made of the same type of stone. Finally, the usage of a simplified method of analysis based on a continuum of diagonal struts is also addressed.

Experimental investigations on the mechanics of stone masonry : characterization of granites and behavior of ancient masonry shear walls

Abstract: The work presented in this thesis was developed at the Department of Civil Engineering of University of Minho. This work is eminently experimental and intends to be a valuable contribution to a better insight on the mechanics of stone masonry. In order to improve the knowledge on the mechanical properties of granite, the constitutive behavior of distinct granite types under tensile and compressive loading was successfully obtained through a set of experimental tests associated to suitable displacement control. Afterwards, elastic and fracture properties were derived and statistical correlations among these parameters were obtained. The selection of different types of granitic rocks made possible the analysis of the influence of some microstructural aspects, such as grain size and internal texture on the large range of elastic and fracture properties. Other aspects that can explain the variation of the tensile and compressive engineering properties, like weathering state, moisture content and physical properties were also investigated. The possibility of predicting the mechanical and physical properties of the granites by simple and economical nondestructive techniques, such as the ultrasonic pulse velocity (UPV) and the Schmidt hammer rebound number (N) was studied. A set of statistical correlations between the elastic and strength properties and the experimental data obtained through nondestructive techniques were defined. Moreover, a discussion of the factors (moisture content, weathering state and internal texture) that possibly induce variations on the velocity measurements and on the rebound number was performed. The characterization of the composite behavior of masonry materials used in the construction of the stone masonry walls was carried out by means of a set of direct shear tests conducted on dry and mortared masonry joints and of uniaxial compressive tests conducted on masonry prisms. Besides the shear and compressive strength properties, results of the influence of the bond material on the overall compressive behavior were presented. The analysis of the mechanical shear behavior of granitic masonry walls, considered representative of ancient masonry constructions, was carried out based on the experimental results of twenty-four static cyclic tests. The influence of the masonry bond and the axial load levels was analyzed by considering different masonry bonds and distinct levels of axial load. The analysis of the lateral cyclic performance of stone masonry walls was based on the results of the failure patterns and the force-displacement histeresis loops. From this information, it was possible to carry out a comparative analysis of the distinct types of walls in terms of ductility, nonlinear deformability and energy dissipation capacity. In addition, the lateral resistance was assessed by using simplified formulations for prediction of the shear strength of masonry walls under combined axial and shear loads.

Can Strengthening for Earthquake Improve Blast and Progressive Collapse Resistance

Abstract: Some engineers suggest that current seismic design provisions, both for new buildings and for strengthened existing buildings, can improve resistance to blast loads and progressive collapse. However, there have been few attempts to quantify such improvement. To begin analyzing this possible relationship between seismic detailing and blast and progressive collapse resistance, the Federal Emergency Management Agency of the Department of Homeland Security sponsored a study at the U.S. Army Engineer Research and Development Center. The study was an analysis of the Alfred P. Murrah Federal Building, which was severely damaged in a 1995 terrorist attack. The building was first evaluated for seismic vulnerabilities as if it were located in a seismically active region. Three strengthening schemes were then designed for the vulnerabilities found during the evaluation: a pier-spandrel system and a new special concrete moment frame, both for the street face of the building, and a set of internal shear walls. In addition to these strengthening schemes, the original ordinary concrete moment frame on the street face of the building was redetailed to bring it into compliance with current building code provisions, without including a lateral load analysis. The three strengthening schemes and redetailed frame were then analyzed for their responses to the same explosion that occurred in 1995. Blast and corresponding progressive collapse analyses showed that the pier-spandrel and special moment frame schemes, as well as the redetailed original system, reduced the degree of direct blast-induced damage and subsequent progressive collapse, compared with the behavior of the original building. Internal shear walls, however, were not as effective in reducing the blast and progressive collapse damage. A key finding of the study was that strengthening the perimeter elements using current seismic detailing techniques improved the survivability of the building, while strengthening elements internal to the building envelope was not nearly as effective in reducing damage.

Strength Capacity of Masonry Wall Structures by the Equivalent Frame Method

Abstract: The structural assessment of large traditional and historical masonry buildings poses significant challenges due to the need for modeling complex geometries and nonlinear material behavior. Although sophisticated methods have been developed for the nonlinear analysis of such structural systems—mostly based on two- or three-dimensional finite element modeling—they can hardly be used for practical purposes due to very large computational requirements. This paper presents an alternate method, specifically developed for efficiently simulating the service and ultimate responses of structural systems composed of masonry load-bearing walls. Its efficiency stems from the technique adopted to model the wall panels, based on treating them as equivalent frame systems composed of one-dimensional elements. In addition, biaxial constitutive equations are included to account for the relevant aspects of the nonlinear response of the material. In spite of the numerical efficiency of the method, it is able to obtain accura...

