Дисертації з теми "DISSIPATIVE BRACES"
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Voller, Gordon Paul. "Analysis of heat dissipation from railway and automotive friction brakes." Thesis, Brunel University, 2003. http://bura.brunel.ac.uk/handle/2438/5558.
Повний текст джерелаJeffers, Brandon. "Parametric Study of Self-Centering Concentrically-Braced Frames with Friction-Based Energy Dissipation." University of Akron / OhioLINK, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=akron1335901155.
Повний текст джерелаReed, Matthew Robert. "Development of an Improved Dissipative Passive Haptic Display." Thesis, Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/5284.
Повний текст джерелаFiocchi, Alice. "Inserimento di controventi dissipativi in acciaio in un capannone in calcestruzzo armato prefabbricato a due piani." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2016.
Знайти повний текст джерелаBarbieri, Laura. "Studio del comportamento sismico di edifici in CLT con connessioni dissipative del tipo X-bracket." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018.
Знайти повний текст джерелаTonini, Chiara. "Studio di un collegamento trave-pilastro di tipo semirigido dissipativo." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018.
Знайти повний текст джерелаPHAM, Chi-Tuong. "Stabilité et dynamique d'écoulements de fluides parfaits barotropes autour d'un obstacle en présence de dispersion." Phd thesis, Université Pierre et Marie Curie - Paris VI, 2003. http://tel.archives-ouvertes.fr/tel-00006825.
Повний текст джерелаSimon, Madrenas Enric. "Predicción de la fatiga de disipadores de energía elastoplásticos para estructuras sismorresistentes." Doctoral thesis, Universitat de Girona, 2021. http://hdl.handle.net/10803/673931.
Повний текст джерелаEls dissipadors d’energia elastoplàstics s’utilitzen en el disseny sísmic per dissipar una part substancial de l’energia sísmica introduïda en una construcció. Són uns elements que no formen part de l’estructura portant i, per tant, fàcilment reemplaçables en cas de quedar danyats. El seu comportament sol ser estable i el seu grau de degradació difícilment apreciable de forma visual. Per avaluar el seu grau de degradació es recorre als índex de dany, que estimen la capacitat dissipativa romanent a partir de la combinació de variables diverses com són, per exemple, el nombre de cicles suportats i la seva amplitud, l’energia dissipada, la deformació acumulada i deformació màxima. A la primera part d’aquesta tesi doctoral es revisa l’estat de l’art relatiu a models de dany existents. La segona part d’aquesta tesi recull una àmplia base experimental basada en dades obtingudes en treballs previs de recerca, complementats amb nous assajos realitzats a la present tesi. En una tercera part es valora la bondat de diversos models de fatiga mitjançant la base experimental recollida a la segona part. En la seva quarta i última part s’ha analitzat la bondat d’alguns dels models histerètics més coneguts per a reproduir la resposta experimental dels dissipadors assajats. La conclusió més important que s’extreu de la tesi és l’obtenció de dos models de fatiga mixtes i variables adimensionals, els quals demostren una excel·lent bondat considerant, en una mateixa corba de fatiga, dissipadors de diferent tipologia i geometria, basats en acers de baix contingut en carboni i plastificació uniforme en estat uniaxial de tensions
Programa de Doctorat en Tecnologia
Chen, Ying-Chuan, and 陳映全. "Development and Validation for Double-Core Self-Centering Energy Dissipative Braces." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/15652067921497178408.
