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Автор: Grafiati
Опубліковано: 14 березня 2023

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Статті в журналах з теми "Shear panel"

1

Jeong. "Shear Strain Big-Bang of RC Membrane Panel Subjected to Shear." Journal of the Korean Society of Civil Engineers 35, no. 1 (2015): 101. http://dx.doi.org/10.12652/ksce.2015.35.1.0101.

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2

Hoogenboom, Pierre C. J., and Johan Blaauwendraad. "Quadrilateral shear panel." Engineering Structures 22, no. 12 (December 2000): 1690–98. http://dx.doi.org/10.1016/s0141-0296(99)00061-9.

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3

O’Ceallaigh, Conan, Karol Sikora, and Annette Harte. "The Influence of Panel Lay-Up on the Characteristic Bending and Rolling Shear Strength of CLT." Buildings 8, no. 9 (August 21, 2018): 114. http://dx.doi.org/10.3390/buildings8090114.

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Анотація:
The objective of this study was to characterise the behaviour of cross laminated timber (CLT) panels and the influence of the panel lay-up on the failure strength. Three different panel configurations of thickness, 60 mm, 100 mm, and 120 mm, were loaded in the out-of-plane direction. The 60 mm and 120 mm panel configuration comprised three layers of equal thickness, and the intermediate 100 mm thick panel comprised five layers of equal thickness. The mean and characteristic bending and rolling shear strength of the panels were examined. The results show that the mean bending and rolling shear strength decrease with the panel thickness. The characteristic results have shown that there is an influence because of the number of boards within the panel. The characteristic bending strength values for the five-layer 100 mm thick panel were found to be higher than that of the three-layer 60 mm panel. The characteristic rolling shear values decreased in the five-layer panels, however, the increased number of layers subjected to the rolling shear results in a reduced variability in the rolling shear strength.
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4

Schmid, Ben L., Richard J. Nielsen, and Robert R. Linderman. "Narrow Plywood Shear Panels." Earthquake Spectra 10, no. 3 (August 1994): 569–88. http://dx.doi.org/10.1193/1.1585789.

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Анотація:
The Uniform Building Code allows plywood sheathed narrow shear panels having a height-to-width ratio of 3.5-to-one (UBC Table 25-I) to be used as lateral force resisting elements. Previous laboratory testing has concentrated on panels having a height-to-width ratio of one-to-one. This paper presents some results from the testing of plywood shear panels with a height-to-width ratio of two-to-one. Three panels were tested; each was configured to model a different construction scenario. The panels were subjected to fully reversed cyclic pseudo-static loads. Comparison of the results from the three panels indicate that the tie-down anchors must be installed with careful attention to bolt tightening sequence and torque in order to better resist lateral displacements in an earthquake. Vertical dead loads were found to reduce uplift of the panel which, in turn, reduces lateral displacements resulting from panel rotation. Decreased shear values for plywood shear walls subjected to cyclic loading and additional decreased shear values for walls with a height-to-width ratio of two-to-one are recommended.
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5

Tamai, Hiroyuki, and Kazuhiko Kasai. "Deformation Capacity of Steel Shear Panel Damper and its Reflection to AIJ Design Requirements." Journal of Disaster Research 11, no. 1 (February 1, 2016): 125–35. http://dx.doi.org/10.20965/jdr.2016.p0125.

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Shear panel dampers consisting of stiffeners and panels surrounded by four flanges are used as aseismic hysteretic dampers for buildings in Japan. Cracks can form easily in a shear panel damper when shear buckling occurs during the cyclic loading caused by a severe earthquake.For a relatively thin panel with a large width-to-thickness ratio, the damper’s plastic deformation capacity and the presence of shear buckling can be evaluated from the maximum deformation angle. However, when it is relatively small, very-low-cycle fatigue life for a relatively thick panel must be known to predict the usage limit of the damper, because the failure pattern changes when cracks form in the weld between the panels and flanges. Fatigue life relations for a thick shear panel damper with parameters of normalized width-to-thickness ratio and deformation angle are presented. A method for predicting the fatigue life under severe earthquake conditions is also presented. To validate the prediction expression, cyclic loading tests were performed on a shear panel damper and reviewed. The applicability of the method for predicting the fatigue life was confirmed through non-stationary cyclic loading tests. These results showed the validity and effectiveness of the expressions and the method.
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6

Park, Wan Shin, Jeong Eun Kim, Sun Woong Kim, Song Hee Yun, Nam Young Eom, and Hyun Do Yun. "Panel Shear Strength of Steel Coupling Beam-Pseudo Strain Hardening Cementitious Composite Wall Connection." Applied Mechanics and Materials 328 (June 2013): 965–69. http://dx.doi.org/10.4028/www.scientific.net/amm.328.965.

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Hybrid coupled wall systems, where steel coupling beams couple two or more pseudo strain hardening cementitious composite (PSH2C) shear wall can be used in medium and high-rise construction subjected to earthquake. This paper addresses the panel shear strength of steel coupling beams - PSH2C shear wall connection. Test variables included the connection detail in hybrid coupled shear wall system. The results show that Specimens PSH2C-PSFF and PSH2C-PSFFT exhibits greater panel shears strength than Specimen PSH2C-PSF.
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7

Kainuma, Shigenobu, Jin Hee Ahn, and In Tae Kim. "Corrosion Pattern for Critical Shear Buckling Load of a Web Panel with Local Corrosion Damage." Applied Mechanics and Materials 421 (September 2013): 778–83. http://dx.doi.org/10.4028/www.scientific.net/amm.421.778.

