Dissertations / Theses on the topic 'Composite Plate Shear Walls'
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1
O'Dell, Jason. "Wood plastic composite sill plate for continuous anchorage of shear walls in light-frame wood structures." Online access for everyone, 2008. http://www.dissertations.wsu.edu/Thesis/Summer2008/j_odell_060108.pdf.
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Driver, Robert George. "Seismic behaviour of steel plate shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/nq21563.pdf.
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Schumacher, Ann. "Connection of infill panels in steel plate shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/mq21206.pdf.
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Egorova, Natalia Vadimovna. "Experimental Study of Ring-Shaped Steel Plate Shear Walls." Thesis, Virginia Tech, 2013. http://hdl.handle.net/10919/52633.
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A new type of steel plate shear wall has been devised which resists out-of-plane buckling without requiring stiffeners. The ring-shaped steel plate shear wall (RS-SPSW) includes a web plate that is cut with a pattern of holes leaving ring-shaped portions of steel connected by diagonal links. The ring shape resists out-of-plane buckling through the mechanics of how a circular ring deforms into an ellipse. It has been shown that the ring's compression diagonal will shorten a similar amount as the tension diagonal elongates, essentially eliminating the slack in the direction perpendicular to the tension field. Because of the unique features of the ring's mode of distortion, the load-deformation response of the resulting RS-SPSW system can exhibit full hysteretic behavior and possess greatly improved stiffness relative to thin unstiffened SPSW. The concept has been validated through testing on seven 34 in x 34 in panels. General conclusions about influence of different geometric parameters on plate behavior have been made.Master of Science
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Morel, Osman Fuat. "Earthquake Performance Of Un-stiffened Thin Steel Plate Shear Walls." Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/1260427/index.pdf.
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In this study two dimensional steel frames, reinforced with un-stiffened thin steel panels, are investigated.
In the first part of the study, the strip model, a method for analyzing un-stiffened thin steel plate shear walls, was investigated. Sensitivity studies to investigate the influence of the number of strip members to be used to in the strip model and their angle of inclination were conducted.
In the second part, responses of various un-stiffened steel plate shear wall systems to lateral loads were investigated. The influences of three major parameters were studied. These are the beam-to-column connection type, the boundary frame stiffness and the plate slenderness ratio (the ratio of the centerline column spacing to the thickness of the plate).
In both parts nonlinear pushover analysis were performed with SAP2000 structural analysis program.
In this study, the history of development, theory and advantages of un-stiffened thin steel plate shear walls and recommendations for this lateral load resisting system are presented.
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Utzman, Richard Henry. "Alternate foundation sill plate and hold-down elements for light-frame shear walls." Pullman, Wash. : Washington State University, 2009. http://www.dissertations.wsu.edu/Thesis/Summer2009/r_utzman_072409.pdf.
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Thesis (M.S. in civil engineering)--Washington State University, August 2009.Title from PDF title page (viewed on Aug. 11, 2009). "Department of Civil and Environmental Engineering." Includes bibliographical references.
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Rezai, Mahmoud. "Seismic behaviour of steel plate shear walls by shake table testing." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0028/NQ38963.pdf.
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Just, Paul J. III. "A State of the Art Review of Special Plate Shear Walls." University of Cincinnati / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1459155417.
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Koppal, Manasa. "Computational Investigation of Tunable Steel Plate Shear Walls for Improved Seismic Resistance." Thesis, Virginia Tech, 2012. http://hdl.handle.net/10919/34570.
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Steel plate shear walls (SPSWs) are popular lateral force resisting systems whose practical applications range from high seismic regions to medium and low seismic areas and wind load applications. The factors which make SPSW attractive include its energy dissipation capacity, excellent ductility, constructability, speed of construction compared to concrete shear walls, reduced architectural footprint compared to concrete shear walls, and increased inelastic deformation capacity as compared to braced frames. The principle behind current SPSW design is that the post-buckling tension field capacity of the thin web plate is proportioned to resist the full lateral load. The resulting web plate is typically quite thin, buckles at low loads, possesses low stiffness, and does not provide resistance when the lateral loads are reversed until the tension field engages in the opposite direction. To compensate for these shortcomings, moment connections are required at the beam to column connections to improve energy dissipation, increase stiffness, and provide lateral resistance during load reversal. The resulting SPSW designs with very thin web plates, moment connections, and beams and columns significantly larger than comparable braced frames, can result in inefficient structural systems.
The objective of this work is to develop steel plate shear wall systems that are more economic and efficient. In order to achieve this, approaches like shear connections between beams and columns, allowing some yielding in columns and increasing plate thicknesses were attempted. But these approaches were not effective in that there was no reduction in the amount of steel required since stiffness controlled the designs. This necessitated the creation of tunable steel plate shear wall systems in which strength and stiffness could be decoupled. Preliminary analyses of seven steel plate shear wall systems which allow tunability were conducted and two configurations namely circular holes and butterfly shaped links around the perimeter, that showed promising results were chosen. The solid plate in the middle of the panel contributes significant pre-yield stiffness to the system while the geometry of the perimeter perforations controls strength and ductility. An example panel was designed using the two approaches and compared to panels designed using current SPSW design methods. The proposed configurations resulted in improved overall performance of the system in terms of energy dissipation, stable hysteresis, required less steel and no moment connections between beams and columns. This was also observed from the parametric study that was performed by varying the thickness of the web plate and the geometry of the configurations. Thus it was concluded that the two proposed configurations of cutouts were promising concepts that allow separate tuning of the system strength, stiffness and ductility and could be adopted in any seismic zone for improved seismic resistance.Master of Science
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Sabouri-Ghomi, Saaid. "Quasi static and dynamic hysteretic behaviour of unstiffened steel plate shear walls." Thesis, Cardiff University, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.440607.
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Guo, XuHua. "EFFECTS OF COLUMN STIFFNESS ON SEISMIC BEHAVIOR OF STEEL PLATE SHEAR WALLS." DigitalCommons@CalPoly, 2011. https://digitalcommons.calpoly.edu/theses/639.
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Steel plate shear walls (SPSWs) are a lateral force resisting system consisting of thin infill steel plates surrounded by boundary frame members. The infill steel plates are allowed to buckle in shear and subsequently form diagonal tension field actions during earthquake events. Hysteretic energy dissipation of this system is primarily achieved through yielding of the infill plates. Conceptually, in a SPSW system with ideally rigid columns pinned to ground, the infill plates at different stories will yield simultaneously as a result of the lateral loads. However, when the columns become flexible, infill plate yielding may initially occur at one story and progressively spread into the other stories with increasing roof displacement.
This research investigates the effect of column stiffness on infill plate yielding sequence and distribution along the height of steel plate shear walls subjected to earthquake forces. Analytical models are derived and validated for two-story SPSWs. Based on the derived model, probabilistic simulations are conducted to calculate the probability of achieving infill plate yielding in both stories before occurrence of a premature failure caused by excessive inter story drift at the initially yielded story. A total of three simulation methods including the Monte-Carlo method, the Latin Hypercube sampling method, and the Rosenblueth’s 2K+1 point estimate method were considered to account for the uncertain infill plate thickness and lateral force distributions in the system.The investigation is also extended to multi-story SPSWs. Three example six-story SPSWs are evaluated using the Rosenblueth's 2K+1 point estimation method which is identified to be most efficient from the simulation on two-story SPSWs. Moreover, the effectiveness of the column minimum moment of inertia required in the current code for achieving infill plate yielding at every story of SPSWs is evaluated.
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Maleki, Ahmad. "Improving seismic behaviour of steel plate shear walls with and without cut-outs." Thesis, Kingston University, 2012. http://eprints.kingston.ac.uk/25604/.
