Dissertationen: „Structural frames“

1

Rudman, Chantal. „Investigation into the structural behaviour of portal frames“. Thesis, Stellenbosch : University of Stellenbosch, 2009. http://hdl.handle.net/10019.1/1853.

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2

Mohamed, Salah-Eldin A. „Elastic-plastic instability of plane frames“. Diss., Georgia Institute of Technology, 1989. http://hdl.handle.net/1853/12092.

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3

White, M. J. „Dynamic characteristics of infilled frames“. Thesis, University of Bradford, 1985. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.355241.

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4

Yan, Zhihao, und 阎志浩. „Nonlinear dynamic analysis and strcutural identification of frames“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2009. http://hub.hku.hk/bib/B43224076.

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5

Yan, Zhihao. „Nonlinear dynamic analysis and strcutural identification of frames“. Click to view the E-thesis via HKUTO, 2009. http://sunzi.lib.hku.hk/hkuto/record/B43224076.

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6

Dai, Li. „Design and structural analysis of sofa frames“. Diss., Mississippi State : Mississippi State University, 2007. http://library.msstate.edu/etd/show.asp?etd=etd-10262007-100150.

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7

羅征桂 und Ching-quei Lo. „Study of multibay and multistorey infilled frames“. Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 1988. http://hub.hku.hk/bib/B31231640.

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8

Lo, Ching-quei. „Study of multibay and multistorey infilled frames /“. [Hong Kong] : University of Hong Kong, 1988. http://sunzi.lib.hku.hk/hkuto/record.jsp?B12428620.

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9

Sawan, Hassan Tayseer. „NONLINEAR STABILITY OF PORTAL FRAMES WITH ELASTIC END RESTRAINTS“. Thesis, The University of Arizona, 1985. http://hdl.handle.net/10150/275410.

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10

Kaveh, Mohammad. „Topological optimization of rigidly jointed space frames“. Thesis, Cardiff University, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.238227.

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11

Zhou, Qing. „Combined linear/nonlinear stability analysis of plane and space frames“. Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-07112009-040327/.

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12

Bourahla, Nouredine. „Knee bracing system for earthquake resisting steel frames“. Thesis, University of Bristol, 1990. http://hdl.handle.net/1983/d4ba97ab-0a65-4469-8a69-776a009514d9.

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13

Atlayan, Ozgur. „Hybrid Steel Frames“. Diss., Virginia Tech, 2013. http://hdl.handle.net/10919/50562.

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The buildings that are designed according to the building codes generally perform well at severe performance objectives (like life safety) under high earthquake hazard levels. However, the building performance at low performance objectives (like immediate occupancy) under low earthquake hazards is uncertain. The motivation of this research is to modify the design and detailing rules to make the traditional systems perform better at multi-level hazards.

This research introduces two new structural steel systems: hybrid Buckling Restrained Braced Frames (BRBF) and hybrid steel Moment Frames (MF). The "hybrid" term for the BRBF system comes from the use of different steel material including carbon steel (A36), high-performance steel (HPS) and low yield point (LYP) steel. The hybridity of the moment frames is related to the sequence in the plastification of the system which is provided by using weaker and stronger girder sections. Alternative moment frame connections incorporating the use of LYP steel plates are also investigated.

The hybrid BRBF approach was evaluated on seventeen regular (standard) frames with different story heights, seismic design categories and building plans. By varying the steel areas and materials in the BRB cores, three hybrid BRBFs were developed for each regular (standard) frame and their behavior was compared against each other through pushover and incremental dynamic analyses. The benefits of the hybridity were presented using different damage measures such as story accelerations, interstory drifts, and residual displacements. Collapse performance evaluation was also provided.

The performance of hybrid moment frames was investigated on a design space including forty-two moment frame archetypes. Two different hybrid combinations were implemented in the designs with different column sections and different strong column-weak beam (SC/WB) ratios. The efficiency of the hybrid moment frame in which only the girder sizes were changed to control the plastification was compared with regular moment frame designs with higher SC/WB ratios. As side studies, the effect of shallow and deep column sections and SC/WB ratios on the moment frame behavior were also investigated.

