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1
Nishiyama, Minehiro. "Seismic Response and Seismic Design of Prestressed Concrete Building Structures". Kyoto University, 1993. http://hdl.handle.net/2433/74644.
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2
Luis, Alberto Bedriñana Mera. "SEISMIC PERFORMANCE AND SEISMIC DESIGN OF DAMAGE-CONTROLLED PRESTRESSED CONCRETE BUILDING STRUCTURES". Kyoto University, 2018. http://hdl.handle.net/2433/235084.
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3
Verma, Abhishek. "Seismic design and collapse-performance assessment of steel plate shear wall structures". Thesis, IIT Delhi, 2019. http://eprint.iitd.ac.in:80//handle/2074/8132.
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4
Martin, David N. "Evaluation and comparison of a non-seismic design and seismic design for a low rise office building". Master's thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-03172010-020113/.
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5
Klopp, Gregory Mark. "Seismic design of unreinforced masonry structures /". Title page, contents and abstract only, 1996. http://web4.library.adelaide.edu.au/theses/09PH/09phk658.pdf.
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6
Hong, Jong-Kook. "Development of a seismic design procedure for metal building systems". Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC campuses, 2007. http://wwwlib.umi.com/cr/ucsd/fullcit?p3259057.
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Thesis (Ph. D.)--University of California, San Diego, 2007.Title from first page of PDF file (viewed June 11, 2007). Available via ProQuest Digital Dissertations. Vita. Includes bibliographical references (p. 228-231).
7
Civjan, Scott Adam. "Investigation of retrofit techniques for seismic resistant steel moment connections /". Digital version accessible at:, 1998. http://wwwlib.umi.com/cr/utexas/main.
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8
Lefki, Lkhider. "Critical evaluation of seismic design criteria for steel buildings". Thesis, McGill University, 1987. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=63980.
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9
Weston, Neil R. "Development of energy dissipating ductile cladding for passive control of building seismic response". Diss., Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/13052.
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10
Goertz, Caleb. "Energy based seismic design of a multi-storey hybrid building : timber-steel core walls". Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57669.
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This thesis discusses a novel timber-steel core wall system for use in multi-storey buildings in high seismic regions. This hybrid system combines Cross Laminated Timber (CLT) panels with steel plates and connections to provide the required strength and ductility to core walled buildings. The system is first derived from first principles and validated in SAP2000. In order to assess the feasibility of the system it is implemented in the design of a 7-storey building based off an already built concrete benchmark building. The design is carried out following the equivalent static force procedure (ESFP) outlined by the National Building Code of Canada for Vancouver, BC. To evaluate the design bi-directional nonlinear time history analysis (NLTHA) is carried out on the building using a set of 10 ground motions based on a conditional mean spectrum. To improve the applicability of the hybrid system an energy based design methodology is proposed to design the timber-core walled building. The methodology is proposed as it does not rely on empirical formulas and force modification factors to determine the final design of the structure. NLTHA is carried out on the proposed methodology using 10 ground motions to evaluate the suitability of the method and the results are discussed and compared to the ESFP results.Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
11
Biddah, Aiman Mahmoud Samy. "Evaluation of the seismic level of protection of steel moment resisting frame building structures". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0007/NQ42833.pdf.
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12
Wan, Chi Kin. "Time history analysis and optimal drift design of multi-storey concrete building structures under seismic excitations /". View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20WAN.
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Thesis (M. Phil.)--Hong Kong University of Science and Technology, 2004.Includes bibliographical references (leaves 127-131). Also available in electronic version. Access restricted to campus users.
13
Slovenec, Derek. "Multi-Hazard Assessment and Performance-Based Design of Facade Systems including Building Frame Interaction". Case Western Reserve University School of Graduate Studies / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=case1560187143941942.
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14
Yuksel, Bahadir S. "Experimental Investigation Of The Seismic Behavior Of Panel Buildings". Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/2/1070309/index.pdf.
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Shear-wall dominant multi-story reinforced concrete structures, constructed by using a special tunnel form technique are commonly built in countries facing a substantial seismic risk, such as Chile, Japan, Italy and Turkey. In 1999, two severe urban earthquakes struck Kocaeli and Düzce provinces in Turkey with magnitudes (Mw) 7.4 and 7.1, respectively. These catastrophes caused substantial structural damage, casualties and loss of lives. In the aftermath of these destructive earthquakes, neither demolished nor damaged shear-wall dominant buildings constructed by tunnel form techniques were reported. In spite of their high resistance to earthquake excitations, current seismic code provisions including the Uniform Building Code and the Turkish Seismic Code present limited information for their design criteria. This study presents experimental investigation of the panel unit having H-geometry. To investigate the seismic behavior of panel buildings, two prototype test specimens which have H wall design were tested at the Structural Mechanics Laboratory at METU. The experimental work involves the testing of two four-story, 1/5-scale reinforced concrete panel form building test specimens under lateral reversed loading, simulating the seismic forces and free vibration tests. Free vibration tests before and after cracking were done to assess the differences between the dynamic properties of uncracked and cracked test specimens. A moment-curvature program named Waller2002 for shear walls is developed to include the effects of steel strain hardening, confinement of concrete and tension strength of concrete. The moment-curvature relationships of panel form test specimens showed that walls with very low longitudinal steel ratios exhibit a brittle flexural failure with very little energy absorption. Shear walls of panel form test specimens have a reinforcement ratio of 0.0015 in the longitudinal and vertical directions. Under gradually increasing reversed lateral loading, the test specimens reached ultimate strength, as soon as the concrete cracked, followed by yielding and then rupturing of the longitudinal steel. The displacement ductility of the panel form test specimens was found to be very low. Thus, the occurrence of rupture of the longitudinal steel, as also observed in analytical studies, has been experimentally verified. Strength, stiffness, energy dissipation and story drifts of the test specimens were examined by evaluating the test results.
15
Mendi, H. Evgin. "Evaluation Of Architectural Consciousness And Exploration Of Architecture-based Issues In Seismic Design". Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606480/index.pdf.
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The task of &lsquoearthquake resistant design&rsquo
of buildings is generally considered as the province of engineering profession. Although there exists considerable number of publications related to seismic design (documentations, articles, theses, books, and earthquake codes), most of them are addressed to structural engineers rather than architects. However, earthquake affects whole building and all professionals involved in construction process should have their own roles and responsibilities for earthquake resistance. This thesis is about the roles and responsibilities of architects for being one of the professionals related to building construction and, particularly, the designers of them. Exposure of the level of awareness of architects related to the importance of their architectural designs having significant effects on seismic performance of buildings, and the level of general knowledge of them related to architecture-based seismic design issues is aimed. In this thesis, firstly, terminology related to &lsquo
earthquake&rsquo
phenomena is concisely introduced. Then, the present state of attitudes (interest, awareness and consciousness) of architectural community, architects working in the architectural offices of Ankara, towards earthquake and architecture-based seismic design issues is questioned and evaluated with a survey in the form of questionnaires. The evaluation of the results is presented with the help of statistical software called SPSS. Finally, the architecture-based issues in seismic design are re-explored and introduced for the use of architects. Thus, general idea or basic knowledge is formed, which is inferred from the survey as being one of the ways to enhance the incorporation of architecture-based seismic design issues into architectural design process.
