Thèses sur le sujet « RCC FRAME »

The objective of this research program is to further evaluate the performance and constructability of reinforced concrete (RC) column-steel beam-slab systems (RCS) for use in low- to mid-rise space frame buildings located in regions of high wind loads and/or moderate seismicity. To better understand these systems, two full scale RCS cruciform specimens were tested under bidirectional quasi-static reversed cyclic loading. The experimental portion of this research program included the construction and testing of two full-scale cruciform specimens with identical overall dimensions but with different joint detailing. The two joint details evaluated were joint cover plates and face bearing plates with localized transverse ties. The construction process was recorded in detail and related to actual field construction practices. The specimens were tested experimentally in quasi-static reversed cyclic loading in both orthogonal loading directions while a constant axial force was applied to the column, to simulate the wind loads in a subassembly of a prototype building. To compliment the experimental work, nonlinear analyses were performed to evaluate the specimen strength and hysteretic degradation parameters for RCS systems. In addition, current recommendations in the literature on the design of RCS joints were used to estimate specimen joint strength and were compared with the experimental findings.

Negli ultimi anni sono state sviluppate varie soluzioni tecniche per la progettazione sismica di strutture. Questa ricerca sviluppa un metodo di confronto basato sull'analisi di costi di costruzione e danni causati dal sisma. Il metodo viene applicato al caso di studio della scuola di Bisignano (CO, Italia). L'edificio è stato progettato conformemente alle NTC 2008 con approccio tradizionale e combinando il contributo di dissipatori viscosi e dissipazione isteretica. Le strutture vengono poi analizzate sotto diverse condizioni sismiche al fine di calcolare i costi di riparazione attesi e comprendere quale soluzione tecnica risulti più economicamente vantaggiosa a parità di azione sismica di progetto.

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.

The attention for low latency computer vision and video processing applications are growing for every year, not least the VR and AR applications. In this thesis the Contrast Limited Adaptive Histogram Equalization (CLAHE) and Radial Dis- tortion algorithms are implemented using both CUDA and OpenCL to determine whether these type of algorithms are suitable for implementations aimed to run at GPUs when low latency is of utmost importance. The result is an implemen- tation of the block versions of the CLAHE algorithm which utilizes the built in interpolation hardware that resides on the GPU to reduce block effects and an im- plementation of the Radial Distortion algorithm that corrects a 1920x1080 frame in 0.3 ms. Further this thesis concludes that the GPU-platform might be a good choice if the data to be processed can be transferred to and possibly from the GPU fast enough and that the choice of compute API mostly is a matter of taste.

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.

A solução de problemas é parte fundamental da manutenção da qualidade e da melhoria contínua. Ao longo dos anos diversos métodos foram desenvolvidos para solucionar problemas, todavia nem todos os métodos são aplicáveis em todos os problemas ou adequados para todos os setores. Caracterizado pelo ambiente em constante mudança, o setor hospitalar possui problemas complexos, cuja solução necessita de uma abordagem adequada e robusta. Dessa forma, o presente trabalho objetiva avaliar o desempenho de três métodos normalmente utilizados para solução de problemas: A3, RCA e FRAM, quando aplicados em ambiente hospitalar. Para esse fim, os três métodos foram aplicados no mesmo processo, de prescrição e medicação, de um hospital universitário. Os resultados das aplicações foram analisados de acordo com os critérios: número total de ações de melhoria propostas, dificuldade de implementação, a possibilidade de replicação das ações entre as unidades do hospital, o tempo necessário para aplicação dos métodos, o número de envolvidos, a necessidade de capacitação da equipe e um indicador de prioridade das ações propostas. Além disso, a percepção dos profissionais da saúde em relação aos métodos foi analisada. Os resultados demonstram que, no contexto avaliado, os métodos apresentaram um bom desempenho, por terem apresentado melhorias que, em média, foram consideradas adequadas pela instituição.
Problem solving is a fundamental part for quality maintenance and continuous improvement. Through the years many methods were developed to solve problems, though these methods do not apply to every problem, or are suitable to every type of activity. Kwon for its constant changing nature, hospitals have complex problems, which need a suitable and robust approach to solve. Thus, the present study has the objective of evaluating the performance of three methods usually used for problem solving: A3, RCA and FRAM, when applied on a hospital. For this, the three methods were applied in the same process, of prescription and medication, in an academic hospital. The results were analyzed accordingly to the following criteria: the total number of improvement actions proposed, implementation difficult, replication possibility along the departments of the hospital, the time needed to apply the methods, the number of people involved, the need of training for the team and an indicator for prioritization. Besides that, the health sector workers’ perception regards the methods was analyzed. The results evidence that, in the studied context, the methods had good performance, because introduced improvements that, on average, were considered suitable for the institution.