In order to provide adequate ductility in the reduced capacity bays with special detailing, alternative hybrid moment frame connections adapting the use of low strength steel were also studied.
PhD

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14

Wong, Koon-Wan. „Non-linear behaviour of reinforced concrete frames /“. Title page, contents and abstract only, 1989. http://web4.library.adelaide.edu.au/theses/09PH/09phw872.pdf.

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15

Wong, Shao Young. „The structural response of industrial portal frame structures in fire“. Thesis, University of Sheffield, 2001. http://etheses.whiterose.ac.uk/3005/.

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A number of recent fires in single-storey warehouses have drawn attention to a current lack of understanding about the structural response of industrial portal frame structures to elevated temperatures. This research project has investigated the subject by conducting fire tests on a scaled model and by computer modelling using the non-linear finite element program VULCAN. This program has been developed in-house by the University of Sheffield and is capable of modelling the behaviour of three-dimensional steel and composite frames at elevated temperatures. It has been validated throughout its development. An initial investigation was conducted to validate the program for analysing inclined members, which form part of a pitched- roof portal frame, but for which it was not initially developed. Additional features were implemented into the program where necessary. A series of indicative fire tests was conducted at the Health and Safety Laboratories, Buxton. A scaled portal frame model was designed and built, and three major fire tests were conducted in this structure. In the third of these tests the heated rafters experienced a snap-through failure mechanism, in which fire hinges could clearly be identified. The experimental results were then used for validating the numerical results produced by VULCAN analyses. The correlations were relatively close, both for predictions of displacements and failure temperatures. This gave increased confidence in using VULCAN to conduct a series of parametric studies. The parametric studies included two- and three-dimensional analyses, and a number of parameters were investigated, including the effects of vertical and horizontal load, frame geometry, heating profiles and base rotational stiffness. The influence of secondary members was investigated in the three-dimensional studies using different fire scenarios. A simplified calculation method has been developed for estimating the critical temperatures of portal frames in fire. The results compare well with predictions from VULCAN. The current guidance document for portal frames in boundary conditions has been reviewed, and the concept of performance-based design for portal frame structures has been discussed.

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16

Flint, Eric Michael. „Electro-dynamic analysis of stack actuators and active members integrated within truss structures“. Thesis, This resource online, 1994. http://scholar.lib.vt.edu/theses/available/etd-12042009-020329/.

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17

Garcilazo, Juan Jose. „Nonlinear Analysis of Plane Frames Subjected to Temperature Changes“. OpenSIUC, 2015. https://opensiuc.lib.siu.edu/dissertations/1009.

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In this study, methods for the geometric nonlinear analysis and the material nonlinear analysis of plane frames subjected to elevated temperatures are presented. The method of analysis is based on a Eulerian (co-rotational) formulation, which was developed initially for static loads, and is extended herein to include geometric and material nonlinearities. Local element force-deformation relationships are derived using the beam-column theory, taking into consideration the effect of curvature due to temperature gradient across the element cross-section. The changes in element chord lengths due to thermal axial strain and bowing due to the temperature gradient are also taken into account. This "beam-column" approach, using stability and bowing functions, requires significantly fewer elements per member (i.e. beam/column) for the analysis of a framed structure than the "finite-element" approach. A computational technique, utilizing Newton-Raphson iterations, is developed to determine the nonlinear response of structures. The inclusion of the reduction factors for the coefficient of thermal expansion, modulus of elasticity and yield strength is introduced and implemented with the use of temperature-dependent formulas. A comparison of the AISC reduction factor equations to the Eurocode reduction factor equations were found to be in close agreement. Numerical solutions derived from geometric and material analyses are presented for a number of benchmark structures to demonstrate the feasibility of the proposed method of analysis. The solutions generated for the geometrical analysis of a cantilever beam and an axially restrained column yield results that were close in proximity to the exact, theoretical solution. The geometric nonlinear analysis of the one-story frame exhibited typical behavior that was relatively close to the experimental results, thereby indicating that the proposed method is accurate. The feasibility of extending the method of analysis to include the effects of material nonlinearity is also explored, and some preliminary results are presented for an experimentally tested simply supported beam and the aforementioned one-story frame. The solutions generated for these structures indicate that the present analysis accurately predicts the deflections at lower temperatures but overestimates the failure temperature and final deflection. This may be in part due to a post-buckling reaction after the first plastic hinge is formed. Additional research is, therefore, needed before this method can be used to analyze the materially nonlinear response of structures.

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18

Kim, Yoon Duk. „Behavior and design of metal building frames using general prismatic and web-tapered steel I-section members“. Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/33965.

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Metal building frames are typically designed using welded prismatic and web-tapered members with doubly-symmetric and/or singly-symmetric cross sections. Until recently, the base U.S. provisions for design of frames with web-tapered members were provided in the AISC ASD (1989) and LRFD (1999) Specifications. Unfortunately, these previous AISC provisions address only a small range of practical designs. As a result, metal building manufacturers have tended to develop their own methods for design of the wide range of nonprismatic member geometries and configurations encountered in practice. This research develops new design procedures for design of frames using general prismatic members and web-tapered members. An equivalent prismatic member concept utilized in prior research and the prior AISC provisions is generalized to accommodate the broad range of member types and configurations commonly used in metal building industry. Furthermore, the new design procedures incorporate many of the improvements achieved in the AISC (2005&2010) Specifications to metal building frame design. These improvements include a new stability design method, the direct analysis method, more complete considerations of different column buckling limit states (flexural, torsional and flexural-torsional buckling), and improved axial load and flexural resistance provisions. This research develops practical design-based procedures for simplified calculation of the elastic buckling resistances of prismatic and web-tapered members to facilitate the application of the proposed design methods. In addition, this research performs a relatively comprehensive assessment of beam lateral torsional buckling (LTB) behavior and strength of prismatic and web-tapered members using refined virtual test simulation. It is demonstrated that web-tapered members behave in a comparable fashion to prismatic members. Based on the virtual simulation study, recommendations for potential improvement of the AISC LTB resistance equations are provided. Lastly, the strength behavior of several representative metal building frames is studied in detail using the same virtual test simulation capabilities developed and applied for the assessment of the beam LTB resistances.

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19

Yoo, Jung Han. „Analytical investigation on the seismic performance of special concentrically braced frames /“. Thesis, Connect to this title online; UW restricted, 2006. http://hdl.handle.net/1773/10115.

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20

Davison, John Buick. „Strength of beam-columns in flexibly connected steel frames“. Thesis, University of Sheffield, 1987. http://etheses.whiterose.ac.uk/1866/.

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This thesis describes an experimental study undertaken to examine the influence of joint resistance to in-plane moments on the performance of steel columns and complete frames. The principal objective of the tests was to provide experimental data against Which sophisticated computer analysis programs may be verified. Details of the experimental study of 22 joint tests, eight column subassemblages, and two three storey, two bay steel frames are reported. It is demonstrated that all beam to column connections have an inherent degree of stiffness and that their moment-rotation characteristics are non-linear. The load carrying capacity of columns, confined to buckle in-plane, is shown to be enhanced considerably by the resistance to rotation provided by simple beam to column connections. In frames incorporating flange cleat connections the beams and columns can sustain greater loading and deflect less than is predicted by current design models. The assumptions of pin-ended columns and simply supported beams are shown to be conservative. Comparisons of the results of the column and frame tests with two finite element analysis programs are presented. The use of computer programs for semi-rigid design as well as the development of a simple approach are discussed.

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21

Cullen, Gavin William James. „Performance of stabilised top-hat sections in portal frames“. Thesis, Queen's University Belfast, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.359060.

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22

Kameshki, Esmat Saleh. „Stability of steel frames by the transfer matrix method“. Thesis, University of Southampton, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.315349.

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23

Ahmed, Bashir. „Numerical modelling of connections in composite frames“. Thesis, University of Nottingham, 1996. http://eprints.nottingham.ac.uk/12689/.

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The main objective of this thesis was to develop numerical modelling procedures for composite connections and to use results generated in conjunction with data from other sources as the basis for the preparation of design procedures. The finite element method has been used for the numerical simulation of composite endplate connections. The developed model was verified by comparing both local measures of response and overall behaviour with test results. The validated model was then used in conjunction with theoretical analysis to study the behaviour of composite endplate connections for variable shear to moment ratios. This permitted the identification of those cases for which changes in the shear to moment ratio affects the connection's moment capacity. The model was also used in conjunction with theoretical analysis to study the effect of varying levels of axial column loading on the connection moment capacity. Results of both studies indicated a need for modifications to the equations of EC3 (for bare steel connections but which are also applicable to composite connections) that consider the interaction with column loading. These are: the equations for column web compression resistance, column web shear resistance and the bolt force. Using the FEM results, available test results and EC3 and EC4 equations for the determination of basic component forces, design procedures for composite flush endplate, finplate and angle cleated connections are proposed. Predictions from the design method have been compared with a total of 53 test and finite element results for the flush endplate connections (32 laboratory tests from 7 different sources plus a further 21 numerical results) so as to provide validation over the full range of parameters. These comparisons gave an overall prediction to test ratio of 0.99 with a standard deviation of 0.14, thereby demonstrating that the proposed method can accurately predict the resistance of composite flush endplate connections under a variety of different connection arrangements and loading conditions. Similarly, the prediction from the design method was compared with 6 finplate test results which gave an average prediction to test ratio of 1.06 with a standard deviation of 0.18. Comparisons for the angle cleated connection using 16 test results from 4 different sources gave an average prediction to test ratio of 0.98 with a standard deviation of 0.13. Theoretical studies have been performed to develop equations to predict the initial stiffness for composite endplate connections and these have been verified against test results. Suggestions to predict the available rotation capacity of flush endplate connections have also been made. This two methods has been combined with the moment capacity model to develop a prediction method for the overall behaviour of the flush endplate connections. The finite element method has also been used to develop a numerical simulation of non-sway composite frames. Comparisons of results show good agreement with the observed test behaviour. It has been found that it is possible to model the non-sway frames in a way that can predict the frame moment distribution, connection moment - rotation response and the beam load displacement history with sufficient accuracy. This provides an economic tool to study different aspects of the behaviour of composite non-sway frames. A numerical model has been developed for un-braced steel frames by simplifying the composite frame model. This model was verified using numerical results selected from the work of other researchers. Using the model for steel frames, studies were conducted for sway behaviour which provide guidance on behaviour suitable as a basis for developing design procedures.

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24

Smith, Edward Jerome. „Preliminary design of a lateral load resisting system for a multi- use high-rise building“. Master's thesis, This resource online, 1990. http://scholar.lib.vt.edu/theses/available/etd-03302010-020200/.

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25

Falzon, Christopher. „Pattern solver for the static and dynamic analysis of framework models /“. [Hong Kong : University of Hong Kong], 1985. http://sunzi.lib.hku.hk/hkuto/record.jsp?B12315588.

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26

Madutujuh, Nathan. „Geometrically nonlinear analysis of plane trusses and plane frames“. Master's thesis, This resource online, 1991. http://scholar.lib.vt.edu/theses/available/etd-01262010-020134/.

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27

Hoang, Ha. „Structural Continuity Effects in Steel Frames under Fire Conditions“. Digital WPI, 2010. https://digitalcommons.wpi.edu/etd-theses/420.

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Fire has always been one of the most serious threats of collapse to structural building frames. The September 11 incident has stimulated significant interests in analyzing and understanding the behavior of the structures under fire events. The strength of the material decreases due to the elevated temperature caused by fire, and this reduction in strength leads to the failure of the member. Frames that do not have sufficient ductility can suffer progressive collapse of the entire structure if one member fails during a fire event. Such collapse could result in loss of human life and serious economic consequences. The motivation for this thesis is to provide an understanding of the continuity effects in steel frames under fire conditions. The continuity effects of the structure can provide additional strength to the system to sustain the loads under fire event. Different scenarios of the frame and beam structures which include changes to member sizes, fire locations, and bay size, are investigated with the assistance of SAP2000 and ANSYS. These programs can provide the collapse analysis for each scenario at different temperature. The continuity effect was investigated from the strength point of view of the structure. Ultimately, the thesis presents a design tool for aiding member design under fire conditions. The design tool consists of different graphs that maybe use to determine the collapse load capacity of a continuous structure at elevated temperature based on the analysis of a simpler, determinate structure.

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28

Painter, Christopher D. (Christopher Donald) 1972. „System variation analysis of MIG welded aluminum structural frames“. Thesis, Massachusetts Institute of Technology, 1998. http://hdl.handle.net/1721.1/9596.

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Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Mechanical Engineering, 1998.
Includes bibliographical references (leaves 73-75).
Variation reduction techniques are developed which explore an entire system for improved quality, rather than a single manufacturing operation. This system-level modeling approach is explored with an example of a complex assembly of aluminum extrusions and castings welded into a structural frame. By making use of modeling techniques such as Finite Element Analysis (FEA) and Design of Experiments (DOE), it can be shown how this method can also be applied to systems that include complex processes such as welding. Modeling the entire system of manufacturing operations allows key sources of variation and difficult output quality characteristics to be identified. In addition, intermediate tolerances can be determined in relation to the final required output tolerances. Determining intermediate tolerances is a two step process. First, a system of block diagrams are created to clearly outline ho-v1· variation propagates forward through the system. These block diagram representations are linearized models that map the transformations between the input variations and the output variations of a particular manufacturing operation. Secondly, using the combined transformation matrix of the system, intermediate tolerances, at a particular manufacturing operation can be determined by back-propagating final output tolerances. This provides a means by which design tolerances on the final product can be used in determining the allowable tolerances on Work-In-Progress (WIP) at intermediate manufacturing processes.
by Christopher D. Painter.
S.M.

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29

Kim, Do-Hwan. „Seismic performance of PR frames in areas of infrequent seismicity“. Diss., Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/20738.

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30

Wang, Lyang Suan. „Automating Parametric Redesign of Structural Thin-Walled Frames Based On Topology Optimized Structure“. The Ohio State University, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=osu156618342438725.

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31

Erkek, Mehmet Erkan. „Structural analysis of plane frames in an interactive XWindow environment“. Thesis, This resource online, 1992. http://scholar.lib.vt.edu/theses/available/etd-10102009-020302/.

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32

Li, Guzhao. „Bracing design requirements for inelastic members“. Access restricted to users with UT Austin EID, 2002. http://www.lib.utexas.edu/etd/r/d/2002/guzhaol022/guzhaol022.pdf#page=4.

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33

Najjar, Samer Rida. „Three-dimensional analysis of steel frames and subframes in fire“. Thesis, University of Sheffield, 1994. http://etheses.whiterose.ac.uk/1861/.

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The aim of the present work is to develop a sophisticated analytical model for columns within three-dimensional assemblies in fire conditions. A preliminary investigation into this problem resulted in the development of a simplified approach for the analysis of isolated columns in fire. This model is based on the Perry-Robertson approach to defining critical loads of imperfect columns at ambient temperature. It takes into account uniform and gradient temperature distributions across the section of an isolated pin-ended column. It also accounts for initial out-of-straightness, load eccentricity and equal end-moments. A three-dimensional finite element model has subsequently been developed for the analysis of frames in fire conditions. This model is based on a beam finite element with a single node at each end of the element. At each node eight degrees of freedom are introduced. The finite element solution of the problem is obtained using an incremental iterative procedure based on the Newton-Raphson method, adapted to account for elevated temperature effects. The developed procedure offers a unique treatment of the thermal effects which allows solutions to be arrived at regardless of the problem's boundary conditions. The finite element formulation takes into consideration geometrical and material nonlinearities, initial out-of-straightness and residual stresses. It allows for virtually any temperature distribution across and along the structural members, and the analysis can handle any three-dimensional skeletal steel structure. The developed model allows the material mechanical properties to be expressed either as trilinear or continuous functions which vary with temperature. A computer program, 3DFIRE, has been developed based on the above-mentioned formulation and validated extensively against a wide range of previous analytical and experimental work. This program has then been used to perform parametric studies to establish the most prominent features of column behaviour in fire whether as isolated members or as part of structural assemblies. These studies have yielded a large amount of data from which generalised conclusions have been made. The analysis has been extended recently to include composite beams within the structural assembly. This development was undertaken to enable analytical studies on the test building at Cardington, in which fire tests are planned to take place in the near future.

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34

Li, Tieqiang. „The analysis and ductility requirements of semi-rigid composite frames“. Thesis, University of Nottingham, 1994. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.239925.

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35

Urs, Amit. „Stability analysis of frame tube building“. Link to electronic thesis, 2003. http://www.wpi.edu/Pubs/ETD/Available/etd-0122103-133944.

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36

Alsaket, Yahya. „Benchmark solutions for advanced analysis of steel frames“. Thesis, Queensland University of Technology, 1999. https://eprints.qut.edu.au/36105/1/36105_Alsaket_1999.pdf.

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During the past ten years, considerable research has been conducted with the aim of developing, implementing and verifying "advanced analysis" techniques suitable for the non-linear analysis and design of steel framed structures. With the use of one of these methods, the simplified concentrated methods, comprehensive assessment of the actual failure modes and ultimate strengths of framing systems is now possible in practical design situations, without resort to conventional elastic methods of analysis and semiempirical specification equations. This research has the potential to extend the creativity of the structural engineer and simplify the design process, while ensuring greater economy and more uniform safety in certain design situations. However, the application of concentrated plasticity methods is currently restricted to two dimensional steel frame structures that are fully laterally restrained and constructed from compact sections (i.e. sections not subject to local and/or lateral buckling effects). Unfortunately this precludes the use of advanced analysis from the design of frames consisting of cold-formed sections and a significant proportion of hot-rolled universal beam sections. Therefore research is currently under way to develop concentrated plasticity methods of analysis for steel frame structures subject to local and/or lateral buckling effects. This thesis was aimed at developing appropriate benchmark solutions that are needed to validate these simplified methods of analysis. Finite element analyses and five large scale experiments were conducted in order to study the ultimate strength behaviour of two-dimensional single bay single storey steel frames subjected to local and/or lateral buckling effects. The frames comprised of cold-formed rectangular hollow sections and hot-rolled I-sections. A good agreement between the results from finite element analyses and experiments validated the accuracy of the finite element model used. The finite element model was then used to develop benchmark solutions for two-dimensional single storey, single bay steel frames comprising cold-formed rectangular hollow sections and hot-rolled I-sections subjected to local and/or lateral buckling effects. This thesis presents the details of finite element analyses and large scale experiments and their results, and a series of analytical benchmark solutions that can be used for the verification of simplified concentrated plasticity methods of analysis.

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37

Kim, Jubum. „Behavior of hybrid frames under seismic loading /“. Thesis, Connect to this title online; UW restricted, 2002. http://hdl.handle.net/1773/10121.

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38

Ozcelik, Ramazan. „Seismic Upgrading Of Reinforced Concrete Frames With Structural Steel Elements“. Phd thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613450/index.pdf.

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This thesis examines the seismic internal retrofitting of existing deficient reinforced concrete (RC) structures by using structural steel members. Both experimental and numerical studies were performed. The strengthening methods utilized with the scope of this work are chevron braces, internal steel frames (ISFs), X-braces and column with shear plate. For this purpose, thirteen strengthened and two as built reference one bay one story portal frame specimens having 1/3 scales were tested under constant gravity load and increasing cyclic lateral displacement excursions. In addition, two ½
scaled three bay-two story frame specimens strengthened with chevron brace and ISF were tested by employing continuous pseudo dynamic testing methods. The test results indicated that the cyclic performance of the Xbrace and column with shear plate assemblage technique were unsatisfactory. On the other hand, both chevron brace and ISF had acceptable cyclic performance and these two techniques were found to be candidate solutions for seismic retrofitting of deficient RC structures. The numerical simulations by conducting nonlinear static and dynamic analysis were used to estimate performance limits of the RC frame and steel members. Suggested strengthening approaches, chevron brace and ISF, were also employed to an existing five story case study RC building to demonstrate the performance efficiency. Finally, design approaches by using existing strengthening guidelines in Turkish Earthquake Code and ASCE/SEI 41 (2007) documents were suggested.

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39

Jau, Jih Jih. „Geometrically nonlinear finite element analysis of space frames“. Diss., Virginia Polytechnic Institute and State University, 1985. http://hdl.handle.net/10919/54302.

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The displacement method of the finite element is adopted. Both the updated Lagrangian formulation and total Lagrangian formulation of a three-dimensional beam element is employed for large displacement and large rotation, but small strain analysis. A beam-column element or finite element can be used to model geometrically nonlinear behavior of space frames. The two element models are compared on the basis of their efficiency, accuracy, economy and limitations. An iterative approach, either Newton-Raphson iteration or modified Riks/Wempner iteration, is employed to trace the nonlinear equilibrium path. The latter can be used to perform postbuckling analysis.
Ph. D.

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40

Shakya, Anuj Man. „P-DELTA EFFECTS ON STEEL MOMENT FRAMES WITH REDUCED BEAM SECTION CONNECTION“. OpenSIUC, 2011. https://opensiuc.lib.siu.edu/theses/702.

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The P-delta effect is a second order effect experienced by any structure when subjected to lateral loads like earthquake or wind loads, and is originated by an additional destabilizing moment generated due to the gravity acting on the laterally deflected member further displacing it. For the purpose of this research, displacement is considered as the study parameter to analyze the second order P-Delta effects. The main objective of this study is to investigate effects of forces causing P-Delta effects on Single Story Single Bay Steel Moment Frames with Reduced Beam Section Connection (RBS). FEMA-350 and AISC Seismic Design Manual suggest that, if the specified conditions are satisfied, there is no need to provide additional panel zone reinforcements as continuity and doubler plates. This study makes an effort to observe the effects of panel zone strength in formation of plastic hinges and in shifting fracture zone away from the column face on frames with RBS connections under P-Delta effects and find whether further increasing the stiffness of panel zone will have beneficial outcome or not.

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41

Saab, Hassan A. „Non-linear finite element analysis of steel frames in fire conditions“. Thesis, University of Sheffield, 1990. http://etheses.whiterose.ac.uk/1868/.

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The present work is concerned with the development of a finite element approach and its subsequent use for behavioural studies on steel frames in fire conditions. The nonlinear structural analysis is based on a tangent stiffness formulation using large deformation theory. Deterioration in material strength and stiffness at increasing temperature is represented by a set of nonlinear stress-straintemperature relationships using a Ramberg-Osgood equation in which creep effects are implicitly included. The clearly nonlinear form of steel material properties at elevated temperatures is better represented as a set of continuous stressstrain relationship than in a bilinear form although provision is made for any form of relationship to be included. Structures subject to increasing loads or temperatures are analysed using an incremental Newton-Raphson iterative procedure. The analysis permits collapse load or critical temperature to be calculated at a specified temperature or load level respectively, and provides a complete load-deformation and temperature-deformation history for two-dimensional multistorey steel frames. A nonlinear method of frame analysis, based on largedeformation theory, has been used which includes the effect of geometric nonlinearity, temperature-dependent nonlinear material behaviour and variation in temperature distribution both along and across the section. The effects of thermal strains, residual stresses and thermal bowing are also included and different values of the elastic stiffnesses of the support conditions can be considered. A beam element with two nodes and three degrees of freedom at each node is used in the analysis. Gradual penetration of yielding through the cross-section is accounted for using the transformed area approach. The validity of this method is tested by comparing with experimental and analytical data covering as wide a range of problem parameters as possible. The comparisons show good agreement with this data. The method has been used to study a number of aspects of frame behaviour in fire. The influence of slenderness ratio, stress-strain representation and material models, various forms of protection, magnitude of residual stress and thermal gradient along and across the section of a frame are investigated. An approximate curve based on statistical analysis of the derived results is suggested as a simple means of predicting the critical temperature or collapse load of a uniformly heated steel frame. Further examples are presented which illustrate the special form of moment redistribution that occurs at elevated temperatures for frames that contain partially heated elements. Finally, general conclusions and recommendations for future work are presented.

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42

Fisher, Christopher. „Analysis and design of semi-continuous sway and