A study into optimization of stiffeners in plates subjected to shear loading

Abstract: A great deal of attention has been focused on plates subjected to shear loading over the past decades. One main fact in design of such elements, which fall in the category of thin-walled structures, is their buckling behavior. Plate girders and recently shear walls are being widely used by structural engineers, as well as ship and aircraft designers. The role of stiffeners is proved to be vital in design of such structures to minimize their weight and cost. In this work, by using ANSYS finite element method of analysis, some 1200 plates are analyzed in order to study the role of stiffeners and to come up with some limits for an optimized design procedure. This eigenvalue method of analysis is first validated with the theoretical calculations and known cases for a wide range of typical panel geometries. The results show that the number of panels produced by intermediate transverse stiffeners should not be less than the value of plate's aspect ratio. In other words, the transverse stiffeners should divide the length of the plate to portions equal or less than its width. It is also shown that the optimum geometric properties of the stiffeners correspond to the point when the buckling shape of a plate changes from the overall mode to local mode. Furthermore, all stiffened plates, with a similar aspect ratio and number of stiffeners, have a specific value of EIs/aD, for which the critical shear stress is optimal. In addition, some expressions to predict these properties are presented.

Analytical Model for Sheathing-to-Framing Connections in Wood Shear Walls and Diaphragms

Abstract: A new analytical model for sheathing-to-framing connections in wood shear walls and diaphragms is discussed in this paper. The model represents sheathing-to-framing connections using an oriented pair of nonlinear springs. Unlike previous models, the new analytical model is suitable for both monotonic and cyclic analyses and does not need to be scaled or adjusted. Furthermore, the analytical model may be implemented in a general purpose finite element program, such asABAQUS, or in a specialized structural analysis program, such as CASHEW. To illustrate, the responses of a 4.88 3 14.6 m plywood diaphragm and a 2.443 2.44 m oriented strand board shear wall are predicted using the new analytical model.

Response Control of Full-Scale Irregular Buildings Using Magnetorheological Dampers

Abstract: This paper considers the capabilities of semiactive control systems using magnetorheological dampers when applied to numerical models of full scale asymmetric buildings. Two full scale building models exhibiting coupled lateral and torsional motions are studied. The first case considered is a nine-story building with an asymmetric structural plan. The footprint of this building is rectangular, but the asymmetry is due to the distribution of shear walls. The second case considered is an L-shaped, eight-story building with additional vertical irregularity due to setbacks. Linear, lumped-parameter models of the buildings are employed herein to evaluate the potential of the control system to effectively reduce the responses of the buildings. In each case a device placement scheme based on genetic algorithms is used to place the control devices effectively. The proposed control systems are evaluated by simulating the responses of the models due to the El Centro 1940 and the Kobe 1995 earthquakes. In the second case, simulations are conducted using two-dimensional ground motions. The performance of the proposed semiactive control systems are compared to that of both ideal active control systems and passive control systems.

Behavior of Composite Unreinforced Masonry–Fiber-Reinforced Polymer Wall Assemblages Under In-Plane Loading

Abstract: An experimental investigation was conducted to study the in-plane behavior of face shell mortar bedded unreinforced masonry (URM) wall assemblages retrofitted with fiber-reinforced polymer (FRP) laminates. Forty-two URM assemblages were tested under different stress conditions present in masonry shear and infill walls. Tests included prisms loaded in compression with different bed joint orientation (on/off-axis compression), diagonal tension specimens, and specimens loaded under joint shear. The behavior of each specimen type is discussed with emphasis on modes of failure, strength and deformation characteristics. Results showed that the application of FRP laminates on URM has a great influence on strength, postpeak behavior, as well as altering failure modes and maintaining the specimen integrity. The retrofitted specimens reached compressive strength of 1.62–5.64 times that of their unretrofitted counterparts, depending on the bed joint orientation, and joint shear strength increased by eightfold.

Three-Dimensional Model of Light Frame Wood Buildings. I: Model Description

Abstract: In this paper, a nonlinear three-dimensional finite element ~FE! model of light frame buildings capable of static and dynamic analysis is presented. The model can accommodate various material and structural configurations, including multilevel structures. A customizable commercial general purpose FE code is used in the analytical investigation of the model formulation. The model as presented is capable of predicting the hierarchical response of the structure from the global, such as the maximum displacement, down to the individual demand placed on substructures such as a nailed joint connection. This capability is provided by replacing individual substructure responses, e.g., in-plane responses of shear walls, with energetically equivalent and more computationally efficient nonlinear springs. The predictive ability of the model is experimentally validated, in Part II, based on global and local response comparisons, considering measures of energy dissipation, displacement, and load. Validated, this model provides the analyst a powerful tool to investigate various aspects of light frame building behavior under static and dynamic loading.