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In this work experimental and numerical investigations were conducted on seismic behaviour of steel plate shear wall systems (SPSW) with and without cut-outs. Medium-scale specimens with moment-resisting connections between beam and columns and specific edge connections for fish plates were designed and constructed. The specimens were subjected to the cyclic quasi-static load. A loading system and proper lateral bracing unit was designed and built to apply the loading history according to ATC-24 protocol. Nonlinear finite element analysis models with dynamic formulation were developed to analyse test specimens. The results were validated with available published test results from other researchers. After validation, the model was used for estimating the maximum load required for testing of specimens. The efficiency of the method was finally proved by comparing the pushover and hysteresis analysis results with tests carried out in Kingston University's lab. The test series comprised frame-only, steel plate shear wall with two different types of steel plate and corresponding specimens with circular cut-outs in the steel plates, GFRP-steel Sandwich Shear Walls (GSSW) with different GFRP lay-up, GSSW with cut-outs and finally the steel plate shear wall with cut-out and optimally designed steel stiffeners, The specification of boundary members and the type of connections was kept unchanged in all specimens. The effectiveness of utilising the GFRP plies and steel stiffeners for improving the seismic performance of steel plate shear walls with and without cut-outs was explored. The effectiveness of these methods for enhancing the initial stiffness and ultimate load capacity of specimens with no noticeable requirements for increasing flexural stiffness for columns was verified.
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Averill, Ronald C. "On the behavior of shear deformable plate elements." Thesis, Virginia Tech, 1989. http://hdl.handle.net/10919/43286.
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An investigation of the behavior of shear deformable plate finite elements is conducted to determine why and under what conditions these elements lock, or become overly stiff. For this purpose, a new analytical technique is developed to derive the exact form of the shear constraints which are imposed on an element when its side-tothickness ratio is large. The constraints are expressed in terms of the nodal degrees of freedom, and they are easily interpreted as being either the proper Kirchhoff constraints or spurious locking constraints. Moreover, the technique is applicable to any displacement-based shear deformable beam, plate or shell element regardless of the shear deformation theory or the order of the Gauss-Legendre integration rule which is used to numerically evaluate the stiffness coefficients.
To gain a better linderstanding of locking phenomena, the constraints which arise under full and reduced integration are derived for various Mindlin and Reddy-type beam and plate elements. These analytical findings are then compared with numerical results of isotropic and laminated composite plates, verifying the role that shear constraints play in determining the behavior of thin shear deformable elements. The results of the present study lead to definitive conclusions regarding the origin of locking phenomena and the effect of reduced integration.
Master of Science
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Mirza, Adeel R. "Evaluation of AISC Steel Coupling Beam Embedment Length in Composite Ordinary Shear Walls." University of Cincinnati / OhioLINK, 2018. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1543577095290297.
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Camann, Kevin Robert. "Design and Performance of Load Bearing Shear Walls Made from Composite Rice Straw Blocks." DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/218.
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Although rice straw and other grains have been used in building since pre-history, in the past two decades, there has been a move to utilize this rapidly renewable, locally available, agricultural byproduct as part of the sustainable construction movement. Up to this point, this has been done by simply stacking up the full straw bales. Stak Block, invented by Oryzatech, Inc., is a modular, interlocking block made of a composite of rice straw and binding agent that serves as an evolution in straw construction. This study investigates the feasibility of using these Stak Blocks as a structural system. The report was divided into four main parts: material testing, development of effective construction detailing, full-scale physical shear wall testing, and a comparison with wood framed shear walls.
The first section investigated the feasibility of using the Stak Blocks in a load-bearing wall application. Constitutive properties of the composite straw material such as yield strength and elastic stiffness were determined and then compared to conventional straw bale. Next, the decision was made to prestress the walls to create a more effective structural system. Various construction detailing iterations were evaluated upon the full-scale shear wall testing using a pseudo-static cyclic loading protocol. Finally, the available ductility of the prestressed Stak Block walls in a lateral force resisting application is quantified along with an approximation of potential design shear forces.
It was determined that the Stak Block material performed satisfactorily in gravity and lateral force resisting applications, in some respects better than conventional wood-framed construction, and has great potential as a seismically-resistant building material.
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Lee, Seung Joon. "Nonlinear analysis of smart composite plate and shell structures." Diss., Texas A&M University, 2003. http://hdl.handle.net/1969.1/2218.
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Theoretical formulations, analytical solutions, and finite element solutions for laminated composite plate and shell structures with smart material laminae are presented in the study. A unified third-order shear deformation theory is formulated and used to study vibration/deflection suppression characteristics of plate and shell structures. The von K??rm??n type geometric nonlinearity is included in the formulation. Third-order shear deformation theory based on Donnell and Sanders nonlinear shell theories is chosen for the shell formulation. The smart material used in this study to achieve damping of transverse deflection is the Terfenol-D magnetostrictive material. A negative velocity feedback control is used to control the structural system with the constant control gain. The Navier solutions of laminated composite plates and shells of rectangular planeform are obtained for the simply supported boundary conditions using the linear theories. Displacement finite element models that account for the geometric nonlinearity and dynamic response are developed. The conforming element which has eight degrees of freedom per node is used to develop the finite element model. Newmark's time integration scheme is used to reduce the ordinary differential equations in time to algebraic equations. Newton-Raphson iteration scheme is used to solve the resulting nonlinear finite element equations. A number of parametric studies are carried out to understand the damping characteristics of laminated composites with embedded smart material layers.
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He, Liusheng. "Development of Steel Shear Walls Capable of Structural Condition Assessment by Using Double-Tapered Links." 京都大学 (Kyoto University), 2015. http://hdl.handle.net/2433/199301.
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Hagen, Garrett Richard. "Performance-Based Analysis of a Reinforced Concrete Shear Wall Building." DigitalCommons@CalPoly, 2012. https://digitalcommons.calpoly.edu/theses/803.
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PERFORMANCE-BASED ANALYSIS OF A REINFORCED CONCRETE SHEAR WALL BUILDING
Garrett Richard Hagen
In this thesis, a special reinforced concrete shear wall building was designed per ASCE 7-05, and then the performance was investigated using the four analysis procedures outlined in ASCE 41-06. The proposed building was planned as a 6-story office building in San Francisco, CA. The structural system consisted of a two-way flat plate and reinforced concrete columns for gravity loads and slender structural walls for seismic loads. The mathematical building models utilized recommendations from ASCE 41-06 and first-principle mechanics. Moment-curvature analysis and fiber cross-section elements were used in developing the computer models for the nonlinear procedures. The results for the analysis procedures showed that the building met the Basic Safety Objective as defined in ASCE 41-06. The performance levels for the nonlinear procedures showed better building performance than for the linear procedures.
This paper addresses previously found data for similar studies which used steel special moment frames, special concentric braced frames, and buckling restrained braced frames for their primary lateral systems. The results showcase expected seismic performance levels for a commercial office building designed in a high seismicity region with varying structural systems and when using different analysis procedures.
Keywords: reinforced concrete structural walls, shear walls, performance-based analysis, ETABS, Perform-3D, flat plate, two-way slab.
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Phillips, Adam Richard. "Large-Scale Cyclic Testing and Development of Ring Shaped - Steel Plate Shear Walls for Improved Seismic Performance of Buildings." Diss., Virginia Tech, 2016. http://hdl.handle.net/10919/73513.
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A novel shear wall system for building structures has been developed that improves upon the performance of conventional steel plate shear walls by mitigating buckling. The new structural system, called the Ring Shaped - Steel Plate Shear Wall, was investigated and developed through experimental and computational methods. First, the plastic mechanism of the system was numerically derived and then analytically validated with finite element analyses. Next, five large-scale, quasi-static, cyclic experimental tests were conducted in the Thomas M. Murray Structures Laboratory at Virginia Tech. The large-scale experiments validated the system performance and provided data on the boundary frame forces, infill panel shear deformation modes, buckling mode shapes, and buckling magnitudes.
Multiple computational modeling techniques were employed to reproduce different facets of the system behavior. First, detailed finite element models were constructed to accurately reproduce the cyclic performance, yielding pattern, and buckling mode shapes. The refined finite element models were utilized to further study the boundary element forces and ultra-low cycle fatigue behavior of the system. Second, reduced-order computational models were constructed that can accurately reproduce the hysteretic performance of the web plates. The reduced-order models were then utilized to study the nonlinear response history behavior of four prototype building structures using Ring Shaped - Steel Plate Shear Walls and conventional steel plate shear walls. The nonlinear response history analyses investigated the application of the system to a short period and a long period building configuration. In total 176 nonlinear response history analyses were conducted and statistically analyzed.