16
Durucan, Cengizhan. "Seismic Retrofitting Of Reinforced Concrete Buildings Using Steel Braces With Shear Link". Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610956/index.pdf.
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The catastrophic damage to the infrastructure due to the most recent major earthquakes around the world demonstrated the seismic vulnerability of many existing reinforced concrete buildings. Accordingly, this thesis is focused on a proposed seismic retrofitting system (PSRS) configured to upgrade the performance of seismically vulnerable reinforced concrete buildings. The proposed system is composed of a rigid steel frame with chevron braces and a conventional energy dissipating shear link. The retrofitting system is installed within the bays of a reinforced concrete building frame. A retrofitting design procedure using the proposed seismic retrofitting system is also developed as part of this study. The developed design methodology is based on performance-based design procedure. The retrofitting design procedure is configured to provide a uniform dissipation of earthquake input energy along the height of the reinforced concrete building. The PSRS and a conventional retrofitting system using squat infill shear panels are applied to an existing school and an office building. Nonlinear time history analyses of the buildings in the original and retrofitted conditions are conducted to assess the efficiency of the PSRS. The analyses results revealed that the PSRS can efficiently alleviate the detrimental effects of earthquakes on the buildings. The building retrofitted with PSRS has a more stable lateral force-deformation behavior with enhanced energy dissipation capability than that of the one retrofitted with squat infill shear panels. For small intensity ground motions, the maximum inter-story drift of the building retrofitted with the PSRS is comparable to that of the one retrofitted with squat infill shear panels. But for moderate to high intensity ground motions, the maximum inter-story drift of the building retrofitted with the PSRS is considerably smaller than that of the one retrofitted with squat infill shear panels.
17
Rahman, Muhammad Mostafijur. "Seismic Design of Reinforced Concrete Buildings Using Bangladesh National Building Code (BNBC 1993) and Comparison with Other Codes (ASCE 7-10 And IS 1893-2002)". University of Cincinnati / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=ucin150487859306952.
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18
Zhang, Lei. "Minimal-Disturbance Rehabilitation Technique for Improving Seismic Performance of Existing Steel Moment-Frame Buildings". Kyoto University, 2017. http://hdl.handle.net/2433/227620.
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19
Kostecki, Jodi. "Comparison of simulated ground motion peak accelerations with the 2006 International Building Code design response spectra for the New Madrid Seismic Zone /". Available to subscribers only, 2008. http://proquest.umi.com/pqdweb?did=1594486011&sid=4&Fmt=2&clientId=1509&RQT=309&VName=PQD.
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20
LAMARUCCIOLA, NICLA. "EXPERIMENTAL AND NUMERICAL SEISMIC RESPONSE OF MULTI-STOREY POST-TENSIONED TIMBER FRAMED BUILDINGS WITH SUPPLEMENTAL DAMPING SYSTEMS". Doctoral thesis, Università degli studi della Basilicata, 2021. http://hdl.handle.net/11563/147026.
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This doctoral project aims to contribute to advancement of the research in the field of innovative and resilient timber buildings with high seismic performance and minimum environmental impact in a green and sustainable way.
Recent seismic events have raised questions about the adequacy of the current seismic design in code provisions. In modern seismic codes, the performance objectives are expressed in terms of life safety of the occupants and according to capacity design rules a certain damage level of structures is accepted under strong earthquakes. The resultant seismic damages are often difficult and financially prohibitive to repair. In order to significantly reduce structural and non-structural damage and avoid high economic loss, in the last decades research studies focused on the development of low damage design and technologies.
In this thesis, seismic design and performance of multi-storey post-tensioned timber framed buildings with different dissipative systems have been investigated in order to develop new low-damage construction systems for high seismic areas. An extensive experimental campaign was performed at the structural laboratory of the University of Basilicata (Italy), in collaboration with the University of Canterbury (New Zealand), considering a three-dimensional, two-third scale, three-storey, post-tensioned glulam timber frame building. Different testing configurations were considered: i) the bare timber frame with post-tensioning only at the beam-column connections (free rocking); ii) the post-tensioned timber frame with dissipative devices at the beam-column and column-foundation connections (dissipative rocking); and iii) the post-tensioned timber frame with dissipative bracing systems at all storey (dissipative bracing). The seismic response of test specimen was investigated through unidirectional shaking table tests under consecutive ground motions at increasing PGA intensities, while the cyclic behaviour of hysteretic dampers was characterized by means of quasi-static tests.
In particular, the testing configuration with dissipative bracing, which had not been previously implemented in post-tensioned glulam timber structures, has been deeply investigated in this research. The estimation of equivalent viscous damping has been proposed in order to optimize the displacement-based design procedure for sizing the hysteretic dissipative devices of the bracing systems. The experimental seismic response of the braced model is evaluated in terms of global and local behaviour and nonlinear numerical analysis have been carried out within two different FEM software (Sap 2000 and OpenSees). The comparison of the results obtained from all configurations demonstrated that the dissipative bracing system improved the seismic performance of post-tensioned timber buildings reducing inter-storey drift with full re-centring capability. During all seismic tests no damages were observed to structural elements, only localized breakage of external replaceable devices occurred during the test with strongest earthquake. More than one hundred inelastic cycles were experimentally recorded from dynamic tests before the failure of devices.
The reliability of quasi-static testing procedures proposed by current seismic and guidelines codes for type tests and factory production control tests was also investigated. The number of cycles estimated from shaking table tests and non-linear dynamic analyses shows a decreasing trend with the increase of ductility demand in line with American standards testing requirements.
21
Tuken, Ahmet. "Quantifying Seismic Design Criteria For Concrete Buildings". Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/12604907/index.pdf.
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The amount of total and relative sway of a framed or a composite (frame-shear wall) building is of utmost importance in assessing the seismic resistance of the building. Therefore, the design engineer must calculate the sway profile of the building several times during the design process.
However, it is not a simple task to calculate the sway of a three-dimensional structure. Of course, computer programs can do the job, but developing the three-dimensional model becomes necessary, which is obviously tedious and time consuming.
An easy to apply analytical method is developed, which enables the determination of sway profiles of framed and composite buildings subject to seismic loading. Various framed and composite three-dimensional buildings subject to lateral seismic loads are solved by SAP2000 and the proposed analytical method. The sway profiles are compared and found to be in very good agreement. In most cases, the amount of error involved is less than 5 %.
The analytical method is applied to determine sway magnitudes at any desired elevation of the building, the relative sway between two consecutive floors, the slope at any desired point along the height and the curvature distribution of the building from foundation to roof level.
