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Bolourchi, M. "Inclusion of a layer of lead in infilled frame structure". Thesis, University of Surrey, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.383465.
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Stavridis, Andreas. "Analytical and experimental study of seismic performance of reinforced concrete frames infilled with masonry walls". Diss., [La Jolla] : University of California, San Diego, 2009. http://wwwlib.umi.com/cr/ucsd/fullcit?p3386928.
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Thesis (Ph. D.)--University of California, San Diego, 2009.Title from first page of PDF file (viewed January 19, 2010). Available via ProQuest Digital Dissertations. Vita. Includes bibliographical references (p. 365-372).
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Nicoletti, Vanni. "Experimental Evaluation of Infill Masonry Walls Stiffness for the Modelling of Non-Structural Components in R.C. Frame Buildings". Doctoral thesis, Università Politecnica delle Marche, 2018. http://hdl.handle.net/11566/253124.
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Solitamente le tamponature vengono trascurate nella modellazione delle strutture a telaio in cemento armato e solamente il loro contributo in termini di massa viene preso in considerazione, assumendo che la resistenza e la rigidezza delle stesse non influiscano sulla risposta strutturale. Questa pratica è supportata dal fatto che (i) generalmente allo stato limite ultimo le tamponature si considerano completamente danneggiate e, quindi, il loro contributo in termini di rigidezza è trascurabile, mentre (ii) allo stato limite di danno il valore dello spostamento di interpiano, ottenuto trascurando il contributo di rigidezza delle tamponature, può essere considerato a favore di sicurezza. Tuttavia, per edifici di importanza strategica, quali scuole, ospedali, caserme delle forze dell’ordine e dei Vigili del Fuoco, è cruciale preservare le tamponature da qualsiasi danno, anche per terremoti di entità severa, in modo da garantire il normale utilizzo dell’edificio durante la gestione dell’emergenza. Inoltre, questi edifici a volte sono sismicamente protetti con sistemi e dispositivi (smorzatori, isolatori, ecc…) il cui progetto richiede che sia tenuto in considerazione il reale comportamento dinamico della struttura (in termini di frequenze e/o spostamenti e/o velocità). Per questo diventa cruciale modellare accuratamente l’intera struttura, includendo le tamponature, e validare questo modello così ottenuto sulla base dell’evidenza sperimentale. La tipologia delle pareti e le loro procedure costruttive sono fonte di incertezze nella modellazione delle interazioni tra la struttura e gli elementi non strutturali. Quindi, una valutazione sperimentale delle proprietà di rigidezza dei pannelli di tamponatura potrebbe essere molto utile per valutare, all’interno del modello strutturale adottato per il progetto, il contributo in termini di rigidezza fornito alla struttura in c.a. da questi elementi non strutturali.
In questa tesi viene presentata una procedura per realizzare modelli globali agli elementi finiti accurati di edifici a telaio in c.a. tamponati, basandosi su risultati ottenuti da analisi modali sperimentali e operative sviluppate rispettivamente su elementi non strutturali e sull’intero edificio. In particolare, sono stati eseguiti test di impatto con martello strumentato su pareti omogenee per identificarne i parametri modali (frequenze e forme modali) e per stimarne le proprietà meccaniche. Dopo di che, le tamponature sono state inserite nel modello strutturale globale agli elementi finiti, i cui parametri modali vengono confrontati con quelli derivanti da analisi modali operative basate su misurazioni di vibrazioni ambientali per valutarne l’accuratezza. In seguito, è stata condotta una campagna sperimentale su tre provini di tamponatura costruiti all’interno del Laboratorio di Prove di Materiali e Strutture della Facoltà di Ingegneria dell’Università Politecnica delle Marche. Questi provini sono stati realizzati con l’intento di riprodurre le caratteristiche di alcune delle tamponature testate in sito e su di essi vengono svolte prove sia dinamiche che statiche. Innanzi tutto, sono stati effettuati test ad impatto con martello strumentato per investigarne il comportamento dinamico fuori dal piano; successivamente sono state svolte prove di spinta laterale per investigare il comportamento statico nel piano dei pannelli soggetti a bassi livelli di forze orizzontali. I risultati sperimentali ottenuti sono stati utilizzati per calibrare modelli agli elementi finiti dei provini al fine di valutare l’esattezza delle proprietà meccaniche delle tamponature stimate in precedenza e secondo diversi approcci.Infill walls are commonly disregarded in the modelling of reinforced concrete (r.c.) frame structures and only their contribution in terms of mass is taken into account assuming that resistance and stiffness do not affect the structural response. This practice is supported by the fact that (i) at ultimate limit state infill walls are usually considered to be completely damaged, so that their contribution is negligible in terms of stiffness, while (ii) at the damage limitation limit state the value of the interstorey drift, obtained by neglecting the infill walls stiffness contribution, is commonly considered to be conservative. However, for strategic buildings, such as schools, hospitals, police and fire stations, it is crucial to preserve the infill walls from any damage, even for severe earthquake, in order to guarantee the building occupancy during the emergency management. Furthermore, these buildings are sometimes seismically protected with system and devices (dampers, isolators, etc…) whose design requires the real dynamic behaviour of the structure (in terms of frequencies and/or displacements and/or velocities) to be considered. To this purpose, it becomes crucial to accurately model the entire structure, including infill walls, and to validate this model on the basis of experimental evidences. The wall typology and the construction procedures are source of uncertainties in modelling interactions between structural and non-structural components. Thus, an experimental evaluation of the stiffness properties of the wall infill panel could be very useful to assess the stiffening contribution added by the infill masonry walls to the concrete frame in the structural model adopted for the design. In this thesis is presented a procedure for developing accurate global finite element (f.e.) models of infilled r.c. frame buildings based on results of experimental an operational modal analysis of non-structural components and of the whole buildings. In particular, impact load tests with an instrumented hammer are performed on homogeneous wall panels to identify the modal parameters (frequency and mode shapes) and to estimate the mechanical properties of the masonry walls. Afterwards, the infill walls are included in the f.e. structural model, whose modal parameters are compared with those derived with operational modal analysis based on ambient vibration measurements. Furthermore, an experimental campaign on three specimens of infill masonry walls built in the Laboratory of Materials and Structures of the Faculty of Engineering at the Università Politecnica delle Marche is conducted. These specimens are built with the target to reproduce the features of some of the in situ investigated infill walls and are tested both dynamically and statically. First of all, impact load tests with an instrumented hammer are performed to investigate the out of plane dynamic behaviour of these walls; then, lateral load tests are carried out to investigate the in plane static behaviour of the panel under low level of lateral forces. The experimental results obtained are used to calibrate f.e. models of the specimens with the aim to evaluate the reliability of the masonry mechanical properties estimated through different approaches.
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Tasligedik, Ali Sahin. "Damage mitigation strategies for non-structural infill walls". Thesis, University of Canterbury. Civil and Natural Resources Engineering Department, 2014. http://hdl.handle.net/10092/9462.
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In most design codes, infill walls are considered as non-structural elements and thus are typically neglected in the design process. The observations made after major earthquakes (Duzce 1999, L’Aquila 2009, Christchurch 2011) have shown that even though infill walls are considered to be non-structural elements, they interact with the structural system during seismic actions. In the case of heavy infill walls (i.e. clay brick infill walls), the whole behaviour of the structure may be affected by this interaction (i.e. local or global structural failures such as soft storey mechanism). In the case of light infill walls (i.e. non-structural drywalls), this may cause significant economical losses. To consider the interaction of the structural system with the ‘non-structural ’infill walls at design stage may not be a practical approach due to the complexity of the infill wall behaviour. Therefore, the purpose of the reported research is to develop innovative technological solutions and design recommendations for low damage non-structural wall systems for seismic actions by making use of alternative approaches.
Light (steel/timber framed drywalls) and heavy (unreinforced clay brick) non-structural infill wall systems were studied by following an experimental/numerical research programme. Quasi-static reverse cyclic tests were carried out by utilizing a specially designed full scale reinforced concrete frame, which can be used as a re-usable bare frame. In this frame, two RC beams and two RC columns were connected by two un-bonded post tensioning bars, emulating a jointed ductile frame system (PRESSS technology). Due to the rocking behaviour at the beam-column joint interfaces, this frame was typically a low damage structural solution, with the post-tensioning guaranteeing a linear elastic behaviour. Therefore, this frame could be repeatedly used in all of the tests carried out by changing only the infill walls within this frame. Due to the linear elastic behaviour of this structural bare frame, it was possible to extract the exact behaviour of the infill walls from the global results. In other words, the only parameter that affected the global results was given by the infill walls.
For the test specimens, the existing practice of construction (as built) for both light and heavy non-structural walls was implemented. In the light of the observations taken during these tests, modified low damage construction practices were proposed and tested. In total, seven tests were carried out:
1) Bare frame , in order to confirm its linear elastic behaviour.
2) As built steel framed drywall specimen FIF1-STFD (Light)
3) As built timber framed drywall specimen FIF2-TBFD (Light)
4) As built unreinforced clay brick infill wall specimen FIF3-UCBI (Heavy)
5) Low damage steel framed drywall specimen MIF1-STFD (Light)
6) Low damage timber framed drywall specimen MIF2-TBFD (Light)
7) Low damage unreinforced clay brick infill wall specimen MIF5-UCBI (Heavy)
The tests of the as built practices showed that both drywalls and unreinforced clay brick infill walls have a low serviceability inter-storey drift limit (0.2-0.3%). Based on the observations, simple modifications and details were proposed for the low damage specimens. The details proved to be working effectively in lowering the damage and increasing the serviceability drift limits. For drywalls, the proposed low damage solutions do not introduce additional cost, material or labour and they are easily applicable in real buildings. For unreinforced clay brick infill walls, a light steel sub-frame system was suggested that divides the infill panel zone into smaller individual panels, which requires additional labour and some cost. However, both systems can be engineered for seismic actions and their behaviour can be controlled by implementing the proposed details. The performance of the developed details were also confirmed by the numerical case study analyses carried out using Ruaumoko 2D on a reinforced concrete building model designed according to the NZ codes/standards. The results have confirmed that the implementation of the proposed low damage solutions is expected to significantly reduce the non-structural infill wall damage throughout a building.