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Shear buckling strength of a web panel with local corrosion damage can be changed by web corrosion pattern. In this study, To find critical corrosion pattern for shear buckling of a web panel with local corrosion. Critical shear bucking loads of the corroded web panels were quantitatively evaluated. Thus, FE analsyis models were creasted cosidering corrosion pattern in the plate girder bridge which was reported from the corroded bridge inpection. As corrosion pattern of the web panel in the plate girder bridge, three corrosion patterns were selected as main corrosion cases such as longitudinal, vertical, and triangular cases. Their critical shear buckling loads were compared according to their corroded web codition.
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8

Liu, Y., T. Aoki, and M. Shimoda. "Strain Distribution Measurement of a Shear Panel Damper Developed for Bridge Structure." Journal of Structures 2013 (September 12, 2013): 1–11. http://dx.doi.org/10.1155/2013/615275.

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Анотація:
A shear panel damper using low-yield steel is considered as one of cost-effective solutions to reduce earthquake damage to building structure. In this paper, we describe the development of a shear panel damper with high deformation capacity, which is a necessary condition for it to be a bridge bearing. The development is based on the measurement of strain distribution of the shear panels under cyclic loading test. For the measurement, an image processing technique is proposed to use with the two-dimensional finite element method, in which a constant stress triangular element is employed. The accuracy of the measurement is validated by comparing with the results acquired by strain gauges. Various shapes of shear panels are tested in the experiment to obtain the relationship between the strain distribution and the deformation capacity. Based on the results of the experiment, the shear panel damper is improved to achieve high seismic performance with large deformation capacity.
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9

Mohamad, Noridah, and Hilmi Mahdi Muhammad. "Testing of Precast Lightweight Foamed Concrete Sandwich Panel with Single and Double Symmetrical Shear Truss Connectors under Eccentric Loading." Advanced Materials Research 335-336 (September 2011): 1107–16. http://dx.doi.org/10.4028/www.scientific.net/amr.335-336.1107.

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This paper reports the structural behavior of precast lightweight foamed concrete sandwich panel, PLFP, subjected to eccentric loading. An experiment was conducted to investigate the structural performance of PLFP under this load. Two PLFP panels, PE-1 and PE-2 were cast with 2000 mm in heights, 750 mm in width and 100 mm in thickness. The thickness of the wall is actually a combination of three layers. Skin layers were cast from lightweight foamed concrete while the core layer is made of polystyrene. The skin layers were connected to each other by 9 mm steel shear truss connector which were embedded through the layers. Panel PE-1 was strengthened with single diagonal shear truss connectors made of 6 mm steel rebar while panel PE-2 was strengthened with symmetrical diagonal shear truss connectors of similar steel diameter. Both panels were tested under eccentric load till failure. The results showed that panel with symmetrical double truss connectors, PE-2, is able to sustain higher load compared to panel with single shear truss connector. The load-deflection profiles indicate that both panels achieved certain degree of composite action especially during the later stage of loading where the wythes tend to move in the same direction until they reached failure. The load-strain curves for both panels highlight the inconsistent distribution of surface strain along the height of panels. The overall trend of the strain curves show that they are under compression.
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10

Mastali, Mohammad, Joaquim Barros, and Isabel Valente. "Structural performance of hybrid sandwich slabs under shear loading." Journal of Sandwich Structures & Materials 21, no. 3 (April 11, 2017): 809–37. http://dx.doi.org/10.1177/1099636217699660.

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Анотація:
In a hybrid panel with glass fiber-reinforced polymer (GFRP) bottom skin and ribs, and deflection hardening cementitious composites (DHCC) top layer, it is very important to provide good shear connection between these various components in order to increase the load carrying capacity of the resulting hybrid slabs and a larger increment of deflection before the occurrence of the structural softening of this panel. The effectiveness of the proposed hybrid sandwich panels strongly depends on the performance of the shear connectors. The efficiency of indented shear connectors in improving the flexural performance of hybrid sandwich panels is here demonstrated. Since the efficiency of indented shear connectors in the hybrid sandwich panels is unknown, efforts are made in this paper in investigating the shear performance of hybrid slabs. A special focus is given on the indented shear connector’s behavior, considering different shear span ratios in ranges of 2.00, 1.39, and 0.77. In this regard, six hybrid sandwich panels were manufactured and experimentally tested under different shear loads. Then, the results are interpreted comprehensively. The results obtained show that the GFRP rib thickness and height, and shear span ratios influence the damage events and the structural performance of the hybrid sandwich panels. Moreover, it was observed that using indented shear connectors in the hybrid slabs, regardless of the shear span ratios, provides high load capacity, high stiffness, and large residual deflection.
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Дисертації з теми "Shear panel"

1

Syndergaard, Parker. "Comparing Sandwich Wall Panel Shear Connector Testing Methodologies." DigitalCommons@USU, 2018. https://digitalcommons.usu.edu/etd/7002.