Molti degli edifici in c.a. esistenti sono stati progettati in passato per soli carichi verticali o per modeste azioni sismiche e necessitano di un intervento di adeguamento sismico per rispondere ai requisiti prestazionali previsti dalle normative attuali. Nella presente Tesi di Dottorato è proposto e validato un metodo basato sugli spostamenti per l adeguamento sismico di tali strutture mediante l impiego di controventi a instabilità impedita (BRBs, Buckling-Restrained Braces), la cui idea di base è stata recentemente presentata per il progetto di telai in acciaio con BRBs (Bosco e Marino, 2013; Bosco et al., 2014). I BRBs sono controventi dissipativi in acciaio che manifestano un ciclo isteretico stabile e un comportamento simile in trazione e in compressione, con una buona capacità di dissipazione energetica grazie agli alti valori di duttilità che possono raggiungere. La procedura di progetto proposta permette di definire, a ogni piano, la rigidezza e la resistenza dei BRBs, tramite la scelta di valori appropriati di area della sezione trasversale, lunghezza del segmento duttile e tensione di snervamento dell acciaio. Il metodo di progetto prevede l imposizione di due requisiti: il requisito sugli spostamenti di interpiano riduce la domanda sismica a valori compatibili con la capacità deformativa della struttura e permette di determinare a ciascun piano la rigidezza laterale aggiuntiva da fornire tramite i controventi; il controllo della duttilità massima subita dai BRBs durante il sisma consente di stabilire la tensione di snervamento e, quindi, la resistenza assiale necessaria per i controventi. Il metodo proposto è applicato a tre casi studio rappresentativi di edifici esistenti che necessitano di adeguamento sismico. L efficacia del metodo è evidenziata tramite analisi dinamiche non lineari condotte sulle strutture controventate al variare dei parametri di progetto.

Conselho Nacional de Desenvolvimento Científico e Tecnológico
This work presents the implementation of three architectures of UDP/IP network stack in reconfigurable hardware. Also, presents the development of a Tester based on the RFC 2544 methodology and implemented it in FPGA. This Tester was used to obtain the throughput, latency and frame loss rate results. The performance of the project shows, in average, throughput results 89% better in comparison with a network stack implemented in software (PC) and running over a general purpose microprocessor, for frames with 64 bytes. Regarding latency, the project is 389 times lower for frames with 64 bytes and 13 times lower for frames with 1518 bytes, than the PC. On behalf of frame loss rate, the project doesn t loss frames for any frame sizes used during the tests, while the PC has presented a frame loss of almost 98% for frames with 64 bytes.
Este trabalho apresenta a implementação de três arquiteturas da pilha de comunicação UDP/IP em hardware reconfigurável. Também apresenta o desenvolvimento de um Testador baseado na metodologia da RFC 2544 e implementado em uma placa dotada de dispositivo FPGA. Esse Testador foi utilizado na obtenção dos resultados de vazão, latência e taxa de perda de quadros. O desempenho do projeto apresentou, em média, 89% a mais de vazão, para quadros de 64 bytes, que uma pilha de comunicação implementada em software (PC) e executada sobre um microprocessador de propósito geral. Em termos de latência, o projeto apresentou uma latência 389 vezes menor para quadros de 64 bytes e 13 vezes menor para quadros de 1518 bytes, que o PC. E em relação à taxa de perda de quadros, o projeto não apresentou perda para nenhum dos tamanhos de quadros utilizados durante os testes, enquanto o PC apresentou perda de quase 98% para quadros de 64 bytes.

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.