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Ebert, Doreen. "4 walls +". Thesis, Virginia Tech, 2000. http://hdl.handle.net/10919/33424.
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A higher level of complexity is possible by combining more than one idea as long as the order of the elements is readable in each built condition.
Order is possible at any level of complexity. The more complex the greater the need of order.
Order can be the relationship of a limited set of elements that inform and reform each other.Master of Architecture
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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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Lunn, Dillon Stewart. "Behavior of Infill Masonry Walls Strengthened with FRP Materials". NCSU, 2009. http://www.lib.ncsu.edu/theses/available/etd-04282009-143603/.
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Collapse of unreinforced masonry (URM) structures, including infill walls, is a leading cause of property damage and loss of life during extreme loading events. Many existing structures are in need of retrofit to bring them in compliance with modern design code provisions. Conventional strengthening techniques are often time-consuming, costly, and add significant weight to the structure. These limitations have driven the development of alternatives such as externally bonded (EB) glass fiber reinforced polymer (GFRP) strengthening systems, which are not only lightweight, but can be rapidly applied and do not require prolonged evacuation of the structure. The objective of this research program was to evaluate the effectiveness of strengthening infill masonry walls with externally bonded GFRP sheets to increase their out-of-plane resistance to loading. The experimental program comprises fourteen full-scale specimens, including four un-strengthened (control) specimens and ten strengthened specimens. All specimens consisted of a reinforced concrete (RC) frame (which simulates the supporting RC elements of a building superstructure) that was in-filled with solid concrete brick masonry. The specimens were loaded by out-of-plane uniformly distributed pressure in cycles up to failure. Parameters investigated include the aspect ratio, the strengthening ratio, the number of wythes, and the type of FRP anchorage used. The type of FRP anchorage was found to greatly influence the failure mode. Un-strengthened specimens failed in flexure. However, strengthened specimens without overlap of the FRP onto the RC frame failed due to sliding shear along the bed joints which allowed the walls to push out from the RC frames in a rigid body fashion. In the case where GFRP sheets were overlapped onto the RC frames, the aforementioned sliding shear caused delamination of the GFRP sheets from the RC frames. Use of steel angles anchored along the perimeter of the walls as shear restraints allowed these walls to achieve three times the service load without any visible signs of distress. GFRP strengthening of infill masonry walls was found to be effective, provided that proper anchorage of the FRP laminate was assured.
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Ozturk, Mehmet Selim. "Effects Of Masonry Infill Walls On The Seismic Performance Of Buildings". Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606753/index.pdf.
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In Turkey, in most of the reinforced concrete buildings, hallow masonry infill walls are used as a non-structural element, during design stage, their contribution to overall building behavior is not well known. Observations made after the earthquakes revealed that these non-structural elements had beneficial effects on the lateral capacity of the building.
In this study, the contribution of the hallow masonry infill walls to the lateral behavior of reinforced concrete buildings was investigated. For this purpose, two different buildings were chosen as case studies. Three and six story symmetric buildings are modeled as bare and infilled frames. The parameters that were investigated are column area, infill wall area, distribution of masonry infill walls throughout the story. To determine the effect of each parameter, global drift ratios are computed and are compared for each case.
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Cornelio, Tony Justin. "Effect of infill panels on the seismic response of a typical R.C. frame". Master's thesis, Alma Mater Studiorum - Università di Bologna, 2011. http://amslaurea.unibo.it/2868/.
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Three structural typologies has been evaluated based on the nonlinear dynamic analysis (i.e. Newmark's methods for MDFs: average acceleration method with Modified Newton-Raphson iteration). Those structural typologies differ each other only for the infills presence and placement.
In particular, with the term BARE FRAME: the model of the structure has two identical frames, arranged in parallel. This model constitutes the base for the generation of the other two typologies, through the addition of non-bearing walls.
Whereas with the term INFILLED FRAME: the model is achieved by adding twelve infill panels, all placed in the same frame.
Finally with the term PILOTIS: the model has been generated to represent structures where the first floor has no walls. Therefore the infills are positioned in only one frame in its three upper floors.
All three models have been subjected to ten accelerograms using the software DRAIN 2000.
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Akin, Emre. "Strengthening Of Brick Infilled Rc Frames With Cfrp Reinforcement-general Principles". Phd thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613172/index.pdf.
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There is an excessive demand for the rehabilitation of frame type reinforced concrete (RC) buildings which do not satisfy current earthquake code provisions. Therefore, it is imperative to develop user-friendly seismic strengthening methodologies which do not necessitate the evacuation of building during rehabilitation period.
In this study, it was aimed to strengthen the brick infill walls by means of diagonal Carbon Fiber-Reinforced Polymer (CFRP) fabrics and to integrate them with the existing structural frame in order to form a new lateral load resisting system. The possible effects of height to width (aspect) ratio of the infill walls and scale of the frame test specimens on the overall behavior attained by the developed rehabilitation methodology were investigated.
The experimental part of the study was carried out in two steps. In the first step, ten individual panel specimens were tested in order to understand the behavior of strengthened/non-strengthened masonry walls under diagonal earthquake loads. And in the second step, the tests of eight 1/3 and four 1/2 scaled one-bay, two-story RC frames having two different aspect ratios were performed to determine design details. The experimental results were revealed in terms of lateral stiffness, strength, drift and energy dissipation characteristics of the specimens.
In the analytical part, an equivalent strut and tie approach was used for modeling the strengthened/non-strengthened infill walls of the frames. The predicted pushover responses of the frame models were compared with the test results. The design criteria required for the aforementioned strengthening methodology was developed referring these analytical results.
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Susoy, Melih. "Seismic Strengthening Of Masonry Infilled Reinforced Concrete Frames With Precast Concrete Panels". Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12605563/index.pdf.
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Over 90% of the land area of Turkey lies over one of the most active seismic zones in the world. Hazardous earthquakes frequently occur and cause heavy damage to the economy of the country as well as human lives. Unfortunately, the majority of buildings in Turkey do not have enough seismic resistance capacity. The most commonly observed problems are faulty system configuration, insufficient lateral stiffness, improper detailing, poor material quality and mistakes during construction. Strengthening of R/C framed structures by using cast-in-place R/C infills leads to a huge construction work and is time consuming. On the other hand, using prefabricated panel infills can be preferred as a more feasible, rapid and easy technique during which the structure can remain operational.
The aim of this experimental study is to observe the seismic behavior of R/C frames strengthened by precast concrete panel infills by testing different types of panel and connection designs in eight single-story single-bay reinforced concrete
frame specimens.
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Khojasteh, Amirabbas. "Nonlinear modelling of masonry infill walls in building structures subject to extreme loading". Thesis, Imperial College London, 2017. http://hdl.handle.net/10044/1/61900.
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The motivation of this research is driven by the need for an efficient and accurate nonlinear modelling method for the analysis of unreinforced masonry infill walls, particularly their influence on the behaviour of frame buildings. In this modelling approach the nonlinear behaviour of masonry material is simulated by an anisotropic material model, and the detachment between masonry walls and surrounding frames, leading to a boundary condition nonlinearity, is taken into account. In addition, the geometric nonlinearity caused by out-of-plane loadings is considered. Two strategies for modelling the infill walls are studied, and their benefits and drawbacks in different applications were reviewed. The microscale modelling dealing with simulating the constituents of masonry individually, e.g. units and mortar, at two detailed and simplified levels, are discussed and the latter is then utilised for the verification of the models presented in this research. The macroscale modelling, considering the masonry wall as a smeared crack continuum, is then elaborated and an anisotropic material model, previously presented for plane stress condition, is adapted for a plate bending application. This nonlinear material model utilises two different failure criteria in tensile and compressive regimes, and determines stresses and strains in a plastic range using a return mapping algorithm. A novel interface element is formulated to reproduce the more realistic behaviour of infilled frames by taking into account the nonlinearity caused by variation of boundary conditions. This element simulates the separation between infill walls and surrounding frame, while a newly defined co-rotational local reference system facilitates the treatment of geometric nonlinearity. The interface element is coupled with a previously developed constitutive material model to be able to deal with material nonlinearity. The new features of this element, including rotational DOFs in nodes, also enable it to accompany shell elements for plate bending problems with large displacements. These characteristics create an effective modelling method for in-plane and out-of-plane loads. The proposed method is finally employed in a model of infill frame to demonstrate the accuracy of the method in predicting various failure mechanisms in infill walls.
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Alemayehu, Dawit. "Development of New Material Model for Reinforced Concrete under Plane Stress and its Application in the Modeling of Steel Frames with Reinforced Concrete Infill Walls". University of Cincinnati / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1335461590.
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De, Bonis Antonio. "The influence of infill walls on seismic behavior of a historical building in Shanghai". Master's thesis, Alma Mater Studiorum - Università di Bologna, 2016.
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Seismic assessment and seismic strengthening are the key issues need to be figured out during the process of protection and reusing of historical buildings.
In this thesis the seismic behaviors of the hinged steel structure, a typical structure of historical buildings, i.e. hinged steel frames in Shanghai, China, were studied based on experimental investigations and theoretic analysis. How the non-structural
members worked with the steel frames was analyzed thoroughly.
Firstly, two 1/4 scale hinged steel frames were constructed based on the structural system of Bund 18, a historical building in Shanghai: M1 model without infill walls, M2 model with infill walls, and tested under the horizontal cyclic loads to investigate their seismic behavior.
The Shaking Table Test and its results indicated that the seismic behavior of the hinged steel frames could be improved significantly with the help of non-structural members, i.e., surrounding elements outside the hinged steel frames and infilled walls.