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Анотація:
Precast concrete sandwich wall panels (PCSWPs) have been used in the precast industry for decades due to their durability, rapid construction, and thermal efficiency. Shear connectors are used to connect the two wythes of concrete to allow composite action of the system. The use of glass fiber reinforced polymer (GFRP) connectors is a relatively recent breakthrough in PCSWP design. GFRP connectors allow full composite action to occur, while still maintaining the thermal efficiency of the system by not allowing thermal bridging to occur. In order to design concrete sandwich panel systems to act compositely, the engineer must obtain design values from a connector manufacturer, often times making engineers uncomfortable. Shear connectors are typically proprietary and are required to first have design values often times varies by each company. This project aimed to compare existing testing methodologies in order to better inform engineers about design decisions. This project used two methodologies of shear testing on five different types of composite action connectors. Testing was performed using single-shear and double-shear "push-off" tests. In order to gather enough statistical data to compare the testing methodologies, 22 single-shear and 48 double-shear small scale specimens were designed, fabricated, and loaded through failure at the Utah State University SMASH Lab. Testing was performed by applying loads perpendicular to the connectors and measuring the load and amount of deflection that occurred. Using the load-deflection relationships obtained, stiffness values were calculated and recorded for each test. A statistical analysis was performed based on the observed data. This study concluded that the ultimate strength capacity and stiffness of connectors will change depending on the testing methodology used. Single-shear testing will generally provide less ultimate strength and less stiffness when compared to double-shear testing.
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2

Boudreault, Félix-Antoine. "Seismic analysis of steel frame wood panel shear walls." Thesis, McGill University, 2005. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=83851.

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Анотація:
The use of steel frame/wood panel shear walls as a seismic force resisting system (SFRS) in residential and/or commercial buildings is expected to increase in the future. At the moment, in Canada, however, no specific guidelines in line with the seismic provisions of the National Building Code of Canada (NBCC) exist with which the engineer can design a building consisting of these shear walls. An extensive research program has therefore been undertaken at McGill University to develop a design method through the testing of different configurations of steel frame/wood panel shear walls loaded with monotonic and reversed cyclic protocols. A total of 16 wall configurations (109 walls) were tested over the course of the study. The CUREE Ordinary Ground Motions loading protocol was selected to represent the reversed cyclic regime because it was found to best correspond to the demand that would be imposed on a steel frame I wood panel shear wall during a typical seismic event.
The analysis of test results in order to extract the principal design information was carried out using an Equivalent Energy Elastic-Plastic (EEEP) model. A ductility related (Rd) and an overstrength related (Ro) force modification factor are required for the calculation of equivalent static seismic loads following the 2005 NBCC design provisions. Values of Ro = 1.8 and Rd = 2.5 have been determined and are recommended on a preliminary basis.
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.
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3

Richardson, Benjamin Lee. "Examination of the Lateral Resistance of Cross-Laminated Timber in Panel-Panel Connections." Thesis, Virginia Tech, 2015. http://hdl.handle.net/10919/56969.

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Cross-Laminated Timber (CLT) combines layers of dimension lumber in alternating grain direction to form a mass timber panel that can be used to create entire wall, floor and roof elements. The viability of CLT as an element to resist lateral forces from racking has been of great interest (Dujic et al. 2004, Blass and Fellmoser 2004, and Moosbrugger et al. 2006). However, most research to date has been conducted on full-scale wall panels connected with proprietary fasteners according to European Test Methods. Little research has focused on non-proprietary connections, including nails, bolts and lag screws. The behavior of CLT full-scale wall panels is dependent upon the individual connection properties including the panel-panel connections between adjoining CLT panels within the wall. The purpose of this research is to evaluate the behavior of three small-scale CLT connection configurations using non-proprietary fasteners. Three different connections -LVL surface spline with lag screws, half-lap joint with lag screws, and butt joint with a steel plate fastened with nails - were tested in both monotonic and cyclic tests. In all, 30 connection tests were conducted, with 15 monotonic test and 15 cyclic tests. Connection strength, stiffness, and ductility were recorded for each connection. Experimental values were compared to National Design Specification for Wood Construction, or NDS (AWC 2012) predictions for connection strength. Nailed steel plate connections yielded much greater loads and behaved in a more ductile manner than did the lag screwed connections. The surface spline and half-lap connections often failed in a catastrophic manner usually due to splitting of the spline and fastener failure. Experimental results were generally lower than predicted by the yield models for the surface spline and steel plate connections. The half-lap connection resulted in higher experimental results than predicted. A discussion of the connection strength for materials with a non-homogeneous grain direction is also included.
Master of Science
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4

Chen, Chang Yi 1973. "Testing and performance of steel frame wood panel shear walls." Thesis, McGill University, 2004. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=82476.

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Анотація:
Light gauge steel frame/wood panel shear walls are more commonly being used in the residential and low-rise building markets. However in Canada, no design guide for these shear walls has been published. Furthermore, although laboratory investigations that cover the performance of light gauge steel frame/wood panel shear walls with different sheathing material have been carried out, no analytical methods have been developed to predict the in-plane stiffness and strength of light gauge steel/wood panel shear walls based on member and connection properties.
This thesis has two main objectives. One is to investigate the performance characteristics of various configuration light gauge steel frame/wood panel shear walls under monotonic and reversed cyclic loading. The second is to recommend an effective analytical model, which relies on sheathing-to-framing connection test results and the mechanical properties of structural sheathing and steel frame members, to predict the resistance and deflection of shear walls subjected to lateral loads.
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5

Jamison, Jared Bernard Jr. "Monotonic and Cyclic Performance of Structurally Insulated Panel Shear Walls." Thesis, Virginia Tech, 1997. http://hdl.handle.net/10919/35751.