Lastly, a practical design methodology for the Ring Shaped - Steel Plate Shear Wall web plates was presented. The experimental tests and computational simulations reported in this dissertation demonstrate that Ring Shaped - Steel Plate Shear Walls are capable of improving seismic performance of buildings by drastically reducing buckling and improving cyclic energy dissipation.Ph. D.
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Asdal, Bent. "Static and free vibration analysis of advanced composites using shear-deformable rectangular plate finite elements." Thesis, Virginia Polytechnic Institute and State University, 1988. http://hdl.handle.net/10919/80092.
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A comparison of rectangular finite elements based on a first order shear deformation plate theory and a refined higher order plate theory is presented. Special attention is given to the representation of transverse shear strain, the phenomenon of "shear locking", and the selection of the interpolating polynomial. Both C⁰ and C¹ continuity elements are represented; the elements range from: 3 or 5 DOF per node, and 12 - 27 DOF per element. Static and free vibration analysis of isotropic and laminated plates with thicknesses ranging from extremely thin to very thick are presented, along with a convergence study. The finite element results are compared with the exact plate theory solutions. Of the elements investigated, the modified refined higher order theory element exhibits the best overall behavior.Master of Science
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Martin, James David. "Sandwich Plate System Bridge Deck Tests." Thesis, Virginia Tech, 2005. http://hdl.handle.net/10919/31648.
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Three series of tests were conducted on a sandwich plate bridge deck, which consisted of two steel plates and an elastomer core. The first series of testing was conducted by applying a static load on a full scale sandwich plate bridge deck panel. Local strains and deflections were measured to determine the panelâ s behavior under two loading conditions. Next, fatigue tests were performed on the longitudinal weld between two sandwich plate panels. Two connections were tested to 10 million cycles, one connection was tested to 5 million cycles, and one connection was tested to 100,000 cycles. The fatigue class of the weld was determined and an S-N curve was created for the longitudinal weld group. Finally, a series of experiments was performed on a half scale continuous bridge deck specimen. The maximum positive and negative flexural bending moments were calculated and the torsional properties were examined.
Finite element models were created for every load case in a given test series to predict local strains and deflections. All finite element analyses were preformed by Intelligent Engineering, Ltd. A comparison of measured values and analytical values was preformed for each test series. Most measured values were within five to ten percent of the predicted values.
Shear lag in the half scale bridge was studied, and an effective width to be used for design purposes was determined. The effective width of the half scale simple span sandwich plate bridge deck was determined to be the physical width.
Finally, supplemental research is recommended and conclusions are drawn.Master of Science
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Kunwar, Sushil. "Comprehensive Evaluation of Composite Core Walls for Low-Seismic Force and Wind Load Applications." University of Cincinnati / OhioLINK, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1613750905724949.
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Le, Thi Huyen Cham. "Robust variable kinematics plate finite elements for composite structures." Thesis, Paris 10, 2019. http://faraway.parisnanterre.fr/login?url=http://bdr.parisnanterre.fr/theses/intranet/2019/2019PA100053/2019PA100053.pdf.
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Le but de ce travail est de développer deux nouveaux éléments finis quadrilatéraux à quatre et à huit nœuds implantés dans le code commercial de calcul par Eléments Finis (EF) Abaqus pour plaques composites. Les modèles plaques à cinématique variable sont formulés dans le cadre de la formulation unifiée de Carrera (CUF), qui regroupent des descriptions de type: couche équivalente (ESL) et couches discrètes (LW), avec les variables définies par des polynômes jusqu’au 4ème ordre suivant épaisseur z. Les deux formulations variationnelles sont utilisées pour dériver les matrices des éléments finis: le Principe des Déplacements Virtuels (PVD) et le Théorème Variationnel Mixte de Reissner (RMVT). Grâce à la technique de condensation statique, une formulation hybride basée sur le RMVT est introduite. Afin d’éliminer la pathologie de verrouillage en cisaillement transverse, deux approximations compatibles pour le champ de déformations de cisaillement transverse indépendantes en z, notée QC4 et CL8, sont étendues aux éléments plaques à cinématique variable basés sur CUF. De plus, les QC4S et CL8S interpolations sont également introduites pour les contraintes de cisaillement transverse dans les éléments mixtes et les éléments hybrides. Les résultats numériques comparés à ceux disponibles dans la littérature montrent que les FE proposés sont efficaces pour modéliser des éléments finis robustesThe aim of this work is the development of two classes of new four-node and eightnode quadrilateral finite elements implemented into the commercial finite element (FE) code Abaqus for composite plates. Variable kinematics plate models are formulated in the framework of Carrera’s Unified Formulation (CUF), which encompasses Equivalent Single Layer (ESL) as well as Layer-Wise (LW) models, with the variables that are defined by polynomials up to 4th order along the thickness direction z. The two classes refer to two variational formulations that are employed to derive the finite elements matrices, namely the Principle of Virtual Displacement (PVD) and Reissner’s Mixed Variational Theorem (RMVT). Thanks to the static condensation technique, a Hybrid formulation based on the RMVT is derived. For the purpose of eliminating the shear locking pathology, two field compatible approximations for only the z−constant transverse shear strain terms, referred to as QC4 and CL8 interpolations, are extended to all variable kinematics CUF plate elements. Moreover, the QC4S and CL8S interpolations, are also introduced for the transverse shear stress field within RMVT-based and Hybrid mixed-based elements. Numerical results in comparison with those available in literature show that the proposed FEs are efficient for modeling a robust finite elements
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TUNC, GOKHAN. "RC/COMPOSITE WALL-STEEL FRAME HYBRID BUILDINGS WITH CONNECTIONS AND SYSTEM BEHAVIOR." University of Cincinnati / OhioLINK, 2002. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1020441384.
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ElGendy, Mohammed. "Punching shear behaviour of slab-column edge connections reinforced with fibre-reinforced polymer (FRP) composite bars." Canadian Society of Civil Engineering, 2014. http://hdl.handle.net/1993/24092.
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The use of fibre reinforced polymer (FRP) composites as an alternate to steel has proved to be an effective solution to the corrosion problem. However, FRP bars have low axial and transverse stiffness compared to steel bars which results in a lower shear capacity of FRP reinforced concrete (RC) elements compared to steel-RC elements.
Flat plate systems are commonly used to take advantages of the absence of beams. They, however, are susceptible to punching shear failure where the column suddenly punches through the slab.
An experimental program was conducted to investigate the punching shear behaviour of slab-column edge connections. Nine isolated full-scale slab-column edge connections were constructed and tested to failure. One connection was reinforced with steel flexural reinforcement, six with GFRP flexural reinforcement and two with GFRP flexural and shear reinforcement. The parameters investigated were the flexural reinforcement type and ratio, the moment-to-shear ratio and the shear reinforcement spacing.
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Stephens, Max Taylor. "Numerical and Experimental Analysis of Composite Sandwich Links for the LCF System." PDXScholar, 2011. https://pdxscholar.library.pdx.edu/open_access_etds/579.
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Shear links are used as fuse elements in lateral load resisting systems to provide ductility and dissipate seismic energy. These links have traditionally been employed in eccentrically braced frames, but have more recently been suggested for use in the innovative linked column frame system (LCF). Current design specifications for shear links require intermediate web stiffeners to provide out-of-plane web stability so ductility requirements can be achieved. This research focused on moving from discrete transverse web stiffening to continuously stiffened webs in built up shear links. Built up links were designed to yield in shear when subjected to severe cyclic loading, however the webs of the links were designed using two metal sheets joined by an elastic core. These composite "sandwich" webs allowed for an increase in web thickness (and inherent flexural rigidity) without increasing the shear strength of the links. Numerical and experimental investigations were conducted to assess the performance of composite sandwich links subjected to severe loading. Numerical results showed improved web behavior in sandwich links in which the core material was assigned an elastic modulus greater than 5000psi. Due to fabrication limitations, experimental specimens were fabricated with a core material elastic modulus of 1000psi. These specimens did not perform as well as unstiffened base case links in terms global hysteretic behavior or ductility.
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Kustyánová, Orsolya. "Monolitická nádrž ČOV." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240052.