To specify, the columns are covered with bricks, they consist of I shape formed steel sections and steel plates, which are clenched together. The steel beams are connected to the steel column by steel angle, thus the structure should be considered as a hinged
frame.
And the infilled wall acted as a compression diagonal strut to withstand the horizontal load, therefore, the seismic capacity and stiffness of the hinged steel frames with infilled walls could be estimated by using the equivalent compression diagonal strut
model. A SAP model has been constructed with the objective to perform a dynamic nonlinear analysis. The obtained results were compared with the results obtained from Shaking Table Test. The Test Results have validated that the influence of infill walls
on seismic behavior can be estimated by using the equivalent diagonal strut model.
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Kauffman, Andrew L. Memari Ali M. "Cyclic in-plane lateral load testing of masonry infill walls with structural fuse elements". [University Park, Pa.] : Pennsylvania State University, 2009. http://etda.libraries.psu.edu/theses/approved/WorldWideIndex/ETD-4881/index.html.
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Guney, Murat Efe. "A Numerical Procedure For The Nonlinear Analysis Of Reinforced Concrete Frames With Infill Walls". Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606318/index.pdf.
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Materially non-linear analysis of reinforced concrete frame structures with infill walls requires appropriate mathematical models to be adopted for the beams and the columns as well as the infill walls. This study presents a mathematical model for frame elements based on a 3D Hermitian beam/column finite element and an equivalent strut model for the infill walls. The spread-of-plasticity approach is employed to model the material nonlinearity of the frame elements. The cross-section of the frame element is divided into triangular sub regions to evaluate the stiffness properties and the response of the element cross-section. By the help of the triangles spread over the actual area of the section, the bi-axial bending and the axial deformations are coupled in the inelastic range. A frame super-element is also formed by combining a number of frame finite elements.
Two identical compression-only diagonal struts are used for modeling the infill. The equivalent geometric and material properties of the struts are determined from the geometry of the infill and the strength of the masonry units
A computer code is developed using the object-oriented design paradigm and the models are implemented into this code. Efficiency and the effectiveness of the models are investigated for various cases by comparing the numerical response predictions produced by the program with those obtained from experimental studies.
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Baran, Mehmet. "Precast Concrete Panel Reinforced Infill Walls For Seismic Strengthening Of Reinforced Concrete Framed Structures". Phd thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/3/12606137/index.pdf.
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The importance of seismic rehabilitation became evident with 1992 Erzincan Earthquake, after which a large number of reinforced concrete buildings damaged in recent earthquakes required strengthening as well as repair. In the studies related
to rehabilitation, it has been realized that inadequate lateral stiffness is one of the major causes of damage in reinforced concrete buildings. Recently, economical, structurally effective and practically applicable seismic retrofitting techniques are being developed in METU Structural Mechanics Laboratory to overcome these kinds of problems.
The strengthening technique proposed in this thesis is on the basis of the principle of strengthening the existing hollow brick infill walls by using high strength precast concrete panels such that they act as cast-in-place concrete infills
improving the lateral stiffness. Also, the technique would not require evacuation of the building and would be applicable without causing too much disturbance to the occupant. For this purpose, after two preliminary tests to verify the proper
functioning of the newly developed test set-up, a total of fourteen one-bay two story reinforced concrete frames with hollow brick infill wall, two being unstrengthened reference frames, were tested under reversed cyclic lateral loading
simulating earthquake loading. The specimens were strengthened by using six different types of precast concrete panels. Strength, stiffness, energy dissipation and story drift characteristics of the specimens were examined by evaluating the test results. Test results indicated that the proposed seismic strengthening technique can be very effective in improving the seismic performance of the reinforced
concrete framed building structures commonly used in Turkey.
In the analytical part of the study, hollow brick infill walls strengthened by using high strength precast concrete panels were modelled once by means of equivalent
diagonal struts and once as monolithic walls having an equivalent thickness. The experimental results were compared with the analytical results of the two approaches mentioned. On the basis of the analytical work, practical recommendations were made for the design of such strengthening intervention to be executed in actual practice.
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Parker, Casey Lee. "Armature: Infill, A Health Care Facility in Verón, Dominican Republic". Thesis, Virginia Tech, 2006. http://hdl.handle.net/10919/34616.
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The purpose of this book is to explore the idea of duration of physical architectural elements, and how their relative permanence or temporariness affects time and memory. This project takes on the program of a healthcare facility in the community of Verón located in the Dominican Republic. Through the exploration of materials, the identity of the project is defined by a series of walls that bring order and scale to not only the clinic but the surrounding community as well.Master of Architecture
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Potterton, Kristin. "A Study of the Seismic Performance of Early Multi-Story Steel Frame Structures with Unreinforced Masonry Infill". DigitalCommons@CalPoly, 2009. https://digitalcommons.calpoly.edu/theses/41.
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Steel frame construction with unreinforced masonry infill walls is a common system found in high-rise structures built in the late nineteenth and early twentieth centuries. Recorded performance of this dual system during seismic events shows that the structures are able to resist a high level of lateral loads without collapse, primarily because a majority of damage is confined to the infill walls instead of the gravity carrying frame. To better understand expected performance of this structural system in different seismic risk regions, a prototypical building was analyzed using modal and nonlinear static procedures based on currently accepted evaluation guidelines. Nonlinear results from the computer model were compared with calculated target displacements for seventeen cities likely to have steel frame construction with unreinforced masonry infill in order to determine expected damage levels at varying levels of seismic risk. It was concluded that the structural system studied could experience damage in all seismic risk regions, including post-yield damage of the structure, although in low risk regions that damage is confined entirely to the infill walls. Practicing structural engineers should be aware that in all seismic risk zones existing steel frame buildings with unreinforced masonry infill, while able to resist a high magnitude of displacement without complete structural failure, will require additional lateral support under currently accepted rehabilitation guidelines.
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Kurt, Efe Gokce. "Investigation Of Strenghthening Techniques Using Pseudo-dynamic Testing". Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612181/index.pdf.
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Pseudo-dynamic testing was employed to observe the seismic performance of three different retrofit methods on two story three bay reinforced concrete frame structures. The three test frames have hollow clay tile (HCT) infills in the central bay. All of the test frames represent the seismic deficiencies of the Turkish construction practice such as use of plain reinforcing bars, low strength concrete and insufficient confining steel. Two non-invasive and occupant friendly retrofit schemes suggested in the Turkish Earthquake Code, namely use of Fiber Reinforced Polymers and precast concrete panels integrated on the HCT infills and traditional approach of adding concrete infill wall were employed. Specimens were subjected to three different scale levels of North-South component of Duzce ground motion. Reference specimen experienced severe damage at 100% scale level and reached collapse stage due to the loss of integrity of the infill wall and significant damage on the boundary columns. The retrofitted test structures were able to survive the highest level 140% Duzce ground motion. Test results confirmed the success of the retrofit methods for simulated earthquake loads.
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Hrynyk, Trevor D. "Static evaluation of the out-of-plane behavior of URM infill walls utilizing modern blast retrofit systems". Diss., Rolla, Mo. : University of Missouri-Rolla, 2007. http://scholarsmine.umr.edu/thesis/pdf/Hrynyk_09007dcc803bc4ce.pdf.
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Thesis (M.S.)--University of Missouri--Rolla, 2007.Vita. The entire thesis text is included in file. Title from title screen of thesis/dissertation PDF file (viewed December 4, 2007) Includes bibliographical references (p. 184-186).
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Centeno, Jose. "In-plane shake table testing of gravity load designed reinforced concrete frames with unreinforced masonry infill walls". Thesis, University of British Columbia, 2009. http://hdl.handle.net/2429/7211.
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Common construction practice before modern seismic design codes appeared allowed designing columns lap splices located above the slab in each floor or above the foundation. The lack of lap splices and the shear reinforcement was in the form of stirrups with 90-degree bends and spaced at half the depth of the frame member. As a result, the section at the base of these columns is unconfined and susceptible to shear failure or to a premature failure of the lap splices before yielding of the longitudinal bars.
The masonry infill walls used as partitions were often ignored by design engineers since such walls were considered as nonstructural architectural elements. However, lessons learned from past earthquakes and from several tests performed have shown that those walls tend to interact with the bounding frame when the structural system is subjected to moderate or severe earthquake ground motions.
The first part of an experimental testing program carried out at the University of British Columbia (UBC) in Vancouver, Canada tested the performance of 1/2 scale Gravity Load Designed Reinforced Concrete (GLDRC) frames with unreinforced masonry walls. This testing program consisted of one monotonic loading test on an infilled frame and two series of shake table tests, one on an infilled frame and one on a bare frame with the UBC Earthquake Engineering Research Facility (EERF) unidirectional shake table.
It was concluded from these tests that the interaction with the unreinforced masonry wall stiffens the frame, reduces the deformations, and allows dissipating energy through nonlinear response for several cycles of deformation. It was determined that the governing failure mode for the masonry wall was shear sliding for monotonic and dynamic loading. There was consistent evidence of local lateral deformations at the base of the gravity load designed columns due to construction cold joints and inadequate lap splices that may result in shear failure of the base of the column due to the interaction with the masonry infill during a severe earthquake.
23
Longo, Francesco. "Numerical Modelling of Unreinforced Masonry Infill Walls under Seismic Load Considering In-Plane / Out-Of-Plane Interaction". Doctoral thesis, Università degli studi di Trento, 2016. https://hdl.handle.net/11572/368465.