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Анотація:
The majority of residential construction and a significant portion of light commercial and industrial construction has been, and will continue to be light-framed timber construction. In recent years, innovations have surfaced to improve upon light-framed construction. Structurally insulated panels (SIPS) are gaining popularity due to their superior energy efficiency and ease of construction. Light-framed timber construction has proven to be trustworthy in high-wind and seismic regions due to its lightweight construction and numerous redundancies. Shear walls, along with floor and roof diaphragms, resist lateral loads in a timber structure. In the past, research has focused on the static racking performance of light-framed shear walls. More recently, research has been focused on the cyclic and dynamic performance of shear walls. To the author's knowledge, no other research is reported in the literature on the cyclic performance of SIPS shear walls. It is important to understand and quantify the monotonic and cyclic response of shear walls. In this study, twenty-three full-scale shear walls were tested under monotonic loading and sequential phased displacement cyclic loading. Four different wall configurations were examined. Monotonic and cyclic performance of the shear walls and monotonic and cyclic testing procedures are compared. Response of SIPS shear walls is also compared to the response of light-framed shear walls based on capacity, stiffness, ductility, energy dissipation, damping characteristics, and overall behavior. Results of this study will provide useful information regarding the performance of SIPS shear walls and similar systems subjected to static, cyclic, and dynamic lateral loads.
Master of Science
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6

Hikita, Katherine. "Combined gravity and lateral loading of light gauge steel framewood panel shear walls." Thesis, McGill University, 2006. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=99767.

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Анотація:
Methods for the design of steel frame/wood panel shear walls used as a seismic force resisting system have been developed. These methods, which can be used in conjunction with the 2005 NBCC, were based on the results of shear wall tests carried out using lateral loads alone. The research program was extended to determine the influence of gravity loads on the lateral performance of the shear wall. An initial series of stud column tests was completed to determine an appropriate predication method for the axial capacity of the principal vertical load carrying members. Recommendations for appropriate effective length factors and buckling lengths were derived from the results of 40 tests. A subsequent series of five single-storey shear wall configurations were designed using capacity based methods. These shear walls were tested under monotonic and cyclic lateral loading, where two of three shear walls were also subjected to a constant gravity load. In total, 32 steel frame/wood panel shear walls composed of 1.09--1.37 mm thick steel studs sheathed with DFP, CSP or OSB panels were tested and analyzed. The equivalent energy elastic-plastic analysis approach was used to determine design values for stiffness, strength, ductility and overstrength. The data from this most recent series of tests indicates that the additional gravity loads do not have a detrimental influence on the lateral behaviour of a steel frame/wood panel shear wall if the chord studs are designed to carry the combined lateral and gravity forces following a capacity based approach. A resistance factor of 0.7 was found to be in agreement with previous tests that did not include gravity loads. The calculated seismic force modification factors also agreed with the previous test results, which suggest that Rd = 2.5 and Ro = 1.7.
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7

Branston, Aaron E. "Development of a design methodology for steel frame wood panel shear walls." Thesis, McGill University, 2004. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=81531.

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Анотація:
This thesis provides details on the 109 specimen main testing program as well as a summary of past wood frame and steel frame shear wall research. An extensive review of existing data interpretation methodologies is presented. The equivalent energy elastic-plastic (EEEP) technique is chosen as most suitable for the wall systems under study to deduce key design parameters including the yield wall resistance, elastic stiffness, and system ductility. It is recommended that the EEEP methodology be implemented for all future steel frame/wood panel shear wall data interpretation. The calibration of a resistance factor for use with the limit states design philosophy consistent with the upcoming draft version of the 2005 National Building Code of Canada (NBCC) is also presented.
It was found that a resistance factor (phi) of 0.7 provided sufficient reliability and a reasonable factor of safety under the NBCC wind loading case. Final nominal strength and unit elastic stiffness values for use in design are presented in tabular format according to given perimeter fastener schedules. Finally, recommendations for future research and testing are outlined. (Abstract shortened by UMI.)
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8

Sullivan, Sean Robert. "Construction and Behavior of Precast Bridge Deck Panel Systems." Diss., Virginia Tech, 2007. http://hdl.handle.net/10919/27479.