After sway and sway-related properties are known, the requirements of the Turkish Earthquake Code can be evaluated and / or checked.
By using the analytical method, the amount of shear walls necessary to satisfy Turkish Earthquake Code requirements are determined. Thus, a vital design question has been answered, which up till present time, could only be met by rough empirical guidelines.
A mathematical derivation is presented to satisfy the strength requirement of a three-dimensional composite building subject to seismic loading. Thus, the occurrence of shear failure before moment failure in the building is securely avoided.
A design procedure is developed to satisfy the stiffness requirement of composite buildings subject to lateral seismic loading. Some useful tools, such as executable user-friendly programs written by using &ldquoBorland Delphi&rdquo
, have been developed to make the analysis and design easy for the engineer. A method is also developed to satisfy the ductility requirement of composite buildings subject to lateral seismic loading based on a plastic analysis. The commonly accepted sway ductility of &
#956
&
#916
=5 has been used and successful seismic energy dissipation is thus obtained.
22
Haque, A. B. M. Rafiqul. "Seismic design of industrial rack clad buildings". Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/42326.
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Rack clad building (RCB) is a type of warehouse building system built using steel storage racks. Generally, these structures are larger and taller compared to regular storage racks commonly seen in superstores. These are built in a way that the peripheral frame can be used to support cladding. These structures possess some unique properties such as the members are built using thin walled perforated steel sections and the beam column joints utilizes teardrop connector in down isle direction. The hysteretic behavior of these connections is usually pinched type. Due to these properties the structure shows unique behavior under lateral loading. Until now very little research work has been carried out to determine the seismic performance of these structures. As RCB is a new type of structure, there exists no guideline in the current building codes for designing these structures against seismic loading. Here, a force and a direct displacement based design (DDBD) procedure have been adapted for designing RCB structures in the down isle direction. Finally, the performances of RCB frames designed under these two different methods have been compared and an optimum design method has been recommended for such type of structures.
23
Atkinson, Jeremy Charles Harry. "Seismic design of outrigger systems for tall buildings". Thesis, University of British Columbia, 2017. http://hdl.handle.net/2429/61271.
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Outrigger systems are an effective structural scheme that is commonly used in high-rise construction to increase stiffness and distribute the moment demand within the core to the exterior columns. Despite the on-going use of outrigger structural systems around the world, a formal seismic design procedure for outrigger system is missing. This thesis presents an equivalent energy-based design procedure (EEDP) to design outrigger systems for seismic applications. Using the concept of an energy balance, elastic single-degree of freedom systems are equated to equivalent nonlinear systems, and plastic mechanisms are used to derive design forces for the outrigger systems. EEDP allows engineers to design the outrigger-wall buildings to achieve different performance objectives at different seismic hazard levels, which is desirable for creating earthquake-resilient buildings. Three prototype outrigger-wall buildings of various heights were designed using the proposed procedure for a hypothetical site in Vancouver, Canada. Detailed finite element models were developed using OpenSees to assess the seismic performance of the prototype buildings. The results of the nonlinear time history analyses show that the prototypes can meet the performance objectives specified during the design procedure. Lastly, incremental dynamic analyses were conducted using the FEMA P695 methodology to quantify the seismic safety of outrigger systems designed using EEDP. The results show that the proposed EEDP is an effective method to design outrigger systems, where the structure can achieve sufficient margin of safety against collapse and satisfy multiple performance objectives at different hazard levels without iteration.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
24
Iqbal, Md Asif. "Seismic response and design of subassemblies for multi-storey prestressed timber buildings". Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2011. http://hdl.handle.net/10092/5379.
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Timber has experienced renewed interests as a sustainable building material in recent times. Although traditionally it has been the prime choice for residential construction in New Zealand and some other parts of the world, its use can be increased significantly in the future through a wider range of applications, particularly when adopting engineered wood material, Research has been started on the development of innovative solutions for multi-storey non-residential timber buildings in recent years and this study is part of that initiative. Application of timber in commercial and office spaces posed some challenges with requirements of large column-free spaces. The current construction practice with timber is not properly suited for structures with the aforementioned required characteristics and new type of structures has to be developed for this type of applications.
Any new structural system has to have adequate capacity for carry the gravity and lateral loads due to occupancy and the environmental effects. Along with wind loading, one of the major sources of lateral loads is earthquakes. New Zealand, being located in a seismically active region, has significant risk of earthquake hazard specially in the central region of the country and any structure has be designed for the seismic loading appropriate for the locality.
There have been some significant developments in precast concrete in terms of solutions for earthquake resistant structures in the last decade. The “Hybrid” concept combining post-tensioning and energy dissipating elements with structural members has been introduced in the late 1990s by the precast concrete industry to achieve moment-resistant connections based on dry jointed ductile connections. Recent research at the University of Canterbury has shown that the concept can be adopted for timber for similar applications. Hybrid timber frames using post-tensioned beams and dissipaters have the potential to allow longer spans and smaller cross sections than other forms of solid timber frames. Buildings with post-tensioned frames and walls can have larger column-free spaces which is a particular advantage for non-residential applications.
While other researchers are focusing on whole structural systems, this research concentrated on the analysis and design of individual members and connections between members or between member and foundation. This thesis extends existing knowledge on the seismic behaviour and response of post-tensioned single walls, columns under uni-direction loads and small scale beam-column joint connections into the response and design of post-tensioned coupled walls, columns under bi-directional loading and full-scale beam-column joints, as well as to generate further insight into practical applications of the design concept for subassemblies. Extensive experimental investigation of walls, column and beam-column joints provided valuable confirmation of the satisfactory performance of these systems. In general, they all exhibited almost complete re-centering capacity and significant energy dissipation, without resulting into structural damage. The different configurations tested also demonstrated the flexibility in design and possibilities for applications in practical structures.
Based on the experimental results, numerical models were developed and refined from previous literature in precast concrete jointed ductile connections to predict the behaviour of post-tensioned timber subassemblies. The calibrated models also suggest the values of relevant parameters for applications in further analysis and design. Section analyses involving those parameters are performed to develop procedures to calculate moment capacities of the subassemblies.
The typical features and geometric configurations the different types of subassemblies are similar with the only major difference in the connection interfaces. With adoption of appropriate values representing the corresponding connection interface and incorporation of the details of geometry and configurations, moment capacities of all the subassemblies can be calculated with the same scheme. That is found to be true for both post-tensioned-only and hybrid specimens and also applied for both uni-directional and bi-directional loading. The common section analysis and moment capacity calculation procedure is applied in the general design approach for subassemblies.
25
Piscal, Arévalo Carlos Mario. "New design considerations for seismic isolated buildings in Colombia". Doctoral thesis, Universitat Politècnica de Catalunya, 2018. http://hdl.handle.net/10803/663457.