Texto completoResumen
Many studies and post-earthquake investigations have recognized that masonry infill walls play a major role in the seismic response of structures. Although their effect may be beneficial in some situations, the walls are also susceptible to high levels of damage, including collapse that can be life-threatening because of the heavy debris. Despite the critical importance of infill walls for life safety, infill walls are often neglected in numerical models and analyses implemented by designers because they are traditionally considered to be non-structural elements. Moreover, the majority of experimental studies and numerical models include only the in-plane behaviour of the panels: indeed, until recently, only sophisticated micro-models incorporated the out-of-plane response of unreinforced masonry infill walls. Recently, however, researchers have started to advance proposals for simplified macro-models that are capable of modelling in-plane/out-of-plane interaction, paving the way for the consideration of the associated issues in design practice. However, very few studies have applied these models to the dynamic seismic response history analysis of realistic structures.
In this context, this thesis focuses on the numerical modelling of unreinforced masonry (URM) infill walls, with particular attention to the combined in-plane/out-of-plane response of panels in reinforced concrete (RC) frame buildings during seismic events.
In the first part of this research, existing studies for URM masonry infill walls are reviewed, with an emphasis on the out-of-plane response of the panels. Significant experimental tests, modeling strategies and post-earthquake surveys are presented, stressing the parameters that influence the behaviour of the infills. An in-depth description is dedicated to the infill wall macro-model that is adopted for the analyses performed in this work, emphasizing its capabilities and limitations. This model consists of a single diagonal formed by two beam elements representing the wall; lumped modal mass is concentrated at the midpoint node of the diagonal. In-plane axial force and out-of-plane bending of the equivalent element interact by means of two fibre sections located adjacent to the central node. User defined domains limit axial/bending strengths and in-plane/out-of-plane ultimate displacements of the wall. When the response of an element exceeds these domains, the model simulates the collapse of this infill wall by removing it from the analysis.
Next, the numerical model is calibrated in the OpenSees software framework by comparing existing experimental results with numerical outputs. The laboratory tests comprise in-plane cyclic and out-of-plane quasi-static results on 1-bay and 1-storey frame specimens with two different types of clay URM infill walls that are frequently found in Italian and other Mediterranean countries. The calibrated model is then applied to the static pushover analysis of a set of planar frames, while the wall elements are simultaneously loaded in both orthogonal directions.
The nucleus of present study is the application of the calibrated model to the dynamic response history analysis of planar RC frames. Frame dimensions, number of stories, design and infill configurations are selected to be representative of the Italian building stock. Acceleration time histories consist of a suite of a bidirectional ground motions that are scaled to be compatible with Eurocode 8 elastic spectra. Cracking and collapse of the infill walls are monitored during the analysis. The infill walls reach their ultimate displacement capacity by a combination of in-plane and out-of-plane displacements, with the out-of-plane component usually playing the dominant role. The intensity of seismic load that is required to fail the infill walls, as well as the patterns of failure, are shown to be consistent with observed damage to URM infill walls in similar buildings during recent earthquakes.
This research suggests that simplified macro-elements are suitable for design-oriented models of URM infill walls in RC framed structures, capturing the critical interaction between in-plane and out-of-plane response of the infill walls but without making the models excessively complex.
24
Longo, Francesco. "Numerical Modelling of Unreinforced Masonry Infill Walls under Seismic Load Considering In-Plane / Out-Of-Plane Interaction". Doctoral thesis, University of Trento, 2016. http://eprints-phd.biblio.unitn.it/1737/1/PhDThesis_Francesco_Longo.pdf.
Texto completoResumen
Many studies and post-earthquake investigations have recognized that masonry infill walls play a major role in the seismic response of structures. Although their effect may be beneficial in some situations, the walls are also susceptible to high levels of damage, including collapse that can be life-threatening because of the heavy debris. Despite the critical importance of infill walls for life safety, infill walls are often neglected in numerical models and analyses implemented by designers because they are traditionally considered to be non-structural elements. Moreover, the majority of experimental studies and numerical models include only the in-plane behaviour of the panels: indeed, until recently, only sophisticated micro-models incorporated the out-of-plane response of unreinforced masonry infill walls. Recently, however, researchers have started to advance proposals for simplified macro-models that are capable of modelling in-plane/out-of-plane interaction, paving the way for the consideration of the associated issues in design practice. However, very few studies have applied these models to the dynamic seismic response history analysis of realistic structures.
In this context, this thesis focuses on the numerical modelling of unreinforced masonry (URM) infill walls, with particular attention to the combined in-plane/out-of-plane response of panels in reinforced concrete (RC) frame buildings during seismic events.
In the first part of this research, existing studies for URM masonry infill walls are reviewed, with an emphasis on the out-of-plane response of the panels. Significant experimental tests, modeling strategies and post-earthquake surveys are presented, stressing the parameters that influence the behaviour of the infills. An in-depth description is dedicated to the infill wall macro-model that is adopted for the analyses performed in this work, emphasizing its capabilities and limitations. This model consists of a single diagonal formed by two beam elements representing the wall; lumped modal mass is concentrated at the midpoint node of the diagonal. In-plane axial force and out-of-plane bending of the equivalent element interact by means of two fibre sections located adjacent to the central node. User defined domains limit axial/bending strengths and in-plane/out-of-plane ultimate displacements of the wall. When the response of an element exceeds these domains, the model simulates the collapse of this infill wall by removing it from the analysis.
Next, the numerical model is calibrated in the OpenSees software framework by comparing existing experimental results with numerical outputs. The laboratory tests comprise in-plane cyclic and out-of-plane quasi-static results on 1-bay and 1-storey frame specimens with two different types of clay URM infill walls that are frequently found in Italian and other Mediterranean countries. The calibrated model is then applied to the static pushover analysis of a set of planar frames, while the wall elements are simultaneously loaded in both orthogonal directions.
The nucleus of present study is the application of the calibrated model to the dynamic response history analysis of planar RC frames. Frame dimensions, number of stories, design and infill configurations are selected to be representative of the Italian building stock. Acceleration time histories consist of a suite of a bidirectional ground motions that are scaled to be compatible with Eurocode 8 elastic spectra. Cracking and collapse of the infill walls are monitored during the analysis. The infill walls reach their ultimate displacement capacity by a combination of in-plane and out-of-plane displacements, with the out-of-plane component usually playing the dominant role. The intensity of seismic load that is required to fail the infill walls, as well as the patterns of failure, are shown to be consistent with observed damage to URM infill walls in similar buildings during recent earthquakes.
This research suggests that simplified macro-elements are suitable for design-oriented models of URM infill walls in RC framed structures, capturing the critical interaction between in-plane and out-of-plane response of the infill walls but without making the models excessively complex.
25
Ciornei, Laura. "Performance of Polyurea Retrofitted Unreinforced Concrete Masonry Walls Under Blast Loading". Thèse, Université d'Ottawa / University of Ottawa, 2012. http://hdl.handle.net/10393/23180.
Texto completoResumen
Unreinforced masonry walls subjected to blast loading are vulnerable to collapse and fragmentation. The objective of this thesis is to conduct experimental and analytical research for developing a blast retrofit methodology that utilizes polyurea. A total of four unreinforced masonry walls were constructed and tested under various shock tube induced blast pressures at the University of Ottawa Shock Tube Testing Facility. Two of the retrofitted walls had surface-sprayed polyurea. The results indicate that the use of polyurea effectively controlled fragmentation while significantly increased the load capacity and stiffness of masonry walls. Polyurea proved to be an excellent retrofit material for dissipating blast induced energy by providing ductility to the system and changing the failure mode from brittle to ductile. Single degree of freedom (SDOF) dynamic analyses were conducted as part of the analytical investigation. The results show that the analytical model provides reasonably accurate predictions of the specimen response.
26
Verster, Mia. "The wall and the veil : reclaiming women's space in a world heritage site". Diss., University of Pretoria, 2014. http://hdl.handle.net/2263/45278.
Texto completoResumen
In the Stone Town of Zanzibar, a World Heritage Site, the
amalgamation of various cultures has created a complex architectural
as well as cultural heritage. Public space is regarded as male space
due to the strong Islamic legacy, and currently women have very limited
access to public or recreational spaces, despite prominent spaces
having been available for their exclusive use historically. However,
cultural practices are slowly changing as women are gaining better
access to education, the workplace and decision-making roles, and are
thus moving into the public realm. The project investigates the potential
of architecture to react to and accommodate this shift. Gender roles
are acknowledged as valuable social constructs and the project aims
to facilitate the creation of a living, changing heritage. This proposal
for a women’s centre in Stone Town draws from both the tangible
and intangible heritage to develop a contemporary interpretation of
traditional values and aesthetics while aiming to empower women in
their quest to reclaim public space. The project is located on a street
that had formed part of a previous planning scheme to incorporate
vehicles into the dense town, and had subsequently developed as
a scar in the urban fabric. A public square that has fallen into disuse
due to illegal construction and an enclosed garden next to it offers the
opportunity to revitalise the area. The proposed project will consist
of areas that afford the following activities, each suitably designed to
respond to and maximise the gender-related needs and restrictions
of the activities: demonstration workshops, shops, restaurant and
demonstration kitchen, offi ce space, study area and library, turkish
bath, swimming pool, and various garden spaces. The architecture will
explore the application of traditional technologies in the construction of
contemporary buildings in order to develop an architectural language
that fi ts harmoniously within its surroundings but contributes to the
legacy of outstanding architecture in Stone Town.Dissertation (MArch(Prof))--University of Pretoria, 2014.
Architecture
MArch(Prof)
Unrestricted
27
Thinley, Kinzang. "Assessment of seismic performance of reinforced concrete frame buildings with or without infill wall in Bhutan". Thesis, Curtin University, 2017. http://hdl.handle.net/20.500.11937/52943.
Texto completoResumen
This study is the first comprehensive research work undertaken on the seismic performance of the masonry infilled reinforced concrete frame buildings in Bhutan. An extensive numerical investigation is carried out and probabilistically predicted the damages of the existing buildings in Bhutan under the expected earthquake ground motions. The findings from this study would go a long way in saving the lives of the people and their properties from the earthquakes in the future.
28
Granqvist, Andreas y Jonas Hall. "Utfackningsväggar och trafikbuller - En förtätning av Albyberget". Thesis, KTH, Byggteknik och design, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-223326.