Steel-Concrete composite constructions are nowadays very popular owing to their advantages over conventional Concrete and Steel constructions. Concrete structures are bulky and impart more seismic weight and less deflection whereas Steel structures instruct more deflections and ductility to the structure, which is beneficial in resisting earthquake forces. Composite Construction combines the better properties of both steel and concrete along with lesser cost, speedy construction, fire protection etc. Hence the aim of the present study is to compare seismic performance of a 3D (G+7) storey RCC, Steel and Composite building frame situated in earthquake zone V. All frames are designed for same gravity loadings. The RCC slab is used in all three cases. Beam and column sections are made of either RCC, Steel or Steel-concrete composite sections. Equivalent static method and Response Spectrum method are used for seismic analysis. SAP 2000 software is used and results are compared. Cost effectiveness based on material cost for all types of building frames is determined. Comparative study concludes that the composite frames are best suited among all the three types of constructions in terms of material cost benefit added with better seismic behavior.

In recentzpast, severe earthquakes havezcaused substantial physical losses andzcasualties. Partszof India are inzhigh risk of facingzdevastating earthquakes. Since a majorityzof the populationzis living in earthquakezprone areas, it is probablezthat such terriblezevents may take placezagain in the nearzfuture. Moreover, it isznot easy to cope with thezsubstantial directzand indirect economiczlosses after each devastatingzearthquake for azdeveloping country likezIndia. Because in thiszcountry many reinforcedzconcrete buildings areznot designedzaccording to the currentzbuilding code, seismic behaviour is notztaken into considerationzduring selection of the structural systemzand in most caseszsupervision in the constructionzphase is not adequate whichzin turn induces deficiencieszlike poor concrete quality, inadequatezdetailing of reinforcement etc. It is, therefore,zvital to quantifyzthe earthquake riskzand to develop strategies forzdisaster mitigation. In order tozachieve this goal, anzextensive and inter-disciplinaryzstudy is required. This study describeszthe methods by which it iszpossible to determine thezvulnerability of existingzengineering structures andzbuilding stock. Theztool that is employedzto assess the seismiczperformance of reinforcedzconcrete framezstructures is the fragilityzcurve, By definition, fragilityzcurves provide estimates for thezprobabilities of reaching orzexceeding various limit stateszat given levels ofzground shaking intensity for anzindividual structurezor population ofzstructures. A limitzstate, which is in thezsame terms as thezresponse, usually representsza damage condition or azlimitation of usage. The seismiczvulnerability of these structureszfor different earthquakezcan be interpreted from thezdeveloped fragility curves.

In every part of the world earthquakes are very common. Geographical figures of India show that almost 54% of the land is at risk to earthquakes. A report by the World Bank & United Nations estimates that about 200 million city inhabitants in India will be exposed in few years to earthquake. Due to the earthquakes, excessive destruction of infrastructure and buildings can be caused. Increasingly, the non-linear analysis are a popular and relatively new and powerful way for seismic performance evaluation of new and existing building structures. Persistent hard work to resolve the variances between the actual observed performance and the expected performance of building structures is needed. It is expected that on the structural system and its components, the pushover analysis will provide sufficient data on seismic demands imposed by the design ground motion. The main objective of present study is to find the performance of building structure under earthquake using performance based seismic design analysis. Nonlinear (Pushover) static analysis is method to evaluate the performance level of building. In this report, pushover analysis is carried out for a 9 stories building situated in ZONE IV to check the seismicity effect and performance level of a building by SAP2000. Pushover Analysis produces a Pushover curve consists of capacity spectrum, demand spectrum and performance point.

碩士
國立高雄第一科技大學
營建工程所
91
The objective of this research is to theoretically investigate the nonlinear behavior of a RCS in-plane frame. Researchers in Taiwan and Unite States proposed to test full scale 3-story 3-bay RCS in-plane frame at NCREE, Taiwan in 2002. In advance, some sub-structures, including exterior cross panel with slab, T-joint panel of roof and RC column, need to be tested before the design of in-plane frame. Therefore, nonlinear analysis for sub-structure tests was first modeled by Drain-2DX program. Based on these simulations, push-over analysis of in-plane frame was performed and compared with pseudo dynamic test, in order to validate the strength and stiffness of the models. Finally, pseudo dynamic simulations were performed and compared with tests. Based on the comparison of experiments and theoretical analysis, it was shown that the strength and stiffness of sub-structures can be predicted reasonable by Drain-2DX, despite different parameters in panel zone for specimens. However, due to some limits in Drain-2DX, it was found that there are some difference in hysteretic loop. For the modeling of full scale frame, push-over analysis shown that stiffness of whole frame was similar to the pseudo dynamic test. However, in dynamic simulations, it was found that theoretical frame have higher stiffness and better energy dissipation abilities, this is because the slip of cover plate and bolts in beam splice and concrete deterioration were observed during tests.