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An important percentage of Colombian population is located in medium-to-high seismicity zones (NSR-10, 2010). Therefore, it is important to protect the buildings, principally the highly crowded ones, and those that are considered as indispensables for community attention after an earthquake event. One most successful techniques for structural protection is base (seismic) isolation; despite their obvious advantages, in Latin America (and, more specifically, in Colombia), its use is still only limited, whit a low number of isolated buildings. This situation can be due to several reasons: insufficient awareness of this technology, poor knowledge of the involved professionals (i.e. engineers) in design and construction of isolated structures, and lack of local design codes; this last circumstance, forces employing foreign regulations (ASCE 7 in the Colombian case) that do not account for the local characteristics and frequently lead to relevant cost increases. The objective of this Thesis is to promote base isolation in Colombia and other close countries; with this aim, the following tasks are performed: (i) to study and compare the requirements of different major seismic isolation regulations (Japan, China, Russia, Italy, USA, Chile, México), (ii) inside each code, to contrast the results (in terms of forces and displacements) obtained from approximated analysis methods (lateral equivalent method) and more sophisticated procedures (time-history analysis), (iii) to propose (for Colombia) damping modification factors for design spectra, and (iv) to formulate new considerations for design of isolated structures in Colombia (to be converted into a national design code).La mayoría de la población colombiana se encuentra ubicada en zonas de amenaza sísmica alta e intermedia (NSR-10, 2010) por lo cual es de suma importancia la protección de las edificaciones, con una especial atención en las que albergan un considerable número de personas y aquellas que son consideradas como indispensables para la atención de la comunidad después de un evento sísmico. Dentro de las más recientes y exitosas medidas de protección de estructuras a nivel mundial, se encuentra el denominado aislamiento de base; a pesar de sus notorias ventajas, en Latinoamérica y más específicamente en Colombia, su uso es aún limitado. Lo anterior puede deberse, entre otras, a las siguientes razones: escasa divulgación en la zona de esta técnica y de las ventajas de su uso, falta del conocimiento necesario (por parte de los profesionales de la construcción) para llevar a cabo los procesos requeridos de diseño y construcción, y a la ausencia de una normativa nacional específica; esta última circunstancia es relevante, dado que la normativa internacional que se aplica en su lugar (ASCE 7 en el caso colombiano) no recoge las particulares locales y puede generar sobrecostos importantes. El objetivo final de esta investigación es consolidar el aislamiento sísmico en Colombia y en otros países próximos; para alcanzar este propósito, en esta investigación se llevan a cabo las siguientes actividades: (i) se estudian y comparan los requisitos estipulados en diferentes normativas de aislamiento sísmico desarrolladas a nivel mundial (Japón, China, Rusia, Italia, USA, Chile, México), (ii) en cada uno de estos códigos, se contrastan los resultados de fuerzas y desplazamientos obtenidos mediante métodos aproximados de análisis (Fuerza horizontal equivalente) y los resultados obtenidos mediante métodos más sofisticados (análisis dinámico cronológico), (iii) se proponen, para Colombia, factores modificadores del espectro de diseño en función del amortiguamiento, y (iv) se formulan nuevas consideraciones para el diseño de estructuras aisladas en Colombia (embrión de una normativa propia)
26
Zhang, Xiaoyue. "Seismic design of timber steel hybrid high-rise buildings". Thesis, University of British Columbia, 2017. http://hdl.handle.net/2429/61985.
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Timber-steel hybrid systems utilize timber as main construction material, but also take advantage of the ductility and stiffness that steel provides. For a novel hybrid system to gain recognition, experimental data must be supported by numerical analysis to predict its structural performance. “Finding the Forest Through the Trees” (FFTT) is one proposal for a timber-steel hybrid system using mass-timber panels as shear walls and floor slabs connected with steel header beams.
This thesis presents research to evaluate the seismic performance of the FFTT hybrid system using experimental methods, numerical modeling, and reliability analysis. The FFTT system was investigated on two levels: i) component design, and ii) system design. On the component level, the strength, stiffness, ductility, and failure mechanisms of the two key connections were evaluated experimentally. CLT (Cross Laminated Timber) wall to steel beam connection tests results demonstrated that appropriate connection layouts can lead to the desired failure mechanism while avoiding crushing of the mass-timber panels. For the hold-down connection, a modified HSK (Holz-Stahl-Komposit) assembly with high force and stiffness capacity together with ductile behaviour was proposed. On the system level, the seismic response of the FFTT system with different ductility values was investigated using nonlinear 2D and 3D models subjected to a number of ground motion acceleration records. The seismic reliability with various uncertainties was analysed in order to investigate the FFTT system from a performance based approach. Based on the results, an appropriate seismic force reduction factor specific to the FFTT system was proposed. Finally, a feasibility study confirmed the possibility of the practical application of this system. This thesis can serve as a precursor for developing design guidelines for tall wood-hybrid building systems in seismic regions.Forestry, Faculty of
Graduate
27
Manafpour, Alireza. "Force and displacement-based seismic design of RC buildings". Thesis, Imperial College London, 2002. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.398834.
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28
Zou, Xiaokang. "Optimal seismic performance-based design of reinforced concrete buildings /". View Abstract or Full-Text, 2002. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202002%20ZOU.
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29
Sarvghad-Moghadam, Abdoreza. "Seismic torsional response of asymmetrical multi-storey frame buildings". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0003/NQ42874.pdf.
Pełny tekst źródła
30
Panagiotou, Marios. "Seismic design, testing and analysis of reinforced concrete wall buildings". Diss., Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC campuses, 2008. http://wwwlib.umi.com/cr/ucsd/fullcit?p3307372.
Pełny tekst źródłaStreszczenie:
Thesis (Ph. D.)--University of California, San Diego, 2008.Title from first page of PDF file (viewed July 22, 2008). Available via ProQuest Digital Dissertations. Vita. Includes bibliographical references (p. 241-247).
31
Pilette, Claude F. "Seismic response and design of single-storey precast concrete buildings". Thesis, McGill University, 1991. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=70190.
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A series of eight full-scale precast concrete columns and one precast pretensioned wall panel were tested to determine their reversed cyclic loading responses. The specimens represent typical single-storey precast members including the connections to the foundations. This experimental study illustrates the performance of specimens designed using the current design approach recommended by PCI and CPCI. Methods of increasing the stiffness of the connections and improving the levels of ductility are presented. Details consistent with the seismic design provisions of the CSA Standard were investigated and the resulting performance of the columns and the panel are assessed in terms of expected R factors of the National Building Code of Canada (1990).Analytical models are presented to enable the prediction of the reversed cyclic loading responses of the precast column-foundation and wall-foundation subassemblages. These analytical models are compared with the test results and also enabled the assessment of the performance of single-storey precast concrete structures by non-linear dynamic analyses. Design guidelines are presented for single-storey precast structures located in moderate seismic zones.