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This thesis deals with the design and assessment of all supporting parts of a cast-in-place reinforced concrete tank of sewage plant in the village Vrbice. Tha main parts of the thesis are the technical report, static analysis, drawing documentations, construction process and visualisations. Calculation of internal forces was performed by the software Scia Engineer and verified by manual calculation. The drawing documentation constists of shape and reinforcement drawings of supporting parts.
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Santos, Tiago José dos. "Análise numérica de uma ligação mista viga-pilar com chapa passante." Universidade Federal de São Carlos, 2014. https://repositorio.ufscar.br/handle/ufscar/4693.
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Previous issue date: 2014-04-14Among all of the existing structural systems, the steel-concrete composite elements outstands because it takes advantage of the properties of both materials in the same element. Unlike the system in reinforced concrete cast in situ, the steel-concrete composite system is not monolithic, and therefore the global behavior of the structure is mainly linked to the behavior of the connections. Currently, the beam-column connections have been the subject of theoretical and experimental studies to better understand their structural behavior. This concern has become even bigger with the introduction of requirements on steel-concrete composite connections in the Brazilian standard ABNT NBR 8800:2008. In order to contribute to this subject, in this work is studied by numerical modeling, a detail of a composite beam-column connection with shear plate using numerical models. The numerical analysis performed in the computer package ANSYS® was divided in two phases: validation of the numerical model from experimental results and subsequent parametric analysis. Despite of the simplifications adopted in the numerical simulation, the results were satisfactory and representative of the experimental behavior, especially for Force vs. Displacement at the end of the beam. Once validated the numerical model, a parametric study was conducted in order to evaluate the influence of some parameters on the bearing capacity of connections, such as the concrete slab reinforcement ratio, the slab thickness and the steel beam depth. The results of the parametric analysis showed that the variation of the slab thickness was the parameter with more influence on the bearing capacity of the composite connection with shear plate.
Dentre os sistemas estruturais existentes destaca-se aquele formado por elementos mistos de aço e concreto. Este sistema utiliza as vantagens dos materiais estruturais mais utilizados na construção civil, o aço e o concreto, agrupando-os em um único elemento estrutural. Diferentemente do sistema em concreto armado moldado in loco, o sistema misto de aço e concreto não é monolítico e, portanto, o comportamento global da estrutura está principalmente atrelado ao comportamento das ligações. Atualmente as ligações viga-pilar têm sido alvo de estudos teórico-experimentais visando melhor compreender seu comportamento estrutural. No Brasil esta preocupação tornou-se ainda maior com a introdução de prescrições sobre ligações mistas de aço e concreto na norma brasileira ABNT NBR 8800:2008. Visando contribuir neste sentido, no presente trabalho é estudado, via modelagem numérica, um detalhe de ligação mista viga-pilar com chapa passante. A análise numérica realizada no pacote computacional ANSYS® foi dividida em duas etapas: validação do modelo numérico a partir de resultados experimentais com posterior análises paramétricas. Apesar das simplificações adotadas na simulação numérica, os resultados foram considerados satisfatórios e representativos do comportamento experimental, sobretudo da curva Força vs. Deslocamento na extremidade da viga. Uma vez validado o modelo numérico, o estudo paramétrico foi realizado com vistas a avaliar a influência de alguns parâmetros na capacidade resistente da ligação. Os parâmetros avaliados foram: taxa de armadura da laje de concreto, altura da laje e altura do perfil de aço da viga mista. Os resultados da análise paramétrica mostraram que a variação da altura da laje foi o parâmetro que mais influenciou na capacidade resistente da ligação mista com chapa passante.
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Pevner, Jan. "Nadzemní parkovací dům." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226965.
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The work focuses on the design and assessment of selected structural elements of one overground floor monolithic concrete structures and staircases. All calculations are done in accordance with Eurocode 2.
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CHEN, PO-YEN, and 陳柏言. "Study on Seismic Behavior for Steel Plate Composite High Strength Reinforced Concrete Coupling Beams of Shear Walls." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/da67p8.
Full textAbstract:
碩士國立臺北科技大學
土木工程系土木與防災碩士班
107
Previous studies have pointed out that the built-in steel plate and the lateral ribs in the connecting beam can increase the shear capacity of the beam, and the failure mode changes from shear failure to flexural failure, improve the composite between concrete and steel plate and transmit shear force. The bearing flaps and stiffening plates at the end of the steel plate will destroy the anchoring zone, causing the strength of the steel-containing connecting beam to decay rapidly. In this study, five high-strength reinforced concrete connecting beams were designed and built-in steel plate specimens, with the addition of shearing nails, anchor length and treatment, and the addition of lateral ribs and steel plates to the main design variables. The experimental results show that the built-in steel plate and the lateral ribs and the additional shear nails can increase the shear capacity of the beam, and the failure mode changes from shear failure to flexural failure. The lateral reinforcement of the steel plate is added to the steel plate. Shear studs can improve the composite between concrete and steel plate and transmit shear force. The anchor length of the end of the steel plate is sufficient and the configuration of shear pins and openings can be used to effectively improve the damage of the anchoring zone. The standard test piece configuration steel plate can improve the maximum lateral force strength, displacement capacity, cumulative energy dissipation and initial stiffness of the test piece when the steel plate is anchored and the beam body is well compounded.
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Chang, Ming-Kang, and 張明康. "Analytical Study of In-Plane Shear Behavior of Steel-Plate Composite Wall with Boundary Elements." Thesis, 2017. http://ndltd.ncl.edu.tw/handle/bj74k8.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
105
Currently, AISC N690s1-15 (2015) provides the method for predicting the in-plane shear strength of steel-plate composite wall (SC wall). On the other hand, Booth et al. (2015) also provides another prediction method based on AISC N690s1-15 (2015) to improve the underestimate for predicting the in-plane shear strength of SC wall with boundary elements. Nevertheless, whether AISC N690s1-15 (2015) or Booth et al. (2015), they both simply take the dimension of horizontal cross section and the parameters of materials into consideration, neglecting the effect of aspect ratio. It means that SC walls with the same dimension of horizontal cross section but different height have the same in-plane shear strength. The prediction is different from the experimental result. This research uses above result as a starting point, taking the effect of aspect ratio, providing a method with physical meaning for predicting the in-plane shear strength of SC wall with boundary elements. To make a further understanding of the behavior of SC wall, this research uses the finite element method software LS-DYNA as the analytical tool, developing a prediction model. The shear strength of SC wall can be calculated directly by the contribution of faceplate and concrete strut respectively. Furthermore, prediction model uses the depth of compression zone which is more convenient to get by cross-sectional analytical software XTRACT to replace the depth of concrete strut. Finally, this research simplifies the prediction model by observing the analytical result by XTRACT. Comparing the simplified method suggested by this research with other prediction methods, simplified method is more accurate than other prediction methods. For evaluating the in-plane shear strength of SC wall with boundary elements, simplified method is a more accurate, convenient, and physically prediction method.