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Анотація:
A bridge with precast bridge deck panels was built at the Virginia Tech Structures Laboratory to examine constructability issues, creep and shrinkage behavior, and strength and fatigue performance of transverse joints, different types of shear connectors, and different shear pocket spacings. The bridge consisted of two AASHTO type II girders, 40 ft long and simply supported, and five precast bridge deck panels. Two of the transverse joints were epoxied male-female joints and the other two transverse joints were grouted female-female joints. Two different pocket spacings were studied: 4 ft pocket spacing and 2 ft pocket spacing. Two different shear connector types were studied: hooked reinforcing bars and a new shear stud detail that can be used with concrete girders. The construction process was well documented. The change in strain in the girders and deck was examined and compared to a finite element model to examine the effects of differential creep and shrinkage. After the finite element model verification study, the model was used to predict the long term stresses in the deck and determine if the initial level of post-tensioning was adequate to keep the transverse joints in compression throughout the estimated service life of the bridge. Cyclic loading tests and shear and flexural strength tests were performed to examine performance of the different pocket spacings, shear connector types and transverse joint configurations. A finite element study examined the accuracy of the AASHTO LRFD shear friction equation for the design of the horizontal shear connectors. The initial level of post-tensioning in the bridge was adequate to keep the transverse joints in compression throughout the service life of the bridge. Both types of pocket spacings and shear connectors performed exceptionally well. The AASHTO LRFD shear friction equation was shown to be applicable to deck panel systems and was conservative for determining the number of shear connectors required in each pocket. A recommended design and detailing procedure was provided for the shear connectors and shear pockets.
Ph. D.
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9

Dewaidi, Mohaned Ali. "Design Method for Cold-Formed Steel Shear Wall Sheathed with Polymer Composite Panel." Thesis, University of North Texas, 2020. https://digital.library.unt.edu/ark:/67531/metadc1707373/.

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Анотація:
In order to predict the strength of shear wall with cold-formed steel framing members, analytical models were reviewed. Multiple analytical models were studied, as well as twenty-one connection tests were performed. The connection tests consist of 50-ksi cold-formed steel framing track, different fastening configurations, and different sheathing thicknesses (1/8" and 1/2"). No.12 screw resulted in the highest peak load of all fastening configurations, while the rivet connection had the lowest peak load. In addition, failure modes were observed after conducting the connection tests including shear in fastening, screw pullout, and bearing in the sheathing. However, only the rivet and No.10 screw fastening configurations were used in the prediction analysis of the shear wall by the elastic model. Six shear wall tests were conducted on both panels (1/2"and 1/8" thickness). After doing the comparison between the experimental and the elastic model, the percentage difference for the 1/8" and the 1/2" polymer composite panels (3''along the edge and 6''along the chord stud), was very small. It was 6.2% for the 1/8" and 2.96% for the 1/2" panels. This means the analytical model can predict the shear wall peak load. However, the percentage difference was slightly higher being 7.4% for the 1/2" polymer composite panels with 6" along the perimeter with the 12" at the chord stud. After comparing the experimental values to the predicted value of shear walls, it was concluded that this model is the most appropriate analytical method for predicting the shear wall capacity framed with cold-formed steel sheathed with polymer composite panels. Many of these configurations were used in a prototype shelter that was constructed and built at the structural testing laboratory at the University of North Texas.
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10

Ashkanalam, Aida. "Design Method of Cold-Formed Steel Framed Shear Wall Sheathed by Structural Concrete Panel." Thesis, University of North Texas, 2019. https://digital.library.unt.edu/ark:/67531/metadc1609092/.

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Анотація:
The objective of this research is developing a new method of design for cold-formed steel framed shear wall sheathed by ¾" thick USG structural panel concrete subfloor using a predictive analytical model and comparing the results obtained from the model with those achieved from real testing to verify the analytical model and predicted lateral load-carrying capacity resulted from that. Moreover, investigating the impact of various screw spacings on shear wall design parameter such as ultimate strength, yield strength, elastic stiffness, ductility ratio and amount of energy dissipation is another purpose of this research.
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Книги з теми "Shear panel"

1

Ko, William L. Shear buckling analysis of a hat-stiffened panel. [Washington, DC]: National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Program, 1994.

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2

Kianoush, Mohammed Reza. Inelastic seismic response of precast concrete large panel coupled shear wall systems. [Regina]: Dept. of Civil Engineering, University of Alberta, 1986.

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3

Advisory Group for Aerospace Research and Development. Fluid Dynamics Panel., ed. Fluid dynamics of three-dimensional turbulent shear flows and transition: Papers presented and discussions held at the Symposium of the FluidDynamics Panel in Cesme, Turkey, 3-6 October 1988. Neuilly sur Seine: Agard, 1989.

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4

Hanhijarvi, Antti. Computational optimisation of test specimen for planar shear strength tests of wood based panels. Espoo, Finland: VTT, Technical Research Centre of Finland, 1998.

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5

Larry, Sobel, and Langley Research Center, eds. Novel composites for wing and fuselage applications: Speedy Nonlinear Analysis of Postbuckled Panels in Shear (SNAPPS) : under contract NAS1-18784. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1997.

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6

Larry, Sobel, and Langley Research Center, eds. Novel composites for wing and fuselage applications: Speedy Nonlinear Analysis of Postbuckled Panels in Shear (SNAPPS) : under contract NAS1-18784. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1997.

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7

Ko, William L. Combined compressive and shear buckling analysis of hypersonic aircraft structural sandwich panels. [Washington, DC]: National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Division, 1991.

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8

F, Knight Norman, Reddy J. N. 1945-, and Langley Research Center, eds. Interlaminar shear stress effects on the postbuckling response of graphite-epoxy panels. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1990.

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9

Ko, William L. Compressive and shear buckling analysis of metal matrix composite sandwich panels under different thermal environments. [Washington, DC]: National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Program, 1993.