A high-rise building whose first floor is composed of open spaces is called a soft floor building. Such floors have a substantial impact on a building's seismic performance. this is awing to the floors abrupt lateral stiffness and strength fluctuations. A large earthquake can cause enormous damage or collapse of a building. Previous studies have shown that structure damage from earthquakes is the cause of large displacements. If the structure, is intended for horizontal loads, the structure will show greater deflection. Braces and shear walls are the most common lateral load-bearing systems for reducing displacement. Shear walls and braces are used for improving lateral stiffness, ductility, minimal lateral displacement, and safety. Story drift and lateral displacement are essential considerations in seismic design of structures. shear wall was added inside the proposed structure to counter the lateral load induced by earthquake and to improve structure's stiffness. Therefore, by making use of shear walls in the building, it is possible to prevent large displacements and thus damage due to displacements. In addition, Bracing is also mainly used foe structures exposed to wind and seismic loads. It resists the forces of the bracing element in both compression and tension. As a result, the brace system withstands horizontal loads very efficiently. The brace frame makes the system more efficient and stiffens the structure laterally. By adding material to the bare frame, it forms an efficient structure for higher heights. In this thesis work, the seismic response of soft-floor RCC building is studied using seismic analysis method. the parameters considered in this study include soft floor heights, shear wall position, bracing types and arrangements along the height of the building. Furthermore, the effectiveness of using simple strengthening procedures to increase structural safety will be investigated without causing large changes tot he building's architectural and functional needs will be studied

碩士
國立臺灣海洋大學
河海工程學系
93
The main purpose of the study is to investigate the material nonlinear analysis of RC planar framed. First of all, from the concrete attain to crushing and the strains and stresses of materials of steel yield to examine the effects of the moment, axial force, curvature and centroid-strain of RC rectangular section. Second, establish the relation between the RC simple beam-column and beam-column element and the stiffness matrix of beam-column element. Finally, to provide the analysis of non-linear equation to discuss the material nonlinear analysis of RC planar framed. This paper is to indicate the assigned axial force under the condition to adopt the limited increment as (the concrete strain’s numerical analysis for the side rectangular section under the pressure), from the cross-section balance equation to figure out the quadratic equation of the neutral axle . After knowing the neutral axle, the next part is to calculate the each resultant of forces, curvature, centroid-strain and moment to establish the relation of the section moment, curvature and centroid- strain. Moreover, it is also can figure out the relation of the joint rotation, axial deformation, and joint force by the conjugate beam method. In addition to the coefficient of the axial degrees of freedom is acquired by the difference method, the rest of coefficient of flexibility was acquired by analytical method. And it is depends on the moment, curvature, centroid-strain, rotation and axial deformation of point. The flexibility matrix can acquire the element stiffness matrix by the inversion operation, and then combine the entire element stiffness matrix to acquire the tangent stiffness matrix of overall structures. Finally, this paper provides a nonlinear numerical analysis method and it use of the nonlinear equitation of the shaft force and displacement to acquire the approximate linear equation by one-order of Taylor series. And it can help to correct the initial stage and acquired the external force of structure of increment of displacement and the corresponding end of increment of displacement. This paper is to analyze the actual examples by the numerical analysis methods to discuss the material nonlinear analysis of RC planar framed.

碩士
國立臺灣科技大學
營建工程系
88
In this paper, we decided to retrofit exiting R.C. frames by adding BIB and adding steel shear wall. Five specimens were tested to ultimate state under cyclic loading to investigate their characteristics of the ductility, strength, and stiffness. The conclusions of experiment show that: (1) it is the effective method for retrofitting that the ability of the ductility, strength, and stiffness of R.C. frame is increased by retrofitting. (2) It is the convenient method that would have less change to the original frame and less interference with people. (3)D-F-LYP is the most effective method with the higher stiffness and ductility after retrofitting in all specimens.