32
Chan, Chia-Hsin, and 詹家昕. "Experimental and Analytical Studies on the Lateral Load-Displacement Curves of Shear-Critical Steel-Plate Concrete Composite Walls with Boundary Elements." Thesis, 2018. http://ndltd.ncl.edu.tw/handle/7ja4u4.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
106
Steel-plate concrete (SC) composite wall has high stiffness and high strength. They are mainly used in safety-related nuclear facilities and high-rise structural systems. Currently, AISC N690s1-15 (2015) and AISC 341-16 (2016) provide equations which are based on the behavior of SC walls subjected to pure in-plane shear to predict the in-plane shear strength of SC wall. Nevertheless, both AISC N690s1-15 (2015) and AISC 341-16 (2016) neglect the effect of aspect ratio (height-to-length). In practical application, a SC wall is affected not only by pure in-plane shear behavior but also by in-plane flexure behavior. As a result, the effect of flexure-shear interaction should be considered. On the other hand, a SC wall is very often connected with perpendicular SC walls at the ends. The perpendicular walls become the boundary elements of the longitudinal wall. Since the boundary elements can provide additional overturning moment resistance to the system, the failure mode of SC walls with boundary elements becomes shear failure. Therefore, the prediction of in-plane shear strength of shear-critical SC walls with boundary elements is one of the significant issues. Recently, the studies of in-plane shear strength prediction of SC walls with boundary elements state different opinion of the effect of the aspect ratio. Furthermore, AISC N690s1-15 (2015) and AISC 341-16 (2016) do not offer the equation of lateral load-displacement curves. Consequently, this study aims to discuss the behavior of shear-critical SC walls with boundary elements and the impact of aspect ratio of a shear-critical SC wall on its strength. In addition, this research constructs a model of shear strength prediction which can dominate the effect of aspect ratio and provides two methods for building lateral load-displacement curves. In the experimental program, two large-size spcimens were tested under displacement-controlled cyclic loading. From previous literatures and the test results of this research, it is clear that when aspect ratio is under certain value, the impact of aspect ratio on the shear strength is more noticeable and vice versa. By comparing the concrete minimum principal stress results from finite element method analysis with the concrete failure results from experiment, the possible mechanism of infilled concrete is obtained. To sum up, the shear strength prediction model in this research is modified from the model of Booth et al. (2015) and it takes the effect of the aspect ratio into consideration. Moreover, the prediction model is simplified by observing the analytical results of LS-DYNA. The benchmarked finite element models are then used to conduct a parametric study, which investigates the effects of wall aspect ratio, reinforcement ratio and uniaxial concrete compressive strength on the depth of the concrete compression zone. The verification results shows that the prediction model in this study is more accurate than any other prediction models from seleted literatures. Lateral load-displacement curves of shear-critical SC walls with boundary elements are developed by simplified analytical models from Epackachi et al. (2015a) and by PISA3D pushover models. Both predicted curves match the initial stiffness from finite element method analysis and the experimental peak lateral strength within a drift ratio of 2.0%.
33
Yuan-ChunWong and 翁媛淳. "The Research on Steel Plate Shear Walls." Thesis, 2015. http://ndltd.ncl.edu.tw/handle/97485382804198960980.
Full textAbstract:
碩士國立成功大學
建築學系
103
In recent years, steel plate shear walls as economical lateral forces resisting systems, have been used in a number of tall buildings, mainly in Japan and North America. The advantages of steel plate shear wall(SPSW) is that diagonal tension field of the plate acts like a diagonal brace which can enhanced strength, ductility, and provided large capacity for plastic energy absorption. After 1995, a new marterail called Low-Yield Steel which has lower yield strength and better ductility is developed in Japan. Steel plate shear walls based on the use of low-yield strength steel can provid better capacity for plastic energy absorption. However, the comparing reports of lateral forces resisting systems are rare. This thesis aims to collect and compare the theoretical and experimental performances of the lateral force resisting systems that have been developed in the previous papers. According to structural behavior and the use of materal, this study divides lateral force resisting systems into four systems: Steel Moment Resisting Frames, Moment Resisting Frames with Braces, Moment Resisting Frames with SPSWs, Moment Resisting Frames with Low Yield SPSWs, then analyzes and discusses from several aspects, such as structural behavior, seismic characteristics, practical using, and summarized the advantages and disadvantages of four structural systems. In accordance with existing national legislation and relevant research of steel plate shear wall, the design process and construction details of steel plate shear walls are introduced in this thesis. Hope that the comparison of the thesis can be helpful when choicing the lateral force resisting system.
34
Purba, Ronny Hasudungan. "Design recommendations for perforated steel plate shear walls." 2006. http://proquest.umi.com/pqdweb?did=1166589861&sid=6&Fmt=2&clientId=39334&RQT=309&VName=PQD.
Full textAbstract:
Thesis (M.S.)--State University of New York at Buffalo, 2006.Title from PDF title page (viewed on Mar. 08, 2007) Available through UMI ProQuest Digital Dissertations. Thesis adviser:Bruneau, Michel , Mosqueda, Gilberto. Includes bibliographical references.
35
Lind, Rebecca A. "Design and Analysis of Steel Plate Shear Walls." 2008. http://trace.tennessee.edu/utk_gradthes/399.
Full textAbstract:
Steel plate shear walls are investigated as a lateral load resisting system with particular interest towards seismic loads. Past physical testing is studied in order to determine trends in failure modes and design considerations. Analysis is conducted on data from two, large scale, steel plate shear walls that were tested under quasi-static loading. The investigation includes energy dissipation, axial forces in members, bending moment, curvature, infill stresses, and shear distribution. Recommendations are made for future projects.
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Dastfan, Mehdi. "Ductile steel plate shear walls with PEC columns." Phd thesis, 2011. http://hdl.handle.net/10048/1946.
Full textAbstract:
The behavior of steel plate shear walls under the effects of lateral loads depends on the stiffness of the surrounding frame members. Previous research has quantified the minimum required stiffness of columns in the middle stories of steel plate shear wall systems. As the columns of the steel plate shear wall system are subjected to both large axial forces and bending moments, use of composite columns is a viable option in this system. Among the different types of composite columns, the recently developed partially encased composite columns with built-up steel sections have some advantages over other types of composite columns and thus their performance as columns in steel plate shear wall systems needs to be studied.
In the first part of this research, a numerical and analytical study has developed a new design parameter and determined the minimum required stiffness of end beams in end panels of the steel plate shear wall system. The effect of the rigidity of the frame connections on the uniformity of the tension field has also been studied in this part.
The second part of this research includes two large scale tests on steel plate shear walls with built-up partially encased composite (PEC) columns. One of the test specimens was modular and the other one used reduced beam sections in the frame. The results of the tests show that the columns were stiff enough to anchor the infill plate. The PEC columns in these tests performed in a ductile manner. The overall system behavior was ductile, stable and the specimens showed good seismic behavior and redundancy. Based on the results and observations of this research, design recommendations for PEC columns used as the vertical boundary members of steel plate shear walls are provided.Structural Engineering
37
Bhowmick, Anjan K. "Seismic Analysis and Design of Steel Plate Shear Walls." Phd thesis, 2009. http://hdl.handle.net/10048/787.
Full textAbstract:
A nonlinear finite element model was developed to study the behaviour of unstiffened steel plate shear walls. The model was validated using the results from quasi-static and dynamic experimental programs. With the validated finite element model, the performance of 4-storey and 8-storey Type D (ductile) and Type LD (limited-ductility) steel plate shear walls with moment-resisting beam-to-column connections was studied under spectrum-compatible seismic records.
A design procedure that aims to achieve optimal seismic behaviour for steel plate shear walls was proposed. The proposed method uses the concepts of indirect capacity design principles of CAN/CSA-S16-01 to identify the infill plates that are likely to yield in the design earthquake. The proposed method was used for the design of two 4-storey and one 8-storey shear walls. Design axial forces and moments in the boundary columns for the shear walls were shown to be in good agreement with nonlinear seismic analysis results. Results also showed that some of the other capacity design methods available generally underestimate the maximum design forces in the columns, while others can be overly conservative. The effect of loading rate on the dynamic behaviour of steel plate shear walls was also investigated, as was the P-Delta effect in terms of its influence on seismic demand in shear and flexure.
A shear strength model of the infill plate with circular openings at any location was developed based on a strip model where all the strips with perforations were partially discounted. A design method for steel plate shear walls with perforations was introduced. The method was applied for the design of boundary columns of a 4-storey steel plate shear wall with perforations. The predicted design forces in the columns for the 4-storey perforated shear wall agreed well with the forces obtained from nonlinear seismic analysis.