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10

Farley, Gary L. Effect of low-velocity or ballistic impact damage on the strength of thin composite and aluminum shear panels. [Washington, DC]: National Aeronautics and Space Administration, Scientific and Technical Information Branch, 1985.

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Частини книг з теми "Shear panel"

1

Yamada, M., and T. Yamakaji. "Steel panel shear wall – Analysis on the center core steel panel shear wall system." In Behaviour of Steel Structures in Seismic Areas, 541–48. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-74.

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Hareendran, Anaswara, and B. R. Beena. "Seismic Performance of Braced Ductile Shear Panel." In Lecture Notes in Civil Engineering, 677–86. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12011-4_55.

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Lebée, Arthur, and Karam Sab. "Reissner–Mindlin Shear Moduli of a Sandwich Panel with Periodic Core Material." In Advances in Mechanics and Mathematics, 169–77. New York, NY: Springer New York, 2010. http://dx.doi.org/10.1007/978-1-4419-5695-8_18.

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Xun, Zijian, Lingxin Zhang, and Baijie Zhu. "Research on mechanical properties of optimized metal buckling restrained shear panel damper." In Advances in Civil Engineering: Structural Seismic Resistance, Monitoring and Detection, 381–89. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003310884-50.

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Bagas, N. U., I. Satyarno, A. S. Fajar, A. Awaludin, and M. A. Guntara. "Finite Element Analysis for Developing Multi-direction Crossing Web Type Shear Panel Damper." In Lecture Notes in Civil Engineering, 735–49. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-7924-7_48.

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6

Emilidardi, A. M., A. S. Fajar, A. Awaludin, I. Satyarno, and M. Sunarso. "Numerical Model of Finned Tubular Shear Panel Damper for Multi-direction Seismic Excitation." In Lecture Notes in Civil Engineering, 751–66. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-7924-7_49.

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7

Bi, Xue, Peng Zou, and Xiangming Chen. "Study on Bearing Mechanism of Composite Stiffened Panel with Delamination Under Shear Load." In Mechanical Engineering and Materials, 155–72. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-68303-0_13.

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8

Acharjee, Devjit, Dibya Jyoti Basu, and Debasish Bandyopadhyay. "Numerical study of the effect of shear connectors in insulated sandwich panel building system." In Aerospace and Associated Technology, 279–83. London: Routledge, 2022. http://dx.doi.org/10.1201/9781003324539-50.

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9

Abdullah, Noraspalela, Mohd Suhelmiey Sobri, and Siti Hawa Hamzah. "Shear Resistance Analysis of Rebar Connector in RC Stocky Wall Panel Using Lusas 3D Modelling." In InCIEC 2014, 17–28. Singapore: Springer Singapore, 2015. http://dx.doi.org/10.1007/978-981-287-290-6_2.

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10

Thammishetti, Nikesh, Shanmugam Suriya Prakash, Trevor D. Hrynyk, Javad Hashemi, and Riadh Al-Mahaidi. "Analysis of Shear Panel Elements Using Improved Fixed Strut Angle Model Based on Plane-Stress Element." In RILEM Bookseries, 567–76. Cham: Springer International Publishing, 2023. http://dx.doi.org/10.1007/978-3-031-21735-7_62.

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Тези доповідей конференцій з теми "Shear panel"

1

Noor, Ahmed K., and Jeanne M. Peters. "Nonlinear Analysis of Curved Composite Panels Subjected to Combined Temperature Gradient and Mechanical Loads." In ASME 1997 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 1997. http://dx.doi.org/10.1115/imece1997-0717.

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Abstract The results of a detailed study of the effect of cutout on the nonlinear response of curved unstiffened panels are presented. The panels are subjected to combined temperature gradient through-the-thickness combined with pressure loading and edge shortening or edge shear. The analysis is based on a first-order shear-deformation Sanders-Budiansky type shell theory with the effects of large displacements, moderate rotations, transverse shear deformation and laminated anisotropic material behavior included. A mixed formulation is used with the fundamental unknowns consisting of the generalized displacements and the stress resultants of the panel. The nonlinear displacements, strain energy, principal strains, transverse shear stresses, transverse shear strain energy density, and their hierarchical sensitivity coefficients are evaluated. The hierarchical sensitivity coefficients measure the sensitivity of the nonlinear response to variations in the panel parameters, as well as in the material properties of the individual layers. Numerical results are presented for cylindrical panels and show the effects of variations in the loading and the size of the cutout on the global and local response quantities and their sensitivity to changes in the various panel, layer and micromechanical parameters.
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2

Wan, Wenchao, Xiaobin Li, Li Jiang, and Pu Li. "Numerical Simulation of Dynamic Response of Foam Aluminum Sandwich Panel Under Impact Load." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-18276.