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Newcombe, Michael Paul. "Seismic Design of Post-Tensioned Timber Frame and Wall Buildings". Thesis, University of Canterbury. Department of Civil and Natural Resources Engineering, 2011. http://hdl.handle.net/10092/6399.
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Currently there is a worldwide renaissance in timber building design. At the University of Canterbury, new structural systems for commercial multistorey timber buildings have been under development since 2005. These systems incorporate large timber sections connected by high strength post-tensioning tendons, and timber-concrete composite floor systems, and aim to compete with existing structural systems in terms of cost, constructability, operational and seismic performance.
The development of post-tensioned timber systems has created a need for improved lateral force design approaches for timber buildings. Current code provisions for seismic design are based on the strength of the structure, and do not adequately account for its deformation. Because timber buildings are often governed by deflection, rather than strength, this can lead to the exceedence of design displacement limitations imposed by New Zealand codes. Therefore, accurate modeling approaches which define both the strength and deformation of post-tensioned timber buildings are required. Furthermore, experimental testing is required to verify the accuracy of these models.
This thesis focuses on the development and experimental verification of modeling approaches for the lateral force design of post-tensioned timber frame and wall buildings.
The experimentation consisted of uni-direcitonal and bi-directional quasi-static earthquake simulation on a two-thirds scale, two-storey post-tensioned timber frame and wall building with timber-concrete composite floors. The building was subjected to lateral drifts of up to 3% and demonstrated excellent seismic performance, exhibiting little damage. The building was instrumented and analyzed, providing data for the calibration of analytical and numerical models.
Analytical and numerical models were developed for frame, wall and floor systems that account for significant deformation components. The models predicted the strength of the structural systems for a given design performance level. The static responses predicted by the models were compared with both experimental data and finite element models to evaluate their accuracy.
The frame, wall and floor models were then incorporated into an existing lateral force design procedure known as displacement-based design and used to design several frame and wall structural systems. Predictions of key engineering demand parameters, such as displacement, drift, interstorey shear, interstorey moment and floor accelerations, were compared with the results of dynamic time-history analysis.
It was concluded that the numerical and analytical models, presented in this thesis, are a sound basis for determining the lateral response of post-tensioned timber buildings. However, future research is required to further verify and improve these prediction models.
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Farsi, Mohammed Naboussi. "Identification des structures de génie civil à partir de leurs réponses vibratoires : vulnérabilité du bâti existant". Université Joseph Fourier (Grenoble), 1996. http://www.theses.fr/1996GRE10257.
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Le but de ce travail est de developper des outils pour la determination des caracteristiques vibratoires des structures de genie civil, et leur application en vue d'une amelioration de la reglementation parasismique, voire d'une estimation de la vulnerabilite sismique. Une technique d'identification multi-excitations est presentee, permettant la prise en compte des couplages entre les differents types de mouvements, et egalement celle de l'interaction sol-structure. Elle est ensuite appliquee a deux types de donnees: le premier provient d'une experience sur table vibrante (donnees cassba), et le second d'un ensemble de 49 batiments californiens ayant subi divers seismes recents. L'analyses des donnees cassba montre, outre des non-linearites pour l'essentiel reversibles dependant du niveau d'excitation, un tres fort controle des mouvements par le decollement de la base. L'importance numerique du de donnees californiennes permet d'etablir des relations statistiques correlant la periode et l'amortissement des modes fondamentaux aux dimensions geometriques (dont la plus importante est la hauteur), et a la structure du batiment. Leur comparaison avec certaines formules reglementaires (ubc88, rpa88, afps90), montre clairement le caractere conservatif des formules francaises. Par ailleurs, l'analyse comparative des erreurs residuelles entre les identifications mono et multi-excitations suggere l'importance des couplages entre les mouvements transverses et longitudinaux, et, pour certains batiments, de l'interaction sol-structure. Un troisieme volet amorce une etude de vulnerabilite du bati existant dans l'agglomeration grenobloise. Les differentes methodes utilisees conduisent toutes a des resultats similaires, indiquant un risque sismique non-negligeable dans cette ville, compte tenu des phenomenes d'amplification qui affectent l'ensemble de la cuvette. En outre, les mesures de bruits de fond realises sur quelques dizaines de batiments grenoblois montrent d'une part la fiabilite de cette methode simple pour l'estimation des frequences propres et des deformees modales, et d'autre part, la meilleure representativite des formules afps90 pour les batiments a murs-voiles
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Korany, Yasser Drysdale Robert G. "Rehabilitation of masonry walls using unobtrusive FRP techniques for enhanced out-of-plane seismic resistance /". *McMaster only, 2004.
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Bernardini, Gabriele. "A “behavioural design” approach for architectural spaces design. Development of tools and solutions for fire and earthquake emergency evacuation at different scales". Doctoral thesis, Università Politecnica delle Marche, 2016. http://hdl.handle.net/11566/242972.
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La sicurezza degli spazi architettonici in emergenza implica una corretta gestione del processo di evacuazione. L’attuale approccio alla progettazione è influenzato da determinismo e schematicità: si suppone che conformazione di spazi e facilities (sistemi di wayfinding) sia di per sè in grado di plasmare il comportamento umano. Il progettista spesso adotta metodi semplificati (da manuali e norme) che considerano l’evacuazione un evento fluidodinamico con scelte umane rigidamente codificate. La letteratura dimostra però come i rapporti uomo-ambiente rendano vane le soluzioni comunemente adottate. Inoltre, stessi problemi sono riscontrati a grande (spazi urbani) e piccola scale (singoli edifici).
Lo studio propone un nuovo approccio: il behavioural design (BD) intende progettare spazio e facilities basandosi sul reale comportamento umano. Le fasi principali sono perciò comprensione del comportamento umano con prove sperimentali, sviluppo e validazione di simulatori di evacuazione; analisi del processo per individuarne le criticità; proposta di soluzioni e valutazione dell’impatto tramite simulatore o prove reali.
La metodologia BD è applicata a 2 casi riguardanti scenari esistenti complessi. Cardine è minimizzare gli interventi grazie alla localizzazione dei punti critici del processo e alla progettazione di nuovi componenti edilizi.
Il primo caso ha visto lo sviluppo di un modello per la simulazione dell’evacuazione post-sisma su scala urbana. Il modello può essere usato per stimare il rischio includendo il fattore umano, valutare l’efficacia di interventi su edifici ed asseto urbano, e di procedure di emergenza.