Finally, an improved simple formula for estimating the fundamental period of steel plate shear walls was developed by regression analysis of the period data obtained from frequency analysis of series of steel plate shear walls. In addition, the effectiveness of a shearflexure cantilever formulation for determining fundamental periods and P-Delta effects of steel plate shear walls was studied.Structural Engineering
38
Chiang, Keng-Sang, and 鄭敬生. "Seismic Analysis and Design of Steel Plate Shear Walls." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/03884835379961677799.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
96
Steel plate shear wall (SPSW) has evolved into an effective lateral force resisting system. After the shear buckling of the thin plate, tension field action can be developed. Thus, the lateral stiffness and strength can be maintained in the post-buckling range, the input energy can be effectively dissipated through the cyclic tension field actions. This research firstly conducts analytical investigations using finite element models for three test specimens. Using rather refined meshes, this paper demonstrates the structural performance of the boundary beams and columns when the steel panels buckled and the tension field action developed during the nonlinear stage. Then, this research investigates the lateral stiffness and strength between the test and the analytical results. Since detailed finite element models may be inconvenient to construct, it become a must to develop a simplified but accurate model for practical use. Thus, the two commonly used models: strip model and equivalent brace model are extensively studied in this research. It is found that these two models often underestimate the stiffness and strength, of a SPSW. This research further develops three refined models, entitled: refined strip model, refined EB model and refined PFI model. Analytical results show that refined models can effectively improve the accuracy. In addition, by varying the tension field angle in the analytical models, it is found that the changes of tension field angle have little effect on the responses of the SPSW especially when the boundary members are sufficiently stiff. Steel plate shear walls coupled with link beams (CSPSW) can be an effective structural configuration. The axial force demand on the inner columns can be reduced by effective coupling beams. Using extensive PISA3D and ABAQUS analyses, it is confirmed that the coupling beams can be designed as shear or flexural links. It can provide additional energy dissipation capacity. This research concludes that the design procedures for the SPSW can be conveniently modified before applications for CSPSWs.
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Stankevicius, Joseph. "A design guide for steel plate shear walls in Canada." Master's thesis, 2011. http://hdl.handle.net/10048/1829.
Full textAbstract:
Steel plate shear walls have typically been analyzed using quasi static and monotonic pushover analysis; however, dynamic excitations during an earthquake elicit different behaviour from the structure due to the nature of the loading.
This report outlines the design and analysis of a steel plate shear wall according to NBCC and S16-09 requirements. For lateral loading, wind and seismic forces are considered.
The NBCC recognizes two procedures for determining seismic loading, the equivalent static force procedure and dynamic analysis. An analytical model was created in SAP2000® using capacity design principals and the strip model. The dynamic analysis uses bi-directional tension strips to resist load reversals and was validated against a finite element analysis using ABAQUS®.
The dynamic analysis provided an effective means of designing the steel plate shear wall. The equivalent static force procedure resulted in a similar design; however, the structure required stiffening to meet the deflection requirements.
40
Hong-Chew, Chen, and 陳宏州. "Aseismic Analysis of Slitted R.C. Shear Walls,by Plate Model." Thesis, 1995. http://ndltd.ncl.edu.tw/handle/74349072391461382387.
Full text
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Neilson, David Andrew Hunter. "Welding of light gauge infill panels for steel plate shear walls." Master's thesis, 2010. http://hdl.handle.net/10048/1436.
Full textAbstract:
Ductile steel plate shear walls are an established lateral load resisting system. Past research indicates that cold-rolled infill panels less than 1 mm in thickness present one solution to an overstrength problem arising from selecting an infill panel thickness based on ease of welding and handling. This research program examines several possible welding procedures and joint geometry to connect the thin infill panel to the thick boundary elements.
Primary welding parameters include short-circuiting gas metal arc welding process, electrode and shielding gas selection, heat input, and use of a chill strip. Four configurations of the infill panel-to-boundary element joint and two configurations of a lap splice joint between two sheets of thin steel in the infill panel were tested in monotonic tension and cyclic tension-compression. A quasi-static cyclic test of a single-storey moment resisting frame steel plate shear wall validated the use of one welding procedure and joint geometry.Structural Engineering
42
Yang, Yi-Hsuan, and 楊依璇. "Research on Seismic Design of Three Dimensional Steel Plate Shear Walls." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/52188455459746956522.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
102
Steel plate shear walls (SPSWs) have been recognized as a steel structural system with high lateral stiffness and ductility. Past studies on the horizontal boundary elements(HBEs) in SPSWs were focused on the steel wide flange sections. Due to the panel tension filed action, the top boundary beam in a SPSW is subjected to a positive bending moments near the beam mid-span, since concrete slab exists in building structures, the composite action of the concrete slab and steel beams may reduce the requirements of the steel beams size. In order to investigate the effects of composite action in the top boundary beam of SPSW, ABAQUS finite element model (FEM) analysis is conducted. Analysis results show that the composite effect is not pronounced since the vertical downward panel forces are applied on the beam bottom flange. The concrete slab only provides a small contribution on the positive bending moment capacity when the steel beam reaches the ultimate state. Therefore, it is concluded that only the steel section without the composite action be considered in the design of the top HBEs. The lateral force resisting systems in building structures are usually designed separately for two orthogonal directions. The three dimensional steel plate shear wall (3D-SPSW) systems can be configured by using more than one SPSW in two different directions. It could be constructed around the stair or elevator cases in a building to resist the biaxial lateral forces effectively. In this study, the equivalent brace models are incorporated into a simplified procedures to estimate the biaxial force demands in the 1st story column of a 3D-SPSW. The proposed capacity design method for the column considers the relationships among the axial force, biaxial bending moments and shear induced from both the frame and panel actions. In order to examine the effectiveness of the proposed capacity design method, ABAQUS FEM analyses of five 2-story L-type 3D-SPSWs systems are conducted. Analytical results confirm that the biaxial moment distribution in 1st story column can be accurately estimated by the proposed design method. In order to investigate the seismic responses of the 3D-SPSW under the biaxial earthquake load effects, a full scale 2-story C-type 3D-SPSW specimen was tested in National Center for Research on Earthquake Engineering in collaboration with another graduate student, Mr. Huang Tung. In the longitudinal direction, it is a typical 5-meter wide SPSW, while in the transverse direction, there are two 2-meter wide restrained SPSWs. The story heights are 3.41m and 3.28m for the 1st and 2nd stories, respectively. The 2.6mm-thick low yield strength steel plates were adopted. In order to match the force capacity of the actuators, the steel plates in 2nd story are perforated to a strength equivalent to a 1.8mm-thick low yield strength plate. Results of the pushover analyses on FEMs and the cyclic loading tests up to a roof drift of 0.025 radians confirm that the proposed capacity design method are suitable for the seismic design of 3D-SPSWs. The nonlinear responses of the 1st story column can be accurately predicted by the proposed design procedures.
43
Lubell, Adam S. "Performance of unstiffened steel plate shear walls under cyclic quasi-static loading." Thesis, 1997. http://hdl.handle.net/2429/6363.
Full textAbstract:
Several structures around the world have been designed with steel plate shear walls
acting as the primary lateral load resisting system. It represents an innovative
technique for providing high elastic strength, large displacement ductility capacity, and
good energy dissipation properties in medium and highrise steel structures, which is of
particular importance in areas of high seismic risk.
An experimental testing programme was conducted at the University of British
Columbia on two single and one multistorey steel plate shear wall assemblies. Each
specimen consisted of a single bay, 30 % scale model of an inner residential building
core with panel width to height aspect ratios of 1:1. Each specimen employed moment-resisting
beam column connections, and thin unstiffened infill panels with full
perimeter attachment to the surrounding frame. Quasi-static cyclic testing was
conducted under standard testing protocols used to determine the seismic performance
of steel structures. The determination of the load deformation response properties and
resulting strain distribution in various components were the primary objectives of the
testing program.
The three test specimens were tested to maximum displacement ductilities of 7 x δ[sub γ],
6 x δ[sub γ], and 1.5 x δ[sub γ] respectively. The termination of each test was a result of local
problems and limitations of the testing setup, and did not necessarily reflect the global
displacement capacity limit of each specimen. Based on accepted guidelines, each
specimen was characterised at test termination as experiencing moderate inelastic
damage, while maintaining a force resistance capacity at 0r near the maximum level
achieved. Inelastic damage modes included yielding of the infill plate followed by
column yielding in the single storey specimens, and column yielding in the multistorey
specimen.
Simplified tension field analytical models,were developed using a non-linear frame
analysis program. Numerical modelling was conducted for monotonic and cyclic
loading cases, and compared with the load-deformation response characteristics
obtained from physical testing. Additional studies were conducted on one of the
models to investigate the sensitivity of the results to various model parameters.
Finally, the adequacy of existing design guidelines were assessed on the basis of the'
experimental and analytical results generated through this research programme.
Proposed modifications to the existing code provisions have been identified.