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Abstract The impact resistance of protective structure directly affects the vitality of the ship. Since the excellent energy absorption characteristics and lightweight structural forms, foamed aluminum sandwich panels have gradually replaced stiffened panels and are widely used in local structures and components of vessels. In order to improve the protective ability of the ship structure, the impact resistance of the foam aluminum sandwich panel is studied in this paper. The deformation mechanism of the foam aluminum sandwich panel under the impact of the foam aluminum projectile is simulated by the finite element analysis, and the effect of different core thickness and core strength on the dynamic response of the sandwich panel is studied. An optimized structural form is proposed for the shear failure of foam aluminum sandwich panels. The results show that the optimized structure improves the impact resistance of foam aluminum sandwich panel and the shear resistance of the intermediate core layer. The research of this paper provides reference for the optimization of foam metal sandwich structure and its application in ship protection structure.
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3

Noor, Ahmed K., and Jeanne M. Peters. "Analysis of Curved Sandwich Panels With Cutouts Subjected to Combined Temperature Gradient and Mechanical Loads." In ASME 1997 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 1997. http://dx.doi.org/10.1115/imece1997-0731.

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Abstract The results of a detailed study of the effect of the cutout on the response of curved sandwich panels are presented. The panels have honeycomb core composite face sheets. The loading consists of a temperature gradient through-the-thickness combined with pressure loading and edge shortening or edge shear. The analysis is based on a first-order shear-deformation Sanders-Budiansky type theory with the effects of large displacements, moderate rotations, transverse shear deformation and laminated anisotropic material behavior included. A mixed formulation is used with the fundamental unknowns consisting of the generalized displacements and the stress resultants of the panel. The nonlinear displacements, strain energy, principal strains, transverse shear stresses, transverse shear strain energy density, and their hierarchical sensitivity coefficients are evaluated. The hierarchical sensitivity coefficients measure the sensitivity of the nonlinear response to variations in the panel parameters, the effective properties of the face sheet layers and the core, and the micromechanical parameters. Numerical results are presented for cylindrical sandwich panels and show the effects of variations in the loading and the size of the cutout on the global and local response quantities and their sensitivity to changes in the various panel, effective layer and micromechanical parameters.
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4

Okul, Aydin, and Ercan Gurses. "Development of Structural Neural Network Design Tool for Buckling Behaviour of Skin-Stringer Structures Under Combined Compression and Shear Loading." In ASME 2018 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/imece2018-87970.

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Stiffened panels are commonly used in aircraft structures in order to resist high compression and shear forces with minimum total weight. Minimization of the weight is obtained by combining the optimum design parameters. The panel length, the stringer spacing, the skin thickness, the stringer section type and the stringer dimensions are some of the critical parameters which affect the global buckling allowable of the stiffened panel. The aim of this study is to develop a design tool and carry out a geometric optimization for panels having a large number of stringers. The panel length and the applied compression-shear loads are assumed to be given. In the preliminary part, a simplified panel with minimized number of stringers is found. This panel gives the same equivalent critical buckling load of panels having larger number of stringers. Additionally, the boundary conditions to be substituted for the outer stringer lines are studied. Then the effect of some critical design parameters on the buckling behavior is investigated. In the second phase, approximately six thousand finite element (FE) models are created and analyzed in ABAQUS FE program with the help of a script written in Phyton language. The script changes the parametric design variables and analyzes each skin-stringer model, and collect the buckling analysis results. These design variables and analysis results are grouped together in order to create an artificial neural network (ANN) in MATLAB NNTOOL toolbox. This process allows faster determination of buckling analysis results than the traditional FE analyses.
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5

Umezawa, Keisuke, and Takahira Aoki. "Postbuckling Analysis of Composite Stiffened Panel under Shear Load." In 56th AIAA/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference. Reston, Virginia: American Institute of Aeronautics and Astronautics, 2015. http://dx.doi.org/10.2514/6.2015-1432.

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6

Taki, Toshimi, and Tomohiro Kitagawa. "Postbuckling strength of composite stiffened panel under shear load." In Aircraft Engineering, Technology, and Operations Congress. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1995. http://dx.doi.org/10.2514/6.1995-3934.

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7

Li, Zongjing, and Ganping Shu. "Research and Development of Buckling-Restrained Shear Panel Damper." In 10th Pacific Structural Steel Conference (PSSC 2013). Singapore: Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_111.

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Rizzo, Nicolau Antonio dos Santos, Diogo do Amaral Amante, and Segen F. Estefen. "Ultimate Shear Strength of Stiffened Panels for Offshore Structures." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23155.

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Structures in civil, naval and aeronautical engineering commonly use plates that experience shear loading. When subjected to loading, such as shear, axial compression, bending and lateral pressure, many panel designs use stiffeners to reinforce the structure and increase the buckling capacity. Particularly, in the oil industry, platform side shell structures are made up of stiffened panels that experience a considerable amount of shear force. When added to geometrical imperfection (e.g. fabrication or supply vessel collision), this compromises the ultimate strength capability. The aim of the present study is to develop a simplified model, using FEM, to predict the ultimate loading capability of stiffened panels under pure shear stress. Furthermore, an amplified parametric study varying the geometry and initial imperfection was considered to verify such influences. Comparison with several current and published studies yielded positive and conclusive results.
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Bednarcyk, Brett, Jacob Aboudi, Phillip Yarrington, and Craig Collier. "Simplified Shear Solution for Determination of the Shear Stress Distribution in a Composite Panel from the Applied Shear Resultant." In 49th AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference
16th AIAA/ASME/AHS Adaptive Structures Conference
10t. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2008. http://dx.doi.org/10.2514/6.2008-2168.

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10

Iyer, K., G. T. Hahn, and C. A. Rubin. "Clamping and Failure Mode Transitions in Structural Shear Joints." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2616.