Il secondo caso sviluppa nuovi sistemi di wayfinding in edifici storici (teatri). Essi sono progettati per interagire efficacemente con le persone, guidandole attraverso le corrette vie di fuga, e senza apportare sostanziali modifiche al layout architettonico. Il lavoro è stato svolto anche in coordinazione con il cluster TAV-progetto SHELL O.R.4.4.Occupants' safety in architectural spaces during an emergency is essentially connected to the evacuation process. Current strategies are influenced by a schematic and deterministic approach: it is supposed that building layout and wayfinding systems can directly induce individuals’ behaviors. Interventions on buildings could be enough for reducing people risk, because occupants would surely behave in “the correct way” (e.g.: using right paths). This approach seems to exclude behavioral aspects: experiments demonstrate enormous differences between theoretical and real behaviors in evacuation. Same problems are noticed at both small (building) and wide (urban) scale. Hence, this study focuses on a behavioral point of view and defines a “behavioral design” (BD) approach for increasing people’s safety in architectural spaces. BD is aimed at adapting architectural spaces depending on human behaviors! Hence, method phases include: understanding behaviors in emergency through experiments/real world events; defining and validating evacuation simulation model; analyzing emergency processes through simulator; proposing design solutions based on retrieved critical behaviors and verifying their impact by simulator or drills. The BD method effectiveness is shown by 2 cases. Firstly, an earthquake pedestrians’ evacuation simulator is developed. The model is able to represent man-environment interferences in damaged scenarios and can be used for evaluating vulnerability-reduction interventions on buildings, urban planning and rescuers’ management strategies. The second case concerns wayfinding systems definition in building heritage (theater). Systems are defined so as to address correct evacuation path choices, by reducing overall risks with no architectural modifications. This issue is considerably significant in these buildings because of preservation principles and minimum intervention criterion. This work was developed in accordance with “TAV-progetto SHELL-O.R.4.4” activities.
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Dunbar, Andrew James McLean. "Seismic Design of Core-Wall Systems for Multi-Storey Timber Buildings". Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2014. http://hdl.handle.net/10092/9047.
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This thesis discusses the results of experimental tests on two post-tensioned timber core-walls, tested under bi-directional quasi-static seismic loading. The half-scale two-storey test specimens included a stair with half-flight landings.
Multi-storey timber structures are becoming increasingly desirable for architects and building owners due to their aesthetic and environmental benefits. In addition, there is increasing public pressure to have low damage structural systems with minimal business interruption after a moderate to severe seismic event.
Timber has been used extensively for low-rise residential structures in the past, but has been utilised much less for multi-storey structures, traditionally limited to residential type building layouts which use light timber framing and include many walls to form a lateral load resisting system. This is undesirable for multi-storey commercial buildings which need large open spaces providing building owners with versatility in their desired floor plan. The use of Cross-Laminated Timber (CLT) panels for multi-storey timber buildings is gaining popularity throughout the world, especially for residential construction.
Previous experimental testing has been done on the in-plane behaviour of single and coupled post-tensioned timber walls at the University of Canterbury and elsewhere. However, there has been very little research done on the 3D behaviour of timber walls that are orthogonal to each other and no research to date into post-tensioned CLT walls.
The “high seismic option” consisted of full height post-tensioned CLT walls coupled with energy dissipating U-shaped Flexural Plates (UFPs) attached at the vertical joints between coupled wall panels and between wall panels and the steel corner columns. An alternative “low seismic option” consisted of post-tensioned CLT panels connected by screws, to provide a semi-rigid connection, allowing relative movement between the panels, producing some level of frictional energy dissipation.
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Feghali, Habib Labib. "Seismic performance of flexible concrete structures /". Digital version accessible at:, 1999. http://wwwlib.umi.com/cr/utexas/main.
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Filiatrault, Andre. "Seismic design of friction damped braced steel plane frames by energy methods". Thesis, University of British Columbia, 1988. http://hdl.handle.net/2429/28776.
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The investigation described in this thesis represents the first known attempt to develop a simplified method for the seismic design of structures equipped with a novel friction damping system. The system has been shown experimentally to perform very well and is an exciting development in earthquake resistant design. The design of a building equipped with the friction damping system is achieved by determining the optimum slip load distribution to minimize structural response.
A new efficient numerical modelling approach for the analysis and design of Friction Damped Braced Frames (FDBF) is presented. The hysteretic properties of the friction devices are derived theoretically and included in a Friction Damped Braced Frame Analysis Program (FDBFAP), which is adaptable to a microcomputer environment. The optimum slip load distribution is determined by minimizing a Relative Performance Index (RPI) derived from energy concepts.
The steady-state response of a single storey friction damped structure subjected to sinusoidal ground motion is investigated analytically. Basic design information on the optimum slip load for the friction device is obtained. The parameters governing the optimum slip load, which minimizes the amplitude for any forcing frequency, are derived. The study indicates that the optimum slip load depends on the characteristics of the ground motion and of the structure.
Using variational principles on a shear beam analogy, an optimum slip load distribution along the height of the structure is derived when the total amount of slip load is specified. It is shown that the optimum slip load is proportional to the slope of the deflected shape of the structure. The results of the study reveal that only a small improvement in the response is obtained by using this optimum distribution
compared to the response obtained with a uniform distribution. Therefore the use of an optimum uniform distribution seems adequate for the design of friction damped structures.
Taking into account the analytical results obtained, FDBFAP is then used in a parametric study which leads to the construction of a design slip load spectrum. The spectrum depends on the properties of the structure and ground motion anticipated at the construction site. It is believed that the availability of this design slip load spectrum will lead to a greater acceptance by the engineering profession of this new and innovative structural concept.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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Malushte, Sanjeev R. "Prediction of seismic design response spectra using ground characteristics". Thesis, Virginia Tech, 1987. http://hdl.handle.net/10919/45802.
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The available earthquake records are classified into five groups according to their site stiffness and epicentral distance as the grouping parameters. For the groups thus defined, normalized response spectra are obtained for single-degree-ofâ freedom and massless oscillators. The effectiveness of the grouping scheme is examined by studying the variance of response quantities within each group. The implicit parameters of average frequency and significant duration are obtained for each group and their effect on the response spectra is studied. Correlation analyses between various ground motion characteristics such as peak displacement, velocity, acceleration and root mean square acceleration are carried out for each group.
Smoothed design spectra for relative and pseudo velocities and relative acceleration responses of single degree of freedom oscillators and the velocity and acceleration responses of massless oscillators are proposed for each group. Methods to predict relative velocity and relative acceleration spectra directly from the pseudo velocity spectra are presented. It is shown that the relative spectra can be reliably estimated from the pseudo spectra. The site dependent design spectra are defined for a wide range of oscillator periods and damping ratios.
Master of Science
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Stallbaumer, Cassandra. "Design comparison of hybrid masonry types for seismic lateral force resistance for low-rise buildings". Thesis, Kansas State University, 2016. http://hdl.handle.net/2097/32534.