Повний текст джерела國立臺灣大學
土木工程學研究所
100
Self-Centering Energy Dissipative Brace is a kind of brace which uses tendons to constrain compression elements of the brace and provide self-centering properties under tension and compression force (restore to zero residual deformation). Traditional self-centering energy dissipative brace’s deformation capacity relies on the elastic deformation capacity of the tendons used inside the brace, and results in limitation of the braces’ deformability. Traditional SCED brace has a maximum strain of 1.3% when the tendons reach 1.9% strain and the frame reaches 2% inter-story drift. Tendons required to have large elastic strain mainly uses composite material. However, tendons having over 2% elastic strain material properties are rare and seldom used or researched. This research develops a new kind of SCED brace by adding a second core element and another group of tension elements which doubles the deformation capacity compared to traditional SCED brace while using tension elements comprised of the same material properties (or largely reduce the elastic strain demand of the tendon elements to 1% under the same brace deformation when compared to traditional SCED brace). This research designed four specimens to validate the double core SCED brace which uses different materials for its tendons. Four specimens’ tendon uses D16 steel strand, D22 glass fiber, D29 glass fiber and D13 carbon fiber respectively. The results show that the mechanism of double core SCED brace is consistent with prediction. The test results and prediction of tendon strain is close which is 0.8%, 1.05%, 0.9% and 1.09% for specimen 1 to 4 respectively while the brace has a 1.2% strain corresponding to 2% inter-story drift. The result shows that double core SCED brace can significantly reduce the demand for tendon elastic strain. Except specimen 1 due to loss of pre-tension force has poor behavior in self-centering, specimen 2 to 4 have good behavior in self-centering with no pre-tension loss. This research also uses the finite element software ABAQUS to analyze double core SCED brace behavior and compare with the testing results which is proved similar. The parametric study of double core SCED brace we choose different pre-tension force, different friction force, and different tendons to observe the difference in brace behavior. Results indicate that the lager the friction force is the larger the energy dissipation there will be, yet in order to have full self-centering behavior, the pre-tension force should be larger than friction force. However the larger the pre-tension force is the smaller the deformation capacity there is left. Unlike pre-tension force and friction force, the difference of tendons only effect the post-stiffness of the response and limits the deformation capacity due to its limitation in elastic strain.
RAHMAT, RABI RAIHAN. "Proposal of energy-based method for the design of passive energy dissipative braces." Doctoral thesis, 2020. http://hdl.handle.net/11573/1359668.
Повний текст джерелаErochko, Jeffrey A. "Improvements to the Design and Use of Post-tensioned Self-centering Energy-dissipative (SCED) Braces." Thesis, 2013. http://hdl.handle.net/1807/35815.
Повний текст джерелаChao-Ju, Tsai, and 蔡兆茹. "Application of Energy Dissipation Devices to Braces Steel Structures." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/29576020652347397857.
Повний текст джерелаYu, You-Sheng, and 於祐生. "Design and Seismic Performance Test of Energy-Dissipative Brace." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/649p2r.
Повний текст джерела國立交通大學
土木工程系所
107
Installation of displacement-dependent structural dampers will increase the stiffness of the entire structure, change its fundamental period and, as a consequence, affect the seismic design load. In light of the fact that design of seismic dampers cannot be independent of the structures, this study develops a damper design procedure that takes into account the structural system as a whole to serve as reference hopefully for practical application. This thesis proposes a two-stage damper design procedure including the preliminary design and detail design. Firstly, the ultimate displacement of the damper is defined in terms of the story-drift ratio of the structure. The yielding displacement of the damper is then calculated by dividing the ultimate displacement with the ductility estimated empirically. Since the maximum story shear occurs always in the first story where the damper tends to yield and be damaged first, damper for the first story are chosen as the design object in this study. The design target is set to be the concurrence of the ultimate displacement of the damper and the story-drift under the seismic design load required by the code. As the seismic design load is related to the fundamental period of structure which in turn is affected by the interaction between the structure and dampers, the initial stiffness of the damper in the preliminary design stage cannot be determined directly. An iterative process therefore is required by first wild guessing an initial stiffness of the damper and updating it iteratively until convergence of the ultimate displacement of the damper to the story-drift of the structure. The corresponding initial stiffness of the damper so determined will be the basis for the detail design of the damper at the next stage. The detail design then is based on the process developed earlier for the in-plane oval damper by the NCTU research team. Moreover, application of the proposed methodology for damper design has been illustrated using a five-story steel modal structure as the object while a