Texto completoResumen
AUCTORITAS Projektstyrning AB arbetar med att få fram förfrågningsunderlag för två nya flerbostadshus i en miljö som är bullerutsatt. Ett problem som uppstått är att hitta en utfackningsvägg som klarar kraven för buller samt U-värde som samtidigt är ekonomisk försvarbar. Författarna har på uppdrag av AUCTORITAS Projektstyrning AB undersökt 10 olika utfackningsväggar med hänsyn till ljudreduktion, U-värde samt pris. Syftet med arbetet var att utreda de tekniska egenskaperna för utfackningsväggarna. Frågeställningen som behandlades var följande: Hur påverkar olika materialval ljuddämpningen? Vilka utfackningsväggar klarar bullerkraven vid en nybyggnation på Albyberget? Kan problematiken lösas enbart med väggarna eller krävs det ytterligare åtgärder? Är det ekonomiskt försvarbart att välja en tjockare vägg med hänsyn till u-värde istället för att maximera BOA? För att besvara dessa frågor har författarna genomfört laborationer, litteraturstudier samt tagit del av ett referensobjekt, akustikrapporter, energiberäkningsrapporter och kalkylböcker/offerter. Intervju med en person som besitter kunskap inom området buller/akustik har utförts och använts som kompletterande underlag. Resultatet ledde till att en standard träregelvägg på 395 mm som uppfyllde samtliga projektkrav som samtidigt var ekonomisk försvarbar med en kostnad på 1 391 kr/m2 rekommenderades till flerbostadshusen på AlbybergetAUCTORITAS Projektstyrning AB is working on obtaining contract documents for two new apartment buildings in an environment that is exposed to noise. One problem that has arisen is to find an infill wall that meets the requirements for noise and U-value, which at the same time is economically justifiable. The authors, on behalf of AUCTORITAS Projektstyrning AB, have examined 10 different infill walls with regard to noise reduction, U-value and price. The purpose of the work was to investigate the technical properties of the infill walls. The question that was addressed was the following: How does different materials affect the sound attenuation? Which infill walls can handle the noise requirements of a new construction on Albyberget? Can the problem be solved solely with the walls or does it require further action? Is it economically justifiable to choose a thicker wall with regard to u value instead of maximizing the living space? In order to answer these questions, the authors have carried out laboratory work, literature studies and also taken part in a reference object, acoustics reports, energy calculation reports and costing books/offers. An interview with a person with knowledge in the area of noise/acoustics have been completed and used as a complementary basis. The results led to a recommendation of a standard timber frame wall with a thickness of 395 mm, that met all of the project requirements and with a cost of 1 391 kr/m2 to be used in the buildings at Albyberget.
29
SPERANZA, ELISA. "The Importance of Calibration and Modelling Non-Structural Elements in the Evaluation of Seismic Vulnerability Index of Strategic Buildings Before and After Retrofitting". Doctoral thesis, Università Politecnica delle Marche, 2020. http://hdl.handle.net/11566/274486.
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Questa tesi si propone di indagare sulla modellazione degli elementi non strutturali relativi alle pareti di tamponamento interne ed esterne, cercando di quantificare la differenza indotta dalle diverse strategie di modellazione sul valore dell'indice di vulnerabilità sismica con riferimento a edifici strategici. A tale scopo vengono analizzati due casi studio: il liceo Benedetto Croce di Avezzano e il liceo Varano di Camerino, entrambi edifici a telaio in c.a. oggetto di adeguamento sismico tramite torri dissipative esterne dotate di dissipatori viscosi alla base. Per entrambi i casi di studio, sono stati implementati tre modelli sia prima che dopo l'adeguamento, caratterizzati da un livello crescente di dettaglio: modello A con solo le componenti strutturali, modello B con tamponature esterne modellate come puntoni equivalenti secondo letteratura e modello C con pareti di tamponamento esterne ed interne calibrate attraverso i risultati dei test dinamici in situ. Per quanto riguarda la fase di pre-retrofitting, il calcolo dell'indice di vulnerabilità sismica è stato effettuato mediante analisi statica non lineare (pushover). Per quanto riguarda la fase post-retrofitting, il calcolo dell'indice di vulnerabilità sismica è stato effettuato mediante analisi dinamica non lineare (I.D.A).
I risultati sono mostrati in termini di confronto tra le curve di capacità ottenute con analisi push over (pre-retrofitting) e con analisi dinamiche incrementali, per i diversi modelli implementati. Inoltre, i risultati sono mostrati anche in termini di livello di intensità dell'azione sismica necessaria per raggiungere uno stato limite predeterminato per il modello A, il modello B e il modello C.This thesis aims to investigate on the modelling of the non-structural elements related to internal and external infill walls, trying to quantify the difference induced by different modelling strategies on the value of the seismic vulnerability index with reference to strategic buildings. On this purpose, two case studies are analysed: the Benedetto Croce high school in Avezzano and the Varano high school in Camerino, r.c. frame buildings retrofitted with external steel towers equipped with viscous dampers at the basis. For both case studies, three models are implemented, before and after the retrofitting, which are characterized by an increasing level of detail: model A with only structural components, model B with external infill panels modelled as equivalent connecting struts according to literature, and model C with external and internal infill walls calibrated through the results of in-situ dynamic tests. As regards the pre-retrofitting phase, the calculation of the seismic vulnerability index was carried out by means of nonlinear static analysis (pushover). As for the post-retrofitting phase, the calculation of the seismic vulnerability index was carried out by means of non-linear dynamic analysis (I.D.A). The results are shown in terms of comparison between the capacity curves obtained with push over analyses (pre-retrofitting) and with incremental dynamic analyses for the different model. In addition, the outcomes are shown also in terms of intensity level of the seismic action necessary to reach a predetermined limit state for model A, model B and model C.
30
Akpinar, Ugur. "Nonlinear Analysis Of Rc Frames Retrofitted With Structural Steel Elements". Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612380/index.pdf.
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Deficient concrete structures are serious danger in seismic zones. In order to minimize economical and human loss, these structures should be retrofitted. Selecting suitable retrofitting schemes requires detailed investigation of these systems. Considering these facts, this study aims to calibrate analytical models of systems with chevron braces and internal steel framesand evaluate their seismic performances. First, analytical models of the frames with braces and internal steel frames were prepared and then their responses were compared with cyclic responses of experimental studies. Results of these models were used to determine performance limits by the methods proposed by TEC2007 and ASCE/SEI-41. Then, calibrated models were employed for time history analyses with various scales of Duzce ground motion and analytical results were compared with experimental findings. Seismic performance of these systems was also evaluated by using aforementioned codes. Finally, evaluated retrofitting schemes were applied to a 4-story 3-bay reinforced concrete frame that was obtained from an existing deficient structure and effectiveness of applied retrofitting schemes was investigated in detail.
31
Okuyucu, Dilek. "Effects Of Frame Aspect Ratio On The Seismic Performance Improvement Of Panel Strengthening Technique". Phd thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613567/index.pdf.
Texto completoResumen
PC panel strengthening technique was developed in M.E.T.U. Structural Mechanics
Laboratory in order to respond the need of practical and efficient pre-quake seismic
strengthening procedures applicable to RC framed structures. The idea behind the
method is simply to convert the non-structural infills into load bearing structural
elements by gluing PC panels over the existing infill wall surface. The remarkable
advantages of the procedure is not only the considerable amount of seismic
performance improvement but also the simplicity of application, very low levels of
disturbance to the occupants and most importantly, the applicability during service.
A number of PC panel application parameters were experimentally investigated by
previous researchers. The success of PC panel method on seismic performance
improvement of RC frames with different aspect ratios was experimentally investigated
in the present study. Total of fifteen, 1:3 scaled, one-bay, two-storey RC frames were
tested in three various aspect ratio series. Constant axial load was applied to the
columns and reversed cyclic load was applied in the lateral direction. Hollow brick
v
infilled frame and cast-in-place RC infilled frame were the lower and upper bound
reference specimens, respectively.
Seismic performance indicators such as response envelope curves, lateral load carrying
capacities, cumulative energy dissipations, initial stiffness indicators and ductility
values clearly showed the effectiveness of PC panel application over different geometry
of RC frames of concern. Moreover, PC panel application either with rectangular or
with strip shaped PC panels provided seismic performance improvement to be almost
equal to that of cast-in-place RC infill application for all series.
Equivalent diagonal strut concept was followed in analytical studies to simulate the
infills of RC frame openings. The required strut material properties were estimated
from total of eighteen individual wall panel tests. The bond-slip effect, due to
utilization low strength of concrete and plain rebars, was also investigated and
introduced to the analytical frame models. Non-linear push over analysis was
performed for all specimens in OpenSees computer software. The analytical results
were compared with that of experimental response envelopes.
32
Medeiros, Wallison. "Pórticos em concreto pré-moldado preenchidos com alvenaria participante". Universidade Federal de São Carlos, 2018. http://deposita.ibict.br/handle/deposita/35.
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This research presents a study on the behavior of precast concrete frames with participating masonry infill to be considered in the design of a building lateral load bracing system. The study brings a literature review on the topic. An experimental testing of a reinforced concrete frame infilled or not with masonry is used to calibrate a finite element model using the Simulia Abaqus 2017 package. The model uses concrete damage plasticity to consider both the concrete and the masonry behaviour. Embedded elements are used to consider rebars inside the concrete. Masonry elements are considered homogeneous with contact surfaces along the concrete-masonry interface. After the properties were calibrated the numerical models showed excellent accuracy when compared to the experimental tests. Precast concrete frames, whose dimensions and properties were from a real case, was then modelled with and without the participating masonry frame. The column-corbel and beam connection was modelled with solid elements with contact surface on the interface allowing to close represent its behaviour. Models considered a frame with one, five and ten storeys, two masonry strength and the use or nor of a mortar layer to fix masonry under the concrete beam. Conclusion from the finite element model analyses indicate the influence of each parameter on the system behaviour. The FEM results were then used to calibrate the width of a diagonal truss to be used in simple bar element models. Finally, a 3D-frame model was used to evaluate a actual 10-story precast concrete building considering or not the participating infill masonry. Only two masonry walls, close to the building central core and without openings, were considered yet results indicate great influence on considering the participating infill leading to an efficient building design. Future work is proposed to experimentally evaluate the conclusions from the numerical analyses here reported.