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Master of ScienceArchitectural Engineering and Construction Science
Kimberly W. Kramer
The term hybrid masonry describes three variations of a lateral force resisting system that utilizes masonry panels inside steel framing to resist lateral loads from wind or earthquakes. The system originates from the rich history of masonry in the construction industry and is currently used in low-rise, low-seismic, wind-governed locations within the United States. Considerable research is focused on hybrid systems to prove their validity in high-seismic applications. The three variations of hybrid masonry are known by number. Type I hybrid masonry utilizes the masonry panel as a non-load-bearing masonry shear wall. Shear loads from the diaphragm are transferred into the beam, through metal plates, and over an air gap to the top of the masonry panel. The masonry panel transfers the shear to the beam below the panel using compression at the toe of the wall and tension through the reinforcement that is welded to the beam supporting the masonry. Steel framing in this system is designed to resist all gravity loads and effects from the shear wall. Type II hybrid masonry utilizes the masonry as a load-bearing masonry shear wall. The masonry wall, which is constructed from the ground up, supports the floor live loads and dead load of the wall, as well as the lateral seismic load. Shear is transferred from the diaphragm to the steel beam and into the attached masonry panel via shear studs. The masonry panel transfers the seismic load using compression at the toe and opposite corner of the panel. Type III hybrid masonry also utilizes the masonry panel as a load-bearing masonry shear wall, but the load transfer mechanisms are more complicated since the panel is attached to the surrounding steel framing on all four sides of the panel. This study created standard building designs for hybrid systems and a standard moment frame system with masonry infill in order to evaluate the validity of Type I and II hybrid masonry. The hybrid systems were compared to the standard of a moment frame system based on constructability, design, and economics.
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Robertson, Kathryn Louise. "Probabilistic seismic design and assessment methodologies for the new generation of damage resistant structures". Thesis, University of Canterbury. Civil Engineering, 2005. http://hdl.handle.net/10092/1093.
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Following the evolution of a damage avoidance design (DAD) frame system, with rocking beam-column joints, at the University of Canterbury, analytical studies are carried out to evaluate the performance of proposed structures, and verify the proposed design methodology. A probabilistic seismic risk assessment methodology is proposed, from which the expected annualised financial loss (EAL) of a structure can be calculated. EAL provides a consistent basis for comparison of DAD frame systems with state-of-practice ductile monolithic construction. Such comparison illustrates the superior performance of DAD frame systems. The proposed probabilistic seismic assessment methodology requires the response of the structure to be evaluated over a range of seismic intensities. This can be achieved by carrying out an incremental dynamic analysis, explicitly considering seismic randomness and uncertainty; or from a pushover analysis, and assuming an appropriate value of the dispersion. By combining this information with the seismic hazard, probabilistic response curves can be derived, which when combined with information about damage states for the particular structure, can be transformed into 'resilience curves'. Integration of information regarding the financial loss occurring due to each of the damage states, results in an estimate of EAL.
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Burdisso, R. A. "Seismic response analysis of multiply connected secondary systems". Diss., Virginia Polytechnic Institute and State University, 1986. http://hdl.handle.net/10919/49996.
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An analytical formulation for seismic analysis of multiply supported secondary systems is developed. The formulation is based on the random vibration theory of structural systems subjected to correlated inputs at several points. The response of the secondary systems is expressed as a combination of the dynamic, pseudo-static and cross response components. The dynamic part is associated with the inertial effect induced by the support accelerations. The pseudo-static part is due to the relative displacement between supports, and the cross part takes into account the correlation between these two parts of the response. The seismic input in this approach is defined in terms of the auto and cross pseudo-acceleration and relative velocity floor spectra. The information about floor displacements and velocities as well as their correlations is required for calculating the pseudo-static and cross response components. These inputs can be directly obtained from the ground response spectra. The interaction effect between the primary and secondary systems is studied. This effect is specially significant when the modes of the secondary system are tuned or nearly tuned to the modes of the primary system. The floor spectral inputs are appropriately modified to take into account this interaction effect. The design response of the secondary system when computed with these modified floor inputs will incorporate the interaction effect. The applicability of the proposed methods is demonstrated by several numerical examples.Ph. D.
incomplete_metadata
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Nguyen, Quan Viet. "Seismic Energy Dissipation of Steel Buildings Using Engineered Cladding Systems". Amherst, Mass. : University of Massachusetts Amherst, 2009. http://scholarworks.umass.edu/theses/373/.
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Kim, Sang-Cheol. "Seismic assessment of low-rise shear wall buildings with non-rigid diaphragms". Diss., Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/20755.
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Loots, Jurie. "Computational assessment of seismic resistance of RC framed buildings with masonry infill". Thesis, Stellenbosch : Stellenbosch University, 2005. http://hdl.handle.net/10019.1/50299.
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Thesis (MScIng)--Stellenbosch University, 2005.Some digitised pages may appear illegible due to the condition of the original hard copy.
ENGLISH ABSTRACT: Reinforced concrete (RC) frames with unreinforced masonry infill form the structural system of many buildings and this is also true for South Africa. It is common practice to consider the masonry infill as a non-structural component and therefore it does not contribute to the performance of the Re frame buildings under lateral loading such as earthquake loading. This is done by leaving a sufficient gap between the Re frame and the infill. This ensures that there is no contact between the frame and the infill during an earthquake event. However, it has been suggested that masonry infill can play a significant role in the performance of a Re frame building under lateral loading. The first part of the study focuses on the South African situation. The relevance of shear walls in these Re frame buildings as well as the size of the gap (between frame and infill) left in practice, are investigated. This is done by finite element analysis. The second part of the study focuses on the effects that the infill can have on the global performance of the structure when there is full contact between the Re frames and infill. The effect of openings in the infill to the response of the frame is also investigated. Finite element models of single span Re frames with infill is built and analyzed in order to investigate possible damage to the infill, frame infill interaction and to obtain the non linear stiffness of the frame with infill as a whole. This obtained non linear stiffness can be modelled in Diana as a non linear spring that will be used in the development of a simplified analysis method. The simplified method developed consists of a frame and two such non linear springs, placed diagonally, and which have the same force versus displacement behaviour as the original frame with infill. These single span frames can be added together to model a whole frame. In a first step to generalise the simplified method, various geometries of infills are considered, varying span and height, as well as opening percentage, representing windows and doors of varying total area and positioning. However, in this study a single masonry type, namely solid baked clay bricks set in a general mortar, is considered. To generalise the approach further, other masonry types can be considered in the same way. The use of these springs in a simplified model saves computational time and this means that larger structures can be modelled in Diana to investigate response of'Rf' frame buildings with infill. The work reported in this thesis considers only in-plane action. Out-of-plane-action of the masonry infill has been reported in the literature to be considerable, under the condition that it is sufficiently tied to the frame to prevent mere toppling over, causing life risking hazards in earthquake events. This matter should be studied in continuation of the current research to generalise the simple approach to three dimensions.