44
Huang, Tung, and 黃彤. "Seismic Design and Tests of Perforation and Restrainer in Steel Plate Shear Walls." Thesis, 2015. http://ndltd.ncl.edu.tw/handle/54864666762847459565.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
103
Steel Plate S hear Wall (SPSW) is a new type of steel structural seismic system, which has been recognized having high lateral stiffness and ductility. It has gained significant acceptance in the U.S, Canada, and Japan in recent years. However, it has not been adopted wildly in Taiwan for practical use. This could be due to the following reasons: (1) The capacity design of boundary elements requires the complex and time-consuming analysis of a strip model. (2) According to the Seismic Provisions for Structural Steel Buildings, the plastic hinge in the 1st story column is only allowed to form at the bottom end. Consequently, it often leads to a very conservative and uneconomic column design. (3) The steel panel often occupies an entire vertical area in a frame, and not flexible from an architectural point of view. Restrainers in the Restrained SPSWs (R-SPSWs) are horizontally placed between two columns to help boundary columns and beams in resisting tension field action. Restrainers can significantly reduce flexural moment demands on boundary columns thereby allowing engineers to design SPSWs in a more robust and economic way. This study proposes the capacity design methodology for the R-SPSWs. Perforated SPSWs (P-SPSWs) provide utility passages, which will increase architecture flexibility. Besides, if all of the available steel panels are too strong or too thick for specific design requirements, perforation can reduce panel strength and achieve the economic design. This study conducts a series of ABAQUS model analyses and carries out linear regression analysis on these analytical results. A more accurate method is proposed for estimating panel strength, and a simplified design procedure is provide for the design of P-SPSWs. In order to verify the design methodology and the seismic performance of R-SPSWs and P-SPSWs, a full scale 2-story C-type 3D-SPSWs specimen was tested in NCREE in collaboration with another graduate student, Ms. Yi-Hsuan Yang. The specimen consists of one 5-meter long SPSW in the longitudinal side and two 2-meter wide R-SPSWs in the transverse side. The 1st story is 3.41 meter high and using 2.6 mm-thick low yield steel panel. The 2nd story is 3.28 meter high and adopting perforated panel with a strength-equivalent thickness of 1.8mm. In addition, this study conducts numerical analyses using ABAQUS shell and PISA3D strip models to predict the responses of the specimen. Cyclic loading test results show that the maximum positive and negative roof drift ratios are +3% and -5%, respectively. Tests also confirm that the design methodology can satisfactorily predict the location of in-span plastic hinges, the force demands on the restrainers, and the strength-equivalent thickness of the perforated panel. Therefore, the proposed design methodologies for the R-SPSWs and P-SPSWs are proved to be practical and useful.
45
Lee, Hung-Chi, and 李弘祺. "A Study of Capacity Design for Vertical Boundary Elements in Steel Plate Shear Walls." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/37214486348783069891.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
99
Steel Plate Shear Walls (SPSWs) have been recognized as a high lateral stiffness and ductility system for building structures. However, this system is still not commonly adopted in practice. It may be due to the following two reasons: 1) The capacity design of the boundary elements must be checked by using strips model, which may be complicated and time-consuming. 2) The column plastic hinge must be formed only at the 1st story column bottom end according to the AISC provisions. Therefore the flexural requirement for the 1st story column may be very large. For the purpose of developing a convenient capacity design method for the 1st story columns in the SPSWs, the equivalent brace model is considered in formulating the design procedures. Allowing the plastic zone to form approximately at 1/4-high of the first-story column, this study purposes a minimum column flexural capacity design requirement to prevent both the flexural and shear plastic hinges form at the top of the 1st story column. In order to verify the accuracy the proposed capacity design method, and to investigate the cyclic performance of the SPSWs with or without the plastic forming at the top of the 1st story column, three full-scale 3.42-meter wide and 3.82-meter high two-story SPSW specimens were tested in National Center for Research on Earthquake Engineering. The low yield strength steel plates of 2.7mm and the same boundary beams, but with the boundary columns designed according to three different flexural requirements, were adopted for three specimens. Results of the ABAQUS analyses and the cyclic tests up to a roof drift of 0.045 radians confirm that the proposed capacity design method is suitable for seismic design of 1st story column to achieve good performance and economy. The 1st story column with plastic deformations spreading over mid-high of the column still possesses rather good load-carrying capacity. However, the specimen with plastic hinges forming at the mid-high and the top of the 1st story column have seriously lateral torsional buckling. In addition, test results show the tension field angle changes from boundary elements elastic to plastic. For the 1st story, due to large plastic deformation in the mid-high of boundary columns, the tension field angle inclines to approximately 40 degree. For the 2nd story, however, the plastic deformation concentrates at on boundary beams, so the tension field angle inclines near 45 degree.
46
Yao, Pen-Hao, and 姚本濠. "Study on Seismic Behavior for Steel Plate Reinforced Concrete Coupling Beams of Shear Walls." Thesis, 2017. http://ndltd.ncl.edu.tw/handle/5ajxh8.
Full textAbstract:
碩士國立臺北科技大學
土木工程系土木與防災碩士班
105
Structural engineers in the coupling beams of the shear wall system in accordance with ACI specifications to design, that need to configure the longitudinal reinforcement, transverse reinforcement and diagonal reinforcement in coupling beams. Which the use of the diagonal reinforcement is difficult to work on site, because of the diagonal reinforcement must have a certain length of the extension. It must be extend into the boundary wall of the shear wall structure compared with the strirrups on site to work. The vertical and horizontal reinforcement of the close arrangement, resulting in the construction site there are many difficulties. In order to solve the problem of diagonal reinforcement cage construction, the recent research has completed a variety of simplified diagonal reinforcement and verify the behavior of the traditional coupling beams performance, the experimental results show that the amount of diagonal reinforcement significantly affected the strength and overall ductility in the later stage of the coupling beam. But the traditional coupling beam with the longitudinal reinforcement can develop enough flexural strength, but it is easy to decay rapidly due to the shear strength in the later period, so the overall ductility is not enough. If adopt the coupling beams with the traditional configuration can slow down the decay rate of the later shear strength and enhance the ductility performance. It not only replace the diagonal reinforcement configuration, but also solve the problem of on site construction, and then the application of the general-level ductile shear wall system. In order to solve the problem of the ductility performance of the traditional coupling beam. This paper proposed the improvement scheme of shear steel plate inside the RC coupling beam. Since the steel plate mainly provides the shear strength and does not provide the flexural strength. The use of a small amount of steel plate area, and only the end of the shear force transmission, so the end of the border structure of the anchor is relatively easy. This type of coupling beam can be pre-cast with the advantages of great research and development value. This research mainly carries on the experiment in the way of the experiment and the analysis, on the six crosses the aspect ratio 2 coupling beam specimen carries on the duplicate load test through the double curvature and the zero axial pressure condition, discusses the different quantity of steel plate configuration in order to improve the shear strength and the ductility performance of the coupling beam. The end anchorage type of the steel plate in the boundary member is developed. Finally, we expect to propose the design method of steel plate and end anchorage. The test results show that the traditional coupling beam specimen exceeding the upper limit of the shear force specified in ACI 318-14 not only exhibits its flexural capacity but also exhibits displacement capacity of more than 4% ultimate drift ratio. While the anchors with different lengths of anchors , It can be seen that the development of flexural strength can be controlled by changing the anchoring length, and it is possible to know the specimen with less steel quantity from the different amount of steel.
47
(5929889), Joo Min Kim. "Behavior, Analysis and Design of Steel-Plate Composite (SC) Walls for Impactive Loading." Thesis, 2019.