Simplified modelling strategies to simulate the dynamic behaviour of r/c walls

Abstract: A continuous damage model and different simplified numerical strategies are proposed to simulate the behaviour of reinforced concrete (R/C) walls subjected to earthquake ground motions. For 2D modelling of R/C walls controlled primarily by bending, an Euler multilayered beam element is adopted. For 3D problems, a multifibre Timoshenko beam element having higher order interpolation functions has been developed. Finally, for walls with a small slenderness ratio we use the Equivalent Reinforced Concrete model. For each case, comparison with experimental results of R/C walls tested on shaking table or reaction wall shows the advantages but also the limitations of the approach.

Tests on Seismically Damaged Reinforced Concrete Walls Repaired and Strengthened Using Fiber-Reinforced Polymers

Abstract: The behavior of six 1:2.5-scale reinforced concrete cantilever wall specimens having an aspect ratio of 1.5, tested to failure and subsequently repaired and strengthened using fiber-reinforced polymer (FRP) sheets is investigated. Specimens were first repaired by removing heavily cracked concrete, lap splicing the fractured steel bars by welding new short bars, placing new hoops and horizontal web reinforcement, and finally casting nonshrink high-strength repair mortar. The specimens were then strengthened using FRP sheets and strips, with a view to increasing flexural as well as shear strength and ductility. In addition to different arrangements of steel and FRP reinforcement in the walls, a key parameter was the way carbon-FRP strips added for flexural strengthening were anchored; steel plates and steel angles were used to this effect. Steel plates were anchored using U-shaped glass-FRP (GFRP) strips or bonded metal anchors. Test results have shown that by using FRP reinforcement, the flexural and shear strength of the specimens can be increased. From the anchorage systems tested, metal plates combined with FRP strips appear to be quite efficient. The effectiveness of the bonded metal anchors used was generally less than that of the combination of plates and GFRP strips. In all cases, final failure of the FRP anchorage is brittle, but only occurs after the peak strength is attained and typically follows the fracture of steel reinforcement in critical areas, hence the overall behavior of the strengthened walls is moderately ductile.

Modeling of Coupled Shear Walls and Its Experimental Verification

Abstract: Coupled shear wall is one of the main structural elements in high-rise buildings. In this paper, a nonlinear macromodel is proposed to simulate the behavior of coupled shear walls. This model is composed of a multivertical-element model for wall piers and a combined model for coupling beams. In the model for wall piers, some key characters, such as shifting of neutral axis within the wall section, interaction among flexure, shear, and axial forces, can be taken into account. In the model for coupling beams, the deformation of flexure and shear, and the interface bond-slip action are considered by using different elements. Experiments of coupled shear wall specimens with different sizes of coupling beams are carried out to verify the proposed model. A comparison of the analysis with the test results shows that the model is an efficient one in nonlinear analysis of coupled shear walls.

Rotation of cantilever sheet pile walls

Abstract: Cantilever sheet pile walls are used routinely to retain medium heights of earth in geotechnical practice. Earth pressures developed on either side of the sheet pile wall ensure its moment and force equilibrium. Cantilever sheet pile walls suffer rotation about a pivot point close to the base and generate passive and active earth pressures. Earlier methods to determine the pivot point either use iterative procedures or rely on centrifuge data or finite element analyses. In this paper a new method based on minimization of the moment ratio is proposed to determine the location of the pivot point. This method is applicable to both cohesionless and cohesive backfills. Consideration of moment equilibrium is sufficient to determine the pivot point and force equilibrium is automatically satisfied. The location of the pivot point obtained by this approach compared satisfactorily with the centrifuge and laboratory test data. The shear strength demand computed for these tests could predict when sheet pile walls became unstable. Finally the shear strength demand was linked to the shear strains and hence to the wall deflections that compare satisfactorily with experimental wall deflections.

Damage-Based Seismic Reliability Concept for Woodframe Structures

Abstract: In the United States the majority of modern residential and a portion of commercial structures are woodframe construction which typically consists of dimension lumber sheathed with 1.22×2.44 m ( 4×8 ft ) OSB or plywood panels. This paper presents the results of a study on the development of a damage-based seismic reliability model for light-frame wood structures subject to earthquake load. It is presented in conceptual form with a simple example for a symmetric one-story woodframe building. The concept presented here provides the basic methodology to calibrate a seismic damage model and compute the structural reliability using a damage-based limit state function. The illustrative example necessitated a small experimental program and the use of existing software. The mechanistic damage model chosen for the example expresses damage as a linear combination of the maximum displacement during an earthquake simulation and the hysteretic energy dissipated by each shearwall within a structure. In order to make th...