AFRIKAANSE OPSOMMING: Gewapende betonrame (GBR-e) met ongewapende messelwerk invulpanele (invul) vorm die strukturele ruggraat van vele geboue en dit geld ook vir geboue in Suid-Afrika. Dit is algemene praktyk om die invulpaneel in sulke geboue as 'n nie-strukturele komponent te beskou. Daarvolgens dra dit nie by tot die gedrag van 'n GBR gebou onderhewig aan 'n aarbewing nie. Dit word bereik deur 'n groot genoeg gaping tussen die betonraam en die invul te los. Die gevolg is dat daar geen kontak tussen die betonraam en die invul plaasvind indien daar 'n aardbewing sou voorkom nie. Dit is egter voorgestel dat invul 'n noemenswaardige rol kan speel in die gedrag van 'n GBR gebou onderwerp aan 'n horisontale las. Die eerste deel van die studie fokus op die Suid-Afrikaanse situasie. Die relavansie van skuifmure in GBR geboue asook die grootte van die gaping (tussen die raam en invul) wat in die praktyk gebruik word, word ondersoek. Dit word gedoen met behulp van eindige element analises. Die tweede deel van die studie fokus op die effek wat invul kan hê op die globale gedrag van 'n struktuur wanneer daar volle kontak tussen die GBR en die invul is. Die effek wat die teenwoordigheid van openinge in die invul kan hê op die gedrag van 'n GBR is ook ondersoek. Eindige element modelle van enkelspan GBR met invul is gemodelleer en geanaliseer om die moontlike skade aan die invul, die interaksie tussen die GBR en die invul asook die nie-lineêre styfheid van die raam en invul as 'n geheel, te ondersoek. Hierdie nielineêre styfheid kan in Diana as 'n nie-lineêre veer gemodelleer word en word gebruik in die ontwikkeling van 'n vereenvoudigde metode. Hierdie vereenvoudigde metode wat ontwikkel is, bestaan uit 'n raam en twee sulke nielineêre vere (diagonaal geplaas). Die raam met vere het dieselfde krag teenoor verplasingsgedrag as die van die oorspronklike raam met invul wat dit voorstel. Hierdie rame kan saamgevoeg word om 'n raam uit 'n gebou as 'n geheel te modelleer. Verskeie invul geometrieë word gebruik in die analises in 'n eerste stap om die vereenvoudigde metode te veralgemeen. Die span en hoogte asook opening persentasie van die invul word gevariëer om vensters en deure van veskeie grootte en posisie voor te stel. In die studie, 'n enkel messelwerk tipe, naamlik solied klei bakstene geset in algemene mortar, word gebruik. Ander messelwerk tipes kan gebruik word om die metode verder te veralgemeen. Die gebruik van die vere in die vereenvoudigde metode spaar berekenings tyd en dit beteken dat groter strukture in Diana gemodelleer kan word om die gedrag van GBR geboue met invul te ondersoek. Die werk gedoen in die tesis neem slegs in-vlak aksie in ag. Literatuurstudie dui daarop dat goeie uit-vlak-aksie van messelwerk invul bestaan, mits dit goed geanker is aan die raam om te verseker dat dit nie kan omval en 'n gevaar vir lewens in 'n aardbewing inhou nie. Dit behoort verder bestudeer te vord in die vervolging van die huidige ondersoek om die vereenvoudige metode na drie dimensies te veralgemeen.
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Velasco, Cesar A. Morales. "Substructure Synthesis Analysis and Hybrid Control Design for Buildings under Seismic Excitation". Diss., Virginia Tech, 1997. http://hdl.handle.net/10919/30367.
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We extend the application of the substructure synthesis method to more complex structures, and establish a design methodology for base isolation and active control in a distributed model of a building under seismic excitation. Our objective is to show that passive and active control complement each other in such an advantageous manner for the case at hand, that simple devices for both types of control are sufficient to achieve excellent response characteristics with very low control forces.
The Rayleigh-Ritz based substructure synthesis method proved to be highly successful in analyzing a structure more complex than the ones previously analyzed with it. Comparing the responses of the hybridly controlled building and the conventional fixed building under El Centro excitation, we conclude that the stresses are reduced by 99.6 %, the base displacement is reduced by 91.7 % and the required control force to achieve this is 1.1 % of the building weight.Ph. D.
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Goodwin, Elliott Richard. "Experimental evaluation of the seismic performance of hospital piping subassemblies". abstract and full text PDF (free order & download UNR users only), 2004. http://0-gateway.proquest.com.innopac.library.unr.edu/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1433293.
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Madsen, Lasse P. B. "Control of seismic response of buildings using damping systems in shear walls". Thesis, Queensland University of Technology, 2001. https://eprints.qut.edu.au/36149/1/36149_Madsen_2001.pdf.
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When buildings are subjected to random, unpredictable loads such as earthquakes, explosions and wind, it is imperative to dissipate some, and preferably, most of the
input energy through pre-determined and well designed mechanisms. This is done so that less energy is available to deform the structure, thereby avoiding its failure and
collapse. Structures using traditional materials such as concrete and steel can employ 'plastic hinges' to achieve stable hysteretic behaviour at non-collapse inducing
locations within the framing system. This behaviour achieves varying degrees of amping, which is usually limited to 5% of critical. In addition to using plastic
hinges, the input energy can also be absorbed by the use of damping devices. This study investigates the influence of mechanical control on structural systems through the application of strategically located component elements with reliable damping and stiffuess properties that can modulate the response. The effects of
installing such damping elements at two particular locations have been investigated.
These positions are between the shear walls near the coupling beams and within cutout sections of the wall elements in multi-storey structures. These specially
manufactured energy dissipaters are assumed to be most beneficial when placed close to the source of excitation - the lower levels for earthquakes and explosions,
and the upper levels for winds. Results have indicated that reasonable response reduction was possible by using such dampers.
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Slovenec, Derek. "Seismic Evaluation, Rehabilitation, and Improved Design of Sub-Standard Steel Concentrically Braced Frame Buildings". Case Western Reserve University School of Graduate Studies / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=case1447928866.
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Toker, Saadet. "Developing An Innovative Architectural And Structural Solution For Seismic Strengthening Of Reinforced Concrete Residential Buildings". Phd thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12604985/index.pdf.
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The recent earthquakes in Turkey have shown the poor seismic performance of reinforced concrete. This led to widespread utilization of several strengthening methods, each of which is convenient in different aspects. However, what is required to apply any of these methods is to evacuate the building in question since the interruptions are mostly within the building and to the structural members.
This study proposes a method for external strengthening of typical five storey reinforced concrete buildings that represent the majority of the built environment in Turkey. The method suggests addition of shear walls, which are connected to each other by means of diaphragms on two floor levels, to the existing external columns at four corners of the building. The positive effect of shear walls in seismic performance is already knownhowever
basically, the aim of this study is to discuss the feasibility of the proposed method in terms of architectural viewpoint since the method unavoidably covers great modifications on the architectural form of the building. Hence, the research mostly explores whether it is possible to give the reinforced concrete residential buildings, which constitute the majority of the built environment especially after 1950s due to the unhealthy urbanization period in Turkey, a common characteristic appearance by means of external structural members. As a whole, proposing an external strengthening method that provides not to evacuate the space, the study searches to obtain a typical faç
ade resemblance by means of additional structural members.