series of shake table tests has been conducted accordingly. This thesis explores the seismic performance of the dampers corresponding to different ultimate displacements under El Centro, Chi-Chi and Kobe Earthquakes of various seismic intensities. Simulation results indicate that the seismic performance of the damper is earthquake-dependent that the optimal damper design may vary from one earthquake to another. Upon overall considerations, the ultimate displacement of the damper corresponding to 1% story-drift ratio is selected as the control device for the shaking table tests. The dampers are connected to the structure via H-beam in form of energy-dissipative braces. Results of shaking table tests indicate that, with dampers implemented, significant reductions in acceleration responses for all floors of the structure have been achieved. The control efficiency increases with the intensity of the input excitation as larger responses extend the yielded area of the steel plates and therefore enhance the control effect. The control effect is even more pronounced in terms of the root-mean-square responses (RMS) as the RMS acceleration is proportional to the vibrating energy which is accumulated over the entire earthquake process and reflects better the performance of overall response decay. Simulation analysis is well correlated with the test results, including the proposed damper design methodology is reasonable and the ETABS is reliable as a tool for structural assessment.
Chia-Chieh, Hu, and 胡家杰. "Application of Ductile Braces for Seismic Energy Dissipation of Structures." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/f2csq4.
Повний текст джерела國立交通大學
土木工程系所
96
Buckling is usually conceived as an unstable structural behavior leading to lateral instability of axially loaded members if not properly supported. However, if a buckled strut is deformed in a guided direction and range, geometrical large lateral deformation of the steel struts in buckling will lead to inelastic behavior of the material and dissipate energy as a consequence. The purpose of this study is to develop a new type of seismic damper, named ductile braces, based on the concept of the geometrical deformation and the inelastic behavior of the material of the buckled strut. The energy-dissipative characteristics of buckled struts are investigated via full-scale component tests under cyclic loads. Experimental results indicate that, the force-displacement relationship of buckled struts exhibits mechanical characteristics of displacement-dependent dampers and the nature non-symmetric behavior of buckled strut is in non-symmetric layout. Numerical prediction of the component test result is further conducted using ANSYS with a non-linear model of the buckled strut. It is observed that the actual boundary condition of the tested buckled strut is in between those of the fixed and hinged conditions. The connection of buckled strut by bolts is not perfectly clamped as ideally, and the yielding behavior of the material is not as significant as expected. However, excellent control performance of the ductile braces in present design has been confirmed via a series of seismic performance tests. In practical application, energy-dissipative capacity of the buckled strut may be improved if the end connection could be welded in addition to bolting to make it closer to a clamped condition.
Lai, Jiun-Wei, and 賴俊維. "A Study of Energy Dissipating Steel Concentric Braced Frames." Thesis, 2001. http://ndltd.ncl.edu.tw/handle/57560427701373072642.
Повний текст джерела國立臺灣大學
土木工程學研究所
89
In recent years, a number of researches have revealed that the buckling restrained braced frame (BRBF) is an effective system for server seismic application. Buckling restrained bracing (BRB) members can be conveniently made from various kinds of structural steel shapes encased in steel tube and confined by infill concrete. When the brace is subjected to compressions, an unbonding material placed between the core bracing and the concrete infill is required in order to reduce the friction while restrain the bracing from buckling. In this research, a combined experimental and analytical research program has been conducted in order to investigate the effectiveness of various kinds of unbonding material, the brace-to-gusset connection details, and the design procedures for the BRBFs. A total of sixteen BRB specimens were fabricated and tested in National Taiwan University. Test results of ten single cross-shaped BRB specimens indicate that the 2mm thick silicon rubber sheets are most effective in minimizing the difference between the peak compressive and tensile strengths of the BRB members. Test results of six additional specimens suggest that the proposed BRB member employing steel double-T and twin steel tubes can stably sustain severe cyclic axial load reversals. Moreover, the proposed BRB members can be conveniently connected to the gusset plate in the same manner as that in the traditional double-T brace to gusset plate connections. These cyclic load test results have also made the implementation of a nonlinear brace element a success in a separate study on the development of a general purpose nonlinear structural analysis computer program. In this research, design examples are given for a six-story concentrically braced frame considering various stiffness ratios between the BRB member and the frame. Analytical results demonstrate that the BRB members can effectively dissipate seismic energy and reduce the nonlinear demands imposed on the beams and columns. This research concludes with the procedures and recommendation for the seismic resistant design of BRBFs.