Principles of structural design

Abstract: STEEL STRUCTURES Eric M. Lui Materials Design Philosophy and Design Formats Tension Members Compression Members Flexural Members Combined Flexure and Axial Force Biaxial Bending Combined Bending, Torsion, and Axial Force Frames Plate Girders Connections Column Base Plates and Beam Bearing Plates (LRFD Approach) Composite Members (LRFD Approach) Plastic Design Reduced Beam Section Seismic Design Glossary References Further Reading Relevant Websites STEEL FRAME DESIGN USING ADVANCED ANALYSIS S.E. Kim and Wai-Fah Chen Introduction Practical Advanced Analysis Verifications Analysis and Design Principles Computer Program Design Examples Glossary References COLD-FORMED STEEL STRUCTURES Wei-Wen Yu Introduction Design Standards Design Bases Materials and Mechanical Properties Element Strength Member Design Connections and Joints Structural Systems and Assemblies Computer-Aided Design and Direct Strength Method Glossary References Further Reading REINFORCED CONCRETE STRUCTURES Austin Pan Introduction Design Codes Material Properties Design Objectives Design Criteria Design Process Modeling of Reinforced Concrete for Structural Analysis Approximate Analysis of Continuous Beams and One-Way Slabs Moment Redistribution Second-Order Analysis Guidelines Moment-Curvature Relationship of Reinforced Concrete Members Member Design for Strength Two-Way Floor Systems Columns Walls Torsion Design Reinforcement Development Lengths, Hooks, and Splices Deflections Drawings, Specifications, and Construction Notation Useful Web Sites PRESTRESSED CONCRETE Edward G. Nawy Introduction Concrete for Prestressed Elements Steel Reinforcement Properties Maximum Permissible Stresses Partial Loss of Prestress Flexural Design of Prestressed Concrete Elements Shear and Torsional Strength Design Camber, Deflection, and Crack Control Acknowledgments Glossary References MASONRY STRUCTURES Richard E. Klingner Introduction Masonry in the United States Fundamental Basis for Design of Masonry in the United States Masonry Design Codes Used in the United States Seismic Retrofitting of Historical Masonry in the United States Future Challenges References TIMBER STRUCTURES J. Daniel Dolan Introduction Wood as a Material Seismic Performance of Wood Buildings Design Considerations Resistance Determination Diaphragms Shear Walls Connections Glossary References Further Reading ALUMINUM STRUCTURES Maurice L. Sharp Introduction Structural Behavior Design Economics of Design Glossary References Further Reading RELIABILITY-BASED STRUCTURAL DESIGN Achintya Haldar Introduction Available Structural Design Concepts Introduction of the Reliability-Based Structural Design Concept Fundamental Concept of Reliability-Based Structural Design Reliability-Based Structural Design Using FORM Reliability Evaluation with Nonnormal Correlated Random Variables Reliability Evaluation Using Simulation Future Directions in Reliability-Based Structural Design Concluding Remarks References STRUCTURE CONFIGURATION BASED ON WIND ENGINEERING Yoshinobu Kubo Introduction Effects of Wind Load Control of Aeroelastic Responses Wind Design Data Examples of Real Bridges Summary References Further Reading INDEX

Fragility Analysis for Performance-Based Seismic Design of Engineered Wood Shearwalls

Abstract: Performance-based engineering concepts applied to both structural design and assessment have gained interest among structural engineers and researchers in recent years. Performance-based design applied to building systems includes selection of appropriate structural systems and configurations to ensure that the structure has adequate strength, stiffness, and energy dissipation capacity to respond to loadings, including those arising from natural hazards, without exceeding permissible damage states. Although performance-based design has advanced for some materials and structural types, such as steel and reinforced concrete buildings and bridges built in high seismic regions, the application to light-frame wood structures has only recently been explored. This paper investigates the application of fragility techniques to the seismic design of engineered woodframe shearwalls. The methodology developed herein provides a technical basis for the development of future performance-based design provisions for shear...

Analytical Modeling of Wood-Frame Shear Walls and Diaphragms

Abstract: ANALYTICAL MODELING OF WOOD-FRAME SHEAR WALLS AND DIAPHRAGMS

Effects of Decay on the Cyclic Properties of Nailed Connections

Abstract: The effect of wood decay on the fully reversed cyclic performance of nailed oriented strand board (OSB) sheathing to Douglas-fir framing member connections was investigated. The connection geometry evaluated in this study was representative of lateral force resisting systems of light-framed wood structures, including shear walls and horizontal diaphragms. Maximum loads, slip at maximum loads, yield loads, initial stiffnesses, and cumulative energy dissipation of nailed connections exposed to increasing intervals to the brown rot fungus, Postia placenta, were characterized using fully reversed cyclic loading. After the destructive connection tests, portions of the sheathing and framing member from the samples were further evaluated for specific gravity. The OSB sheathing specific gravity was the best descriptive variable for the mechanical properties measured in this study. Cumulative energy dissipation was the connection property most affected by decay damage.