O presente trabalho realizou um estudo sobre o comportamento de estruturas aporticadas em concreto pré-moldado preenchidas com painéis de alvenaria, para fim de contraventamento de edificações, considerando a contribuição dessa alvenaria de preenchimento no pórtico pré-moldado para análise de ações horizontais. O estudo traz uma revisão da literatura sobre o tema. Um ensaio experimental de um pórtico de concreto armado preenchido ou não com alvenaria é usado para calibrar um modelo de elementos finitos usando o pacote Simulia Abaqus 2017. O modelo utiliza o dano plástico do concreto (CDP) para considerar o comportamento do concreto e alvenaria. Elementos embutidos são usados para considerar armaduras dentro do concreto. Os elementos de alvenaria são considerados homogêneos com as superfícies de contato ao longo da interface concreto-alvenaria. Depois que as propriedades foram calibradas, os modelos numéricos apresentaram excelente precisão quando comparados aos testes experimentais. Os quadros de concreto pré-fabricados, cujas dimensões e propriedades eram de um caso real, foram então modelados com e sem o preenchimento de alvenaria participante. A conexão pilar-viga foi modelada com elementos sólidos com superfície de contato na interface permitindo representar seu comportamento. Os modelos considerados foram um quadro com um, cinco e dez andares, duas resistências de alvenaria e o uso ou não de uma camada de argamassa para fixar alvenaria sob a viga de concreto. A conclusão das análises do modelo de elementos finitos indica a influência de cada parâmetro no comportamento do sistema. Os resultados de MEF foram utilizados para calibrar a largura de uma diagonal equivalente para ser usado em modelos simples de elementos de barras. Finalmente, um modelo de pórticos em 3D foi usado para avaliar um prédio de concreto pré-moldado de 10 andares, considerando ou não a alvenaria participante. Apenas duas paredes de alvenaria, perto do núcleo central do edifício e sem aberturas foram consideradas, os resultados indicam grande influência ao considerar o preenchimento participante, levando a um projeto de construção eficiente. O trabalho futuro é proposto para avaliar experimentalmente as conclusões das análises numéricas aqui relatadas.
33
Bogocz, Adam. "Administrativní budova v Karviné". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265519.
Texto completoResumen
Diplom thesis is about design of an office building. Building floor plan is designed as a rectangle. The building consists of four floors. Roofing the object is solved by a flat roof with strips of m-PVC. The purpose of the internal arrangement is to be able to lease office space to individual firms on the floor. On the first floor is situated an entrance hall with space for the doorman and staircase area. At the hall is also a personal elevator and utility room. These spaces are common to all tenants. In the space for offices are located toilets for women, for men and one toilet for the disabled. Kitchen with lounge and six offices. These spaces are connected with single corridor. The other floors are connected to administrative with hall, which houses a staircase and an elevator. In office spaces 2.NP. 3.NP and 4.NP are located toilets for women, for men and one toilet for the disabled. Kitchen with lounge, utility room and nine offices. These spaces are connected with single corridor. From these levels, there is also access to the evacuation staircase, which is designed according to the requirements for fire protection. On the 4.NP in the utility room is located auditing roof ascent. The project was developed in the educational version of ArchiCAD 17 and processed in accordance with the requirements of a layout, architectural design, structural design, proper and safe use of the building.
34
Tan, Mustafa Tumer. "Seismic Strengthening Of A Mid-rise Reinforced Concrete Frame Using Cfrps: An Application From Real Life". Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610562/index.pdf.
Texto completoResumen
SEISMIC STRENGTHENING OF A
MID-RISE REINFORCED CONCRETE FRAME
USING CFRPs: AN APPLICATION FROM REAL LIFE
Tan, Mustafa Tümer M.S., Department Of Civil Engineering Supervisor: Prof. Dr. Gü
ney Ö
zcebe Co-Supervisor: Assoc. Prof. Dr. BariS Binici May 2009, 162 pages FRP retrofitting allows the utilization of brick infill walls as lateral load resisting elements. This practical retrofit scheme is a strong alternative to strengthen low to mid-rise deficient reinforced concrete (RC) structures in Turkey. The advantages of the FRP applications, to name a few, are the speed of construction and elimination of the need for building evacuation during construction. In this retrofit scheme, infill walls are adopted to the existing frame system by using FRP tension ties anchored the boundary frame using FRP dowels. Results of experiments have previously shown that FRP strengthened infill walls can enhance lateral load carrying capacity and reduce damage by limiting interstory drift deformations. In previous, analytical studies, a detailed mathematical model and a simplified version of the model for compression struts and tension ties was proposed and verified by comparing model estimations with test results. In this study, an existing 9-storey deficient RC building located in Antakya was chosen to design and apply a hybrid strengthening scheme with FRPs and reduced number of shear walls. Linear elastic analysis procedure was utilized (force based assessment technique) along with the rules of Mode Superposition Method for the reftrofit design. FRP retrofit scheme was employed using the simplified model and design was conducted such that life safety performance criterion is satisfied employing elastic spectrum with 10% probability of exceedance in 50 years according to the Turkish Earthquake Code 2007. Further analytical studies are performed by using Modal Pushover and Nonlinear Time-History Analyses. At the end of these nonlinear analyses, performance check is performed according to Turkish Earthquake Code 2007, using the strains resulting from the sum of yield and plastic rotations at demand in the critical sections. CFRP retrofitting works started at October 2008 and finished at December 2008 for the building mentioned in this study. Eccentric reinforced concrete shearwall installation is still being undertaken. All construction business is carried out without evacuation of the building occupants. This project is one of the first examples of its kind in Turkey. Keywords: CFRP, Carbon Fiber Reinforced Polymers, Masonry Infill Walls, Reinforced Concrete Infill Walls, Mid-Rise Deficient Structures, Turkish Earthquake Code 2007, Modal Pushover Analysis, Nonlinear Time History Analysis, Linear Elastic Building Assessment
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Wojcik, Jindřich. "Hasičská stanice typu C2". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265507.
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Diplom thesis is about design of the fire station of type C2 for the HZS. The building is divided into two parts. First part of a building is designed as a rectangular recessed floor. The first part of building consists of two floors and one underground floor. Roofed by a single-layer flat roof of soft PVC. The building will be used to perform the services, the fire brigade. It will be used 24 hours a day. In the basement is located warehouse, HVAC room, utility room and a lounge with an alternative source of electricity. On the first floor are designed garages for storage technique and also the dressing room, workroom, washing box, warehouse, room for chemical-technical service and concierge. The second floor is designed to serve firefighters. The second part of the building is a training tower, which will be used to train firefighters and for drying hoses. The training tower is designed as a simple steel structure with four floors. The project was developed in the educational version of ArchiCAD 16th project is designed in accordance with the requirements of a layout, architectural design, structural design proper and safe use of the building.
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Endre, Robert. "Brottsskeden kring infästning av stålpelare". Thesis, Högskolan i Gävle, Avdelningen för bygg- energi- och miljöteknik, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:hig:diva-11957.