Find full textAbstract:
There is significant interest in the used of Steel-plate composite (SC) walls for protective structures, particularly for impactive and impulsive loading. The behavior of SC walls is fundamentally different from that of reinforced concrete (RC) walls due to the addition of steel plates on the exterior surfaces, which prevent concrete scabbing and enhance local perforation resistance.Laboratory-scale SC wall specimens were fabricated, cast with concrete, and then tested in an indoor missile impact test-setup specially-built and commissioned for this research. The parameters included in the experimental investigations were the steel plate reinforcement ratio (3.7% - 5.2%), tie bar spacing, size, and reinforcement ratio (0.37% - 1.23%), and the steel plate yield strength (Gr.50 - Gr.65). Additional parameters include the missile diameter (1.0 in., 1.5 in.), weight (1.3 lbs, 2.0, lbs, 3.5 lbs), and velocity (410 - 760 ft/s). A total of sixteen tests were conducted, the results of which are presented in detail including measurements of missile velocity, penetration depth, rear steel plate bulging deformation, and test outcome (stopped or perforated). The test results are further used to illustrate the significant conservatism of a design method developed previously by researchers (Bruhl et al. 2015a), and the sources of this conservatism including differences in the missile penetration mechanism, dimensions of the concrete conical frustum (breaking out), and the penetration depth equations assumed in the design method.
Numerical models were developed to further investigate local damage behavior of SC walls. Three-dimensional finite element models were built using LS-DYNA software and employed to simulate the missile impact tests on the SC wall specimens. The numerical analysis results were benchmarked to the experimental test results for the validation of the models.
Two sets of parametric studies were conducted using the benchmarked numerical models. The first set of the parametric studies was intended to narrow the perforation velocity ranges from the experimental results for use in evaluating the accuracy of a rational design method developed later in this research. The second set of the parametric studies was intended to evaluate the influence of design parameters on the perforation resistance of SC walls. It was found that flexural reinforcement ratio and steel plate strength are significant parameters which affect the penetration depth. However, shear reinforcement ratio has negligible influence.
Results from the experimental investigations and the numerical parametric studies were used to develop a rational design method which modifies the three-step design method. The modified design method incorporates a proposed modification factor applicable to the penetration depth equations and the missile penetration mechanism observed from the experiments. The modified design method was verified using the larger-scale missile impact test data from South Korean tests as well.
Additional research was performed to evaluate the local failure modes when the perforation was prevented from missile impactive loading on SC walls. Through numerical parametric studies, three different local failure modes (punching shear, flexural yielding, and plastic mechanism formation) were investigated. Also, an innovative approach to generating static resistance functions was proposed for use in SDOF or TDOF model analysis.
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Khong, Van-Sang, and 孔文亮. "Lateral Strength of Squat Steel-Plate-Concrete Composite and Squat Reinforced Concrete Walls." Thesis, 2015. http://ndltd.ncl.edu.tw/handle/16451528789386770266.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
103
The research focused on the lateral strength of rectangular steel-plate-concrete (SC) composite and squat reinforced concrete (RC) walls. An experimental program was executed in the NCREE laboratory at the National Taiwan University and was followed by numerical and analytical studies. In the experimental program, one RC and two SC walls were tested under displacement-controlled cyclic loadings. The RC wall specimen, its design variables considered in the testing program included wall thickness, reinforcement ratio, and concrete compressive strength. The aspect ratio (height-to-length) of the walls was 0.5. The SC walls considered in this study were composed of two steel faceplates and infill concrete. The steel faceplates were connected together and to the infill concrete using tie rods and headed studs, respectively. Observed damages in RC specimen were formed in the diagonal direction at first cracking. Severe damages were then concentrated at the mid-high level of the wall and along the load transferring steel beams. The progression of damage in the SC wall specimens were identical, namely, cracking and crushing of the infill concrete at the toes of the walls, outward buckling and yielding of the steel faceplates near the base of the wall, and tearing of the faceplates. A finite element model was developed in LS-DYNA to determine the monotonic response of RC walls. The DYNA model was validated using the results of the cyclic tests of the RC wall specimen. The analytical models were also verified using the test data. The validated and benchmarked equations were then used to conduct a parametric study, which investigated the effects of wall aspect ratio, reinforcement ratio, wall thickness, and uniaxial concrete compressive strength on the lateral strength of RC and SC walls.
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Lin, Bo-Shaw, and 林柏劭. "An Experimental Study on Cyclic Behavior of Steel-Plate Composite Walls with Boundary Elements." Thesis, 2017. http://ndltd.ncl.edu.tw/handle/944nxz.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
105
Steel-plate composite (SC) walls are composed of steel faceplates, connectors and infill concrete, where the connectors are typically constructed from cross-wall tie rods and shear studs welded to the faceplates. The connectors are used to transfer shear force between faceplate and concrete. The AISC N690s1 provides recommendations for in-plane shear strength, out-of-plane shear strength and out-of-plane flexure strength for steel-plate composite walls. A recent study concludes that the in-plane shear strength of steel-plate composite walls with boundary elements was underestimated in AISC N690 s1, and propose correction formulas. But not including the effect of wall aspect ratio. The behavior of four SC walls with boundary elements subjected to cyclic in-plane loading is summarized in this study. The experiment was executed in the laboratory of National Center for Research on Earthquake Engineering (NCREE) in Taiwan. Thick steel plates were used as boundary elements of the four specimens. All specimens were designed to be shear critical failure mode, including 1) SCB-5 with an aspect ratio of 0.9 and a thickness of 3 cm for boundary elements, 2) SCB-6 with an aspect ratio of 1.04 and a thickness of 3 cm for boundary elements, 3) SCB-7 with an aspect ratio of 1.04 and a thickness of 5 cm for boundary elements and 4) SCB-8 with an aspect ratio of 1.46 and a thickness of 5 cm for boundary elements. The test results were compared with the recommendations of AISC N690s1 and selected literatures. The impact of wall aspect ratio and boundary element thickness on the in-plane shear strength of SC walls with boundary elements were discussed.
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Huang, Hsuan-Yu, and 黃宣諭. "A study of seismic steel plate shear walls using box columns with or without infill concrete." Thesis, 2012. http://ndltd.ncl.edu.tw/handle/05787507527194184287.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
100
Steel Plate Shear Walls(SPSWs) have evolved into an effective lateral force resisting system in recent years. However, it is still not widely adopted in Taiwan construction practice. This may be due to the following three reasons: 1) The capacity design of the boundary elements must be checked by using the strip model, which may be complicated and time-consuming. 2) According to the AISC seismic building provisions, the column plastic hinge should be designed to form only at 1st story column bottom end. Therefore the design result for the 1st story column may not be economical. 3) In Taiwan, built-up box columns are commonly adopted. However, most of the past studies of SPSWs focused on wide flange boundary columns. If the boundary columns in the SPSWs are concrete filled steel box column or bare steel box column, the inner column flanges connected to the steel panel would be subjected to the out-of-plane pull-out forces when the tension field action develops. These vertical boundary members also have to resist the axial force and the in-plane bending moment at the same time. Allowing the inner column flange to go into minor yielding under the pull-out effects, this study proposes the column flange capacity design methods. It considers two simplified models, fixed clear-span beam and flat-portal frame for steel box column with and without infill concrete respectively, and the full tension field pull-out effects to design the inner column flanges. The Von Mises yielding criterion of plane stress is used to estimate stress distribution of inner column flange subjected to column axial force, in-plane moment and column flange out-of-plane pull-out moment. In order to investigate the seismic responses of SPSWs using box columns with and without infill concrete, and to verify the effectiveness of the proposed column flange capacity design requirements that prevent the plastic hinge from forming at top end of bottom column under maximum considered earthquake, three full-scale two-story SPSW specimens were tested in National Center for Research on Earthquake Engineering. Each specimen is 3.42-meter wide and 7.64-meter tall. The 2.6mm-thick low yield strength steel plates and the same boundary beams were adopted. Three different column sizes were designed for the three specimens considering the column inner flange out-of-plane flexural requirements. They were named NSB, NCB and WCB in which Specimen NCB and WCB used concrete filled box column, and Specimen NSB used bare steel box column without infill concrete. Results of the ABAQUS pushover analyses and the cyclic tests up to a roof drift of 0.04 radians confirm that the proposed column flange flexural requirements and column capacity design are suitable for seismic SPSW using box columns with or without infill concrete. It could achieve both good seismic performance and economy. The specimen NCB having minor yielding in inner column flanges and the 1st story column plastic deformations spreading over the mid-high of the column still possessed rather good load-carrying capacity. In addition, infill concrete for steel box column enhances the compression capacity and local buckle resistance. However, under the steel panel pull-out forces major yielding of the inner column flanges in Specimen WCB was observed. This design should be avoided as significant permanent plastic deformations could develop.