Danila, Nicolae Ionel. "NUMERICAL MODELING AND DESIGN OF LOW-RISE CONCENTRICALLY BRACED FRAMES WITH DOUBLE-PIN DISSIPATIVE CONNECTIONS." Thesis, 2013. http://spectrum.library.concordia.ca/978223/10/Danila_MASc_S2014.pdf.
Повний текст джерелаCaprarelli, Cristina. "Modelling and Design of Earthquake Resistant Low-Rise Concentrically Braced Frames with Dissipative Single-Pin Connections." Thesis, 2012. http://spectrum.library.concordia.ca/974716/4/Caprarelli_MASc_F2012.pdf.
Повний текст джерелаWan, Jia-Wen, and 萬家汶. "Development and Test Validation of a Self-Centering Brace with Energy-Dissipating Bars." Thesis, 2018. http://ndltd.ncl.edu.tw/handle/y6eq8v.
Повний текст джерела國立臺灣大學
土木工程學研究所
106
Earthquake-resisting frame systems that are designed based on current seismic provisions provide life safety performance in a large earthquake, but may have significant structural damage or residual drift due to large energy dissipation in designated structural members. The damage leads to difficult or expensive to repair after a large earthquake. Therefore, the development of a structural system that has both energy dissipation and self-centering properties in earthquakes is needed to improve the seismic performances of buildings. This new invention in presents a viable solution that was validated by multiple cyclic tests of an innovative brace, called a self-centering brace with energy-dissipating bars (SCB+EDB). The proposed brace combines the self-centering property of a dual-core self-centering brace (DC-SCB) and the energy dissipation of a steel bar confined with a buckling-restrained tube. The difference in the SCB+EDB and the DC-SCB is that a friction-resistant device in the DC-SCB is substituted by an energy-dissipating bar with a buckling-restrained tube. The advantage of the SCB+EDB compared to the DC-SCB is easy to assemble and repair. A 6500 mm-long SCB+EDB, which uses ASTM A572 Gr. 50 steel as bracing members, ASTM A416 Grade 270 steel tendons as tensioning elements and CNS SD420 steel bars as energy-dissipative bars, was cyclically tested to validate its kinematics and cyclic performance. The test program demonstrated that the proposed novel SCB+EDB provides stable hysteretic response with appreciable energy dissipation, self-centering behavior and large deformation capacity before failure.
Lee, Yu-Chen, and 李妤蓁. "Seismic Performance of Steel Knee Braced Frame Structures with Energy Dissipation Plates and Steel Curved Dampers." Thesis, 2019. http://ndltd.ncl.edu.tw/handle/42pb5g.
Повний текст джерела國立中央大學
土木工程學系
107
This study focused on the performance evaluation and FEM analysis of steel knee braced frames with curved dampers. The purpose of this study is to prevent the formation of plastic hinges on the beam of traditional knee braced frames. Hence, a new design was proposed. In order to validate the effectiveness of the proposed knee braced frames, a series of cyclic loading tests with various damper dimensions were conducted. According to the experimental results, this design could maintain the main structures in elastic stage. Also, the results showed that significant improvement could be achieved by adding steel curved dampers to the knee braced frames. To be more specific, the strength and stiffness of the proposed design were effectively enhanced. Therefore, the applicability of this design was verified through experimental and numerical studies of the test frames.