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En utfackningsvägg är en icke bärande väggkonstruktion, ofta av trä som har för syfte att minimera energiförbrukningen för byggnader i betong. Inuti konstruktionen används ibland stålpelare för att bära ovanliggande konstruktioner. Stålpelarna utsätts för laster som de måste dimensioneras för. Över och under pelarna svetsas plåtar fast för att öka den belastade arean och hindra brott i betongen. I detta examensarbete har därför en datormodell i programmet Excel framtagits. Modellen dimensionerar kantpelare i stål enligt Eurokoderna. De brottsfall som ingår i modellen är genomstansning, prägling, spjälkning, avstånd till betongkant, reducering vid håltagning i betong, tryckkraftskapacitet för fot respektive topplåtarna och böjmoment för plåtarna. Genomstansning är ett koniskt sprött brott som sker i betongen, det spröda brottet sker direkt utan förvarning och betongplattas bärförmåga sjunker snabbt vilket kan leda till ras. Prägling är en lokal krossning av betongen och spjälkningen innebär att på grund av tryckkraften så uppstår en horisontell dragkraft i betongen vilket kan leda till brott. Då det är svårt att uppfatta i Eurokoderna för hur avståndet mellan plåtarna och betongkanten påverkar hållfastheten har därför en beräkningsmetod framställts, likvärdigt gäller för påverkan av håltagning nära en pelare. Exempel på hål kan vara trappor, hissar eller håltagning för värmestammar till radiatorer. Plåtarna beräknas i tvärsnittsklass tre. Modellen är uppbygg så att olika dimensioner och kvalitéer väljs, hållfastheten för konstruktionen beräknas och sedan redovisa om lasten klaras eller inte. I och med det så kan till exempel olika dimensioner och kvalitéer testas fram för att få en så optimal konstruktionslösning som möjligt. Avgränsningar har gjorts. Modellen beräknar bara de olika brottsfall som ovan nämns och berör endast kvadratiska VKR- profiler och plåtar. Pelare har beräknats som ledat infäst i båda upplagen där endast tryckkrafter dimensionerat betongen och plåtarna. Under det första skedet av arbetet så har fakta inhämtning för det olika brottsfallen gjort. Fakta har hämtats från litteratur, rapporter, undersökningar, forskningar, tidigare lösningar, diskussion med branscherfarna och tidigare respektive nyare regelverk. Därefter har datormodellen gjorts, målet med modellen är att få ett snabbt resultat och en komplett redovisning. Därför är modellen uppbygg så att varje brottsfall har en egen flik och kan redovisas enskilt. För att modellen ska kunna användas av utomstående har standardbeteckningar, bilder och kommentarer använts. Modellen har kontrollerats med diverse beräkningsexempel och program för att få ett trovärdigt/användbart resultat. Slutsats: En väl fungerande modell har tagits fram och som kan användas av utomstående byggnadsingenjörer med minst gymnasieingenjörsutbildning.A infill wall is a non-bearing wall construction, often is made af wood, which has the aim of minimizing the energy consumption of buildings in concrete. The inside the construction is sometimes steel designed for supporting the overlyingstructures. Steel studs are subjected to loads that they must be dimensioned to support. Above and below the colums plates are welded to increase the loaded area and prevent damages to the concrete. In this thesis a computer program in Excel has been created, the program dimensions border pillars in steel that follows the Eurocodes. Included in the program is punching, local pressure, splitting, distance to concrete, reduction when drilling in concrete, compression load capacity of foot and top plates, and bending torque the plates. Punching is a conical damage that occurs in the concrete, the damage occurs without warning and the concrete’s bearing capacity decreases rapidly which can lead to collapse. Local pressure is a local damage of the concrete and splitting, meaning that because of the pressure force arising can lead to a horizontal thrust in the concrete, which can lead to injuries. Since it is difficult to perceive the distance between the plates and the concrete edge of structural strength in the Eurocodes a calculation method has been made, equally applies to the consequences when drilling near a pillar. Examples of holes can be stairs, elevators or holes for heat strain for radiators. The plates are calculated in cross-section class three. The program is built so that different dimensions and qualities is selected, then the program calculates the strength of the structure and reports if will support the load. Different dimensions and qualities can be tested to get the optimal structure sollution. Limits have been set, the program only calculates the various injuries mentioned above and applies only to square VKR-sections and plates. Pillar has been calculated as articulated in both secured repository where the only pressure forces dimensioned concrete and plates. During the first phase of the work, gathering facts for the various types of damages has been done. Facts have been gathered from literature, reports, studies, researches, previous solutions, discussions with industry experienced and previous and more recent regulations. Since then, the computer program has been made, the goal of the program is to get a quick result and a complete report. Therefore, the program is made so that all damages is on different tabs and can be reported separately. So that the program can used by third parties standard names, images and comments are used. The program has been checked with various calculation examples and applications to achieve a credible / useful result. Conclusion: A well-functioning model has been developed and can be used by structural engineers with a education at least of technical college.
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Kučera, Filip. "Administrativní budova". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-410036.
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The final thesis deals with design of new administrative object. The administrative object is located in edge part of Znojmo city. The building is situated in built-up area, which is used for housing and services. The building is accessible as a detached house on a slightly sloping territory. It is a four-storey house with a cellar, terminated by a warm flat roof, which has three-storey and basement. On the above ground floors are located offices and their associated spaces, staff facilities and toilets. On the third floor there is a terrace for employees’ stay in the summer months. On the third floor there is a collective garage with twenty parking spaces too. The individual floors are accessed via the main staircase and elevator. The building is designed as reinforced precast concreate frame and is based on prefabricated reinforced concrete foundation pads. The infill and internal wall are designed from the Porotherm building system.
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Bíza, Petr. "Společenský dům". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227523.
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The diploma thesis focuses on project of new building of social house in Mutěnice in Hodonín district in South Moravian region. The project is in accordance with official assignment and with contemporary Czech standards and legislation. The building is placed in inner part of the town close to the town centre. It’s designed on an empty plot owned by town. Object should serve to the town citizens as cultural and social meeting point. The building plan is irregullarly-shaped with maximum dimensions 29,5 X 52,0 m and has two floors. Inside the social house there is a dance hall, restastaurant with kitchen and rooms for cultural and social activities of citizens of Mutěnice. Structural system can be divided into two parts. The part of the building with dance hall consists of feinforced concrete frames combined with infill masonry walls. The other part with restaurant and other rooms is made of masonry walls. The foundations of the building are made of concrete strip foundations and reinforced concrete square footings with grade beams. Bearing walls are made of sand-lime blocks KM Beta. Ceilings are made of prestressed concrete floor slabs Spiroll. Partition walls consist of plasterboard panels. The building is roofed by flat extensive green roof. All external walls are insulated with mineral wool. Doors and windows have wooden frames and triple glazing. As result there’s structurally, operationally and aesthetically functional complex, that will be benefit for the town and its citizens, especially for their cultural and social life.
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Gross, Petr. "Víceúčelový objekt v Opavě". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265720.
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The subject of this diploma thesis is the processing of design documentation for realization of the new-build multipurpose building in Opava. The building is designed on the grounds of a former dairy in the Krnovská street where the demolition of obsolete buildings passed off recently. Now are these areas designed to build up again. Designed object will function as a multipurpose building with the operation of a restaurant on the 1st floor, office spaces on the 2nd floor and dwelling units on the 3rd floor. Part of the first floor is a mass garage primarily intended for residents of dwelling units with a total of 9 parking places. It is designed eight dwelling units in total of which six are one-room flats and two are four-room flats. Plan shape of the building is rectangular. The londbearing structure of the building is a reinforced concrete prefabricated precast concrete frame founded on cast-in-place concreted pads. Infill walls are clay brick. The building is roofed with warm flat roof. Dominant features of the building are large glass areas in all floors, metal ventilated facade and loggias of dwelling units. The drawings are processed in AutoCAD programme.
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Vondrová, Michaela. "Dům pro seniory ve Velkém Poříčí". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-410111.
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It is about new-built Retirement center standing alone in the cadaster unit of the town Velké Poříčí. The building has four- floors without basement. It is located in flat terrain near the river in quiet location. The house is built as letter L form. The Retirement center is adapt for disabled people. In the first floor is dining room, doctor´s office, part for employees and technical facilities for house. In the second and third floors are apartments. There are 12 single rooms for one person, 6 single rooms for pair with sleeping in one room and 4 apartments for couple with separated bedroom. In the fourth floor is access to roof terrace. The structural systém of the building is composed of precast concrete frame by Prefa, infill wall from ceramic masonry. Vertical structures are built by prestressed concrete floor slab Spiroll. The building has ventilated facade with mineral wool with facade cladding. The roof is warm flat roof with half intensive green roof.
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Vieux-Champagne, Florent. "Analyse de la vulnérabilité sismique des structures à ossature en bois avec remplissage : essais expérimentaux - modélisation numérique - calculs parasismiques". Thesis, Grenoble, 2013. http://www.theses.fr/2013GRENI085/document.
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Les séismes constituent une source d’aléas importante pour l’étude de la vulnérabilité d’unbâtiment. Le comportement parasismique des bâtiments à ossatures en bois est particulièrementintéressant. Deux familles de structure à ossature en bois peuvent être distinguées : les ossaturesutilisant les produits industriels que sont les panneaux en bois reconstitué servant à contreventerla structure et les connecteurs métalliques, et les ossatures traditionnelles avec remplissage reposantsur des techniques de construction anciennes et dépendantes du contexte local. L’efficacitédu comportement parasismique des bâtiments à ossature en bois traditionnels avec remplissagereste encore peu reconnue en raison du manque de résultats issus des travaux de recherche.Les travaux présentés dans cette thèse visent ainsi à améliorer les connaissances sur le comportementparasismique de cette typologie constructive. Partant de l’hypothèse selon laquellece comportement est gouverné par la réponse des assemblages par connecteurs métalliques, uneapproche multi-échelles, couplant études expérimentales et études numériques est développée.Elle détaille l’analyse à l’échelle 1 de la connexion, en passant par l’échelle 2 des cellules élémentaires,constitutives des murs, par l’échelle 3 des murs de contreventement pour se finaliserà l’échelle 4 du bâtiment dans son ensemble.Sur le plan expérimental, cette approche permet d’une part, de réaliser des études paramétriqueset ainsi d’appréhender l’influence de la réponse de chaque élément (bois, clous, feuillard,remplissage, contreventement, ouvertures) sur le comportement local (échelles 1 et 2) et global(échelles 3 et 4) de la structure. D’autre part, elle permet de fournir une base de données pourla validation des modélisations numériques aux différentes échelles.Sur le plan de la modélisation numérique, cette approche multi-échelles est fondée sur la priseen compte du comportement non-linéaire hystérétique des assemblages à l’échelle supérieure, parl’intermédiaire d’un macro-élément, développé dans la cadre de la méthode des éléments finis.Ainsi, grâce à une modélisation simplifiée (assemblage des macro-éléments), le calcul est rapide,aussi bien à l’échelle du mur qu’à celle du bâtiment, et intègre les phénomènes non-linéaire locaux.Le modèle peut ainsi prédire de manière relativement précise le comportement dynamique de lastructure complète à l’échelle 4, testée sur table vibrante.L’étude présentée dans ce manuscrit fait partie des travaux précurseurs relatifs à l’analysede la vulnérabilité sismique des ossatures bois avec remplissage. Cette étude débouche sur denombreuses perspectives pour l’analyse de cette typologie constructive. Elle confirme que les bâtimentsà ossatures en bois avec remplissage ont un comportement parasismique très performantThe seismic vulnerabilty is an important issue in the design of a building. The seismicresistant behavior of timber-framed structures is particularly relevant. Two types of timberframedstructures can be distinguished : the timber-framed structures using industrial products,such as wood-products panels used to brace the structure or metal fasteners, and traditionaltimber-framed structures included infill made of natuarl materials (earth or stones masonry).The seismic resistant behavior efficiency of traditional structures remains poorly recognizedbecause of the lack of research results on this kind of construction.Therefore, the thesis aims at improving the seismic behavior knowledge of timber-framedmasonry. Based on the assumption that their behavior is driven by the response of the metalfasteners connections, a multi-scale approach is proposed. It couples experimental and numericalstudies. At the scale 1 of the connection, at the scale 2 of the elementary constitutive cell ofwalls, at the scale 3 of structural elements such as shear walls and finally at the scale 4 of theentire building.In regards to the experimental work, this method allows, on the one hand, to perform parametricstudies and to analyze the influence of each element (wood member, nails, steel strip,infill, bracing, openings) on the local behavior (scales 1 and 2) and on the global behavior(scales 3 and 4) of the structure. On the other hand, it allows to provide a database to validatethe numerical modeling at each scale.In regards to the numerical work, this multi-scale approach allows to take into account thehysteretic behavior of joints in the development of a macro-element at the scale 2. Thus, thanksto a simplified finite element modeling (macro-element assembly), the computational cost islimited and it allows to take into account the local phenomena. The model is able to predictrelatively accurately the dynamic behavior at the scale 4 of the building, tested on a shakingtable.The study, presented herein, is one of the pioneer work that deals with the analysis of theseismic vulnerability of timber-framed structures with infill panels. This study provides outlookfor the analysis of this type of buildings. It confirms that the timbered masonry structures havea relevant seismic resistant behavior
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Jurák, Vítězslav. "Novostavba farního kostela v Brně-Líšni". Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227828.