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Applied-load-dependent evolutions of local gross- and net-section stress fields in aluminum and steel lap shear joints are examined in order to identify and define transitions between the frictional and bearing modes of load support. An airframe-type structural geometry is analyzed with an experimentally and numerically validated finite element model. Slip-resistant joints utilize fastener clamping to enhance frictional load support at panel-panel and bolt head-panel interfaces and postpone loading at fastener/panel-hole interfaces (bearing). In this work, nominal clamping strains of 0% and 0.5% are considered. Calculations without and with friction (μ = 0.2 and 0.4) are performed in order to separate effects of mechanical springback and friction on the transitions. The effective clamping is found to be only about one-third the nominal value.
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Звіти організацій з теми "Shear panel"

1

Nukala, Phani, Phani Nukala, and J. Ramirez. Stay-In-Place Deck Panels - Horizontal Shear Strength of Bridge Deck Panels - Part 2. West Lafayette, IN: Purdue University, 1995. http://dx.doi.org/10.5703/1288284313318.

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2

Matteson, Robert C., and Roger M. Crane. Effects of Single Wall Carbon Nanotubes on Interlaminar Shear in GRP Panels. Fort Belvoir, VA: Defense Technical Information Center, April 2004. http://dx.doi.org/10.21236/ada593430.

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3

Menkulasi, Fatmir, and Carin L. Roberts-Wollmann. Horizontal Shear Connection for Full-Width, Full-Depth Precast Concrete Bridge Deck Panels on Prestressed I-Girders. Precast/Prestressed Concrete Institute, 2003. http://dx.doi.org/10.15554/pci.rr.tran-001.

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4

COLD FORMED STEEL SHEAR WALL RACKING ANALYSIS THROUGH A MECHANISTIC APPROACH: CFS-RAMA. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.2.

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Cold-formed steel shear wall panels are an effective lateral load resisting system in cold-formed steel or light gauge constructions. The behavior of these panels is governed by the interaction of the sheathing - frame fasteners and the sheathing itself. Therefore, analysis of these panels for an applied lateral load (monotonic/cyclic) is complex due to the inherent non-linearity that exists in the fastener-sheathing interaction. This paper presents a novel and efficient, fastener based mechanistic approach that can reliably predict the response of cold-formed steel wall panels for an applied monotonic lateral load. The approach is purely mechanistic, alleviating the modelling complexity, computational costs and convergence issues which is generally confronted in finite element models. The computational time savings are in the order of seven when compared to the finite element counterparts. Albeit its simplicity, it gives a good insight into the component level forces such as on studs, tracks and individual fasteners for post-processing and performance-based seismic design at large. The present approach is incorporated in a computational framework - CFS-RAMA. The approach is general and thereby making it easy to analyze a variety of configurations of wall panels with brittle sheathing materials and the results are validated using monotonic racking test data published from literature. The design parameters estimated using EEEP (Equivalent Energy Elastic Plastic) method are also compared against corresponding experimental values and found in good agreement. The method provides a good estimate of the wall panel behavior for a variety of configurations, dimensions and sheathing materials used, making it an effective design tool for practicing engineers.
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STUDY ON MECHANICAL PROPERTIES OF SIMPLIFIED STEEL FRAME MODEL WITH EXTERNAL WALL PANELS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.334.

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A simplified analysis model of the overall steel frame with external wall panels is established by finite element numerical method, and the influence of external wall panels on the internal force and seismic performance of the steel frame is studied. Pushover analysis and cyclic loading analysis are carried out on the simplified model. The results show that the external wall panel can improve the initial stiffness and ultimate bearing capacity of the steel frame, and after considering the external wall panel, the shear demand of the column increases accordingly. Moreover, compared with the pure steel frame, the ability of the steel frame structure with the external wall panel to maintain the strength and rigidity and the energy consumption capacity are significantly improved, and the cumulative energy consumption can increase by about 16.6%. The contribution of the external wall panels to the horizontal force of the steel frame structure can reach up to about 22% when the node sliding reaches the limit, and then gradually decreases to 3.5-5.4% with the increase of the loading displacement, which still has a non-negligible impact on improving the lateral resistance of the structure.
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6

SEISMIC DESIGN AND ANALYSIS OF STEEL PANEL DAMPERS FOR STEEL FRAME BUILDINGS (ICASS’2020). The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.k09.

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A ductile Vierendeel frame can be constructed by incorporating steel panel dampers (SPD) into a moment-resisting frame (MRF). The proposed three-segment SPD consists of a center inelastic core (IC) and top and bottom elastic joints. This paper introduces the mechanical properties of the SPD,and the capacity design method (CDM) of the SPD-MRF. Tests indicate that SPDs’ cyclic force vs.deformation relationships can be accurately simulated using either the Abaqus or PISA3D model analyses. The paper presents the CDM for boundary beams connected to the SPDs of a typical SPDMRF. The seismic performance of an example six-story SPD-MRF is evaluated using nonlinear response history analysis procedures and 240 ground accelerations at three hazard levels. Results indicate that under eighty maximum considered earthquake (MCE) ground accelerations, the meanplus-one standard deviation of the shear deformation of the ICs in the SPDs is 0.055 rad, substantially less than the 0.11 rad deformational capacity observed from the SPD specimens.
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