碩士
國立成功大學
建築研究所
81
The purpose of this study is to investigate the earthquake- resistant behavior of high-rise R.C. frame infilled with shear wall. The influence of parameters such as numbers of span, shear wall system , earthquake type , and peak value of ground acceleration are also investigated. In this study, first, we adopt " SIMQKE " program to generate the synthetic accelerogroms of Outer-Taipei-Basin area and Hualien area, then we develope a computer program for nonlinear time-history analysis. In the computer program, the Wilson-θ integration, Takeda hysteresis rule of R.C. member are adopted. The relationship between axial force and moment- curvature also has been considered. The modification of EI and GA at each time step is assumed to be independent. According to the cases analyzed, we obtain that 1.Frame infilled with shell wall may reduce the relative floor displacement and overturn moment. However it will increase base shear. 2.The collapse mechanism of pure-frame system is different from that of super-frame system and super- column system. The ductility of pure-frame system is better than that of super- frame system and super-column system.

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.

碩士
國立臺灣大學
土木工程學研究所
90
A joint research effort among US, Japan and Taiwanese researchers on large scale frame testing of steel and concrete composite structures has been launched in 2001. It is the consensus that a 2-D full-scale three-story three-bay RCS moment resisting frame be constructed and tested in the NCREE to accelerate the world-wide implementation of RCS structural systems in real application. In this research, cyclic tests were conducted on the roof beam-to-RC column and the RC column to foundation subassemblage specimens. In this research, a total of six specimens have been fabricated and tested in order to investigate the effectiveness of three different kinds of connection details. It includes: (a) the splice location effects on the 1st floor RC column to the foundation joint (FF series specimens), (b) the axial load effects to the responses of RC column (FR series specimens), (c) the anchorage details of the roof interior RCS beam-to-column joint (R series specimens). FF series experimental results show that the performance of the one-meter high splice location is better than that on the top face of the foundation. FR series experimental results show that higher axial loads make higher column flexural strength. R series experimental results show that the proposed reinforcing anchorage end plate details can satisfactorily provide the needed anchorage for column bars. For FF and FR specimens, the analytical moment versus curvature relationships were computed. It assumes plane remains plane after bending and incorporates the low-cycle fatigue and the soften-branch model for the vertical reinforcement and the Mander’s confined concrete model. It is illustrated that the experimental cyclic cantilever column load versus displacement response skeleton curves can be accurately predicted by employing the Moment-Area Method. For R series specimens, the column end lateral displacements due to column deformations, beam deformations, panel zone bearing deformations and panel zone shear deformations can be separated by the proposed method. Good agreements with the subassemblage test results are also observed in the analytical cyclic responses simulated by using a general-purpose inelastic structural analysis software PISA2D. The complete three-story three-bay analytical RCS frame model is also constructed and calibrated based on the test results. Finally, nonlinear static and dynamic time-history analyses are performed in order to investigate the most possible ultimate lateral strength and the inelastic demands imposed on the frame specimen under the simulated earthquake effects.

The dynamic soil-structure interaction effects for RC framed buildings with or without shear wall on raft foundation is evaluated by explicit consideration of structural nonlinearity and soilstructure interaction as per Indian and Ethiopian seismic codes. In the current study, the finite element model (Elastic continuum approach) employed for soil-foundation-structure model. Hence, four and eight number of stories with or without shear wall on raft foundation found on rock, dense, stiff and soft soils are designed and modeled using SAP 2000 v 21. The building studied with or without incorporation of SSI effect. The analysis is carried out in 3 stages: (1) response spectrum analysis, (2) soil-structure interaction analysis, and (3) nonlinear structural analysis (pushover analysis). The response spectrum analysis is used to design the section sizes of the members and a comparison is made according to IS 456: 2000 and ES EN-2. The nonlinear static pushover analysis is used to observe proper structural behavior for defined push displacement. The resulting pushover curves are studied through performance-based design (PBD). Finally, a comparison is made between the behavior of each building in the fixed base condition and SSI condition. This work demonstrates ES ES-2 moments exceed that of the IS 456: 2000 by an average of about 15.58% for beam area of tension reinforcement for span and 15.4% for support. So, Indian code provides a more economical design than Ethiopian code ES EN-2. Moreover, the nonlinear response of buildings was determined and compared between two cases: fixed-base and SSI conditions. Response quantities such as SSI effects on the target displacement, SSI effects on the story drifts, SSI effects on the plastic hinge mechanisms and rotations obtained from pushover analysis of superstructure. The numerical findings indicate that incorporating the soil-structure interaction generally increases the top displacement and plastic hinge rotation, reduces the base shear. Hence, it is very important point is that soil-structure increases the plastic deformation.