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This diploma thesis, called „Parish church, Brno-Líšeň“, is compiled as documentation for building construction. There is one complex building situated in slope. Therefore it consists of one partly underground floor and first floor. It is divided into three sections. Central part is designed as round-shaped body of the church with tower in the southern part of the church. Shed roof has an angle of 7° for body and an angle of 13° for tower. From the western side there is an administrative area connected to the church and from eastern side there is a community area which is supposed to be used as residential premises. Roof of both these parts is constructed as flat vegetative roof. Structural design is systemic, Velox. Foundation construction combines concrete and ferro-concrete belts and footing.
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CHEN, YU-HUNG y 陳宇宏. "Nonlinear Behavior of Frames Infilled With Brick Walls". Thesis, 2004. http://ndltd.ncl.edu.tw/handle/42116722659837881021.
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碩士國立高雄第一科技大學
營建工程所
92
The construction of masonry infilled concrete frames can be found in many countries. To study the mechanical behavior of such structures under seismic-induced lateral load, here in Taiwan local researches had made a series of experiments on concrete frames infilled with brick wall. Data for the load-deformation curve of the brick wall were then provided for incorporation in the structural analysis. Frequently seen in use is a compression-only strut opposing the lateral load to simulate the interaction between masonry and the frame. This study proposes that double struts be an improved choice. It then accounts for more contact with the frame and the strength softening of the brick wall upon cracking. The double struts are then introduced in the finite element analysis of several tested frames infilled with brick wall. Numerical results are compared to the test data. The result shows that the first strut of equivalent double brace of brick wall represents the action of the brick wall itself. The second strut represents the interaction between brick walls and structural frames.
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Sheng-nan, Hsieh y 謝聖南. "Seismic Upgrade of RC Frames with Infilled Brick Walls". Thesis, 2001. http://ndltd.ncl.edu.tw/handle/75199619468773544891.
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碩士國立臺灣大學
土木工程學研究所
89
The 921 Chi-Chi Earthquake, The low-rise building in middle area of Taiwan were heavily damaged and lost. Many reinforced methods are hence raised, but there is little on the reinforcement of brick walls. This study to use the Carbon Fiber Reinforced Plastic (CFRP) to reinforced wall construction. Using the cycle-loading tests applied to the full-scale in-filled brick wall to investigate the resistance and behavior of the reinforced brick wall.
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Chen, Yi-Hsin y 陳奕信. "Seismic Evaluation of RC Buildings Infilled with Brick Walls". Thesis, 2003. http://ndltd.ncl.edu.tw/handle/92411774288760831723.
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博士國立成功大學
建築學系碩博士班
91
Unreinforced infill brick walls are frequently used for partition walls and/or exterior walls in traditional low-rise building of Taiwan. However, the seismic behaviors and design formulas are not well specified in the existing Taiwan Building Code. The purpose of this thesis is to establish an analysis method for brick wall behavior and performance evaluation. Because the failure behavior of brick wall is affected by the diagonal strut action and construction method, the major failure path will spread across the brick joints along the diagonal direction, and reach to the ultimate strength. This thesis proposes the failure path concept to evaluate the failure behavior and to calculate the ultimate strength of the infilled brick walls, and uses the plate equation of elasticity theory and the brick prism test to specify the stiffness formula of brick wall. According to the relationship between strength and stiffness for brick walls recommended by this thesis and the failure phenomenon of strong-beam and weak-column in seismic disaster, two different seismic evaluation methods are established. The one is seismic damage assessment, which is evaluated by column area ratio and wall area ratio. The other is nonlinear static analysis method, namely adopting the pushover analysis and the concept of capacity spectrum method to evaluate the seismic performance of RC buildings. The thesis proceeds the seismic evaluation respectively on typical school model of shaking table test, street-front building, county hall and unreinforced brick show building. After analysis, the conclusions of this thesis are as follows: 1. RC buildings infilled by adequate brick walls in two orthogonal directions can have good seismic performance and behavior. 2. Most of street-front buildings lack of strength and stiffness in the direction parallel to street, therefore it should be strengthened the seismic capacity in the direction parallel to street. 3. As to ductility-designed building, it should be considered the drift limitation for performance-based objective. 4. Brick buildings designed and constructed in accordance with the provisions of “Revision of Brick Design Provisions in Taiwan Building Regulations and the Effect of Brick Walls for Earthquake Resistance” can satisfy the strong seismic requirement of Z=0.33, I=1.25 under the thorough analysis by this thesis.
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Chang, Wen-Te y 張文德. "Aseismic Test Analysis and Application of Brick Walls and RC Frame with Infilled Brick Walls". Thesis, 1997. http://ndltd.ncl.edu.tw/handle/26387413004327273809.
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Tzeng, Jyh Cherng y 曾志成. "Discontinous deformation analysis for reinforced concrete frames infilled with masonary walls". Thesis, 1998. http://ndltd.ncl.edu.tw/handle/12947865472150661731.
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Liang, Y. K. y 梁益桄. "Analysis of Dynamic Characteristics of R.C. Frames Infilled with Brick Walls". Thesis, 1995. http://ndltd.ncl.edu.tw/handle/99501603748902953702.
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碩士國立成功大學
建築研究所
83
This thesis investigates the changes of dynamic characteristics （natural frequency,damping ratio and mode shapes ）of 4m × 3.2m R.C.frames infilled with brick walls,with five different kinds of opening , under monotonic and reversed cyclic ultimate horizontal loadings . Numerical and experimental methods are used to analyze the frames.Firstly, the frame is treated as a SDOF system and its natural frequency is analyzed. Secondly, SAP90 program is used to analyze the natural frequency and mode shapes of the frame.Finally, by using quick-release vibration testing method ,the dynamic characteristics are found.Also studied is the application of system identification ,especially the Strain Mode Shape （ SMS ） and the Moment Mode Shape （ MMS ） . This thesis also presents the interaction of R.C. frames and brick walls. According to the data analyzed by the numerical and experimental methods,a preliminary study on the loading history compared to the ultimate horizontal loads of R.C. frames can be predicted by the measured natural frequency in small excitation.
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Chen, Ting-Wei y 陳亭偉. "Seismic Behaviors of RC Frames Infilled with Top Opening Brick Walls". Thesis, 2014. http://ndltd.ncl.edu.tw/handle/qkd4gx.
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博士國立臺北科技大學
工程科技研究所
102
For old existing buildings, especially school buildings, the “short-column” type of damage in the reinforced concrete structures is rather common in the classrooms, where windows infilled top opening brick walls shortened the effective length of almost all the columns. Hence, the school building was found to be the most vulnerable to a severe earthquake among all building types in Taiwan. Consequently, a serial study of RC frames with top opening brick walls was conducted to explore the seismic behaviors of these short-columns. In fact, this study aims to discover the critical failure condition of a short-column; and its evaluation technique and seismic retrofitting techniques. A total number of eight RC frames was designed and fabricated based on old standards for this study. One is a pure frame and will be considered as a benchmark model; four frames are infilled with different heights of top opening brick walls for investigating the critical failure condition of a short-column and its evaluation technique; the rest three frames having the same height of top opening brick walls were seismically retrofitted by using different strengthening methods for the study of the seismic retrofitting techniques for short-columns. A series of cyclic loading tests were conducted for the eight specimens and the nonlinear pushover analysis was also executed for each specimen for exploring its numerical simulation model correspondingly. Considering the test results of the four frames with different heights of infilled brick walls and the calculations of the shear strengths of brick walls and the adjacent columns, it is concluded that the occurrence of short-column failure all depends on whether or not the infilled brick wall fails. Besides, the failure of the infilled brick wall all depends on whether or not its shear strength is less than that of the adjacent columns. Notice that the numerical simulation results for a RC building might be highly affected by whether or not the failure of infilled brick wall since it affects the specified locations of plastic hinges. On the other hand, the effectiveness of the three seismic retrofitting techniques for RC frames with top opening brick walls was evaluated through the actual tests and their failure modes were also identified. In addition to considering seismic performance, the factors of ventilation, daylighting, construction difficulty and construction cost are also considered. Hence, the addition of a partial brick wall adjacent to the short-column is recommended for the seismic retrofitting of the short-column. After conducting the cyclic loading tests, a nonlinear pushover analysis was carried out for each frame for finding out the best simulation model, where the analytical results were compared to the test results. As a result, the simulation techniques for RC frames with infilled top opening brick walls are recommended for practice.
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ZHANG, WEN-DE y 張文德. "aseismic assessment of reinforced concrete building structures infilled with brick walls". Thesis, 1991. http://ndltd.ncl.edu.tw/handle/21364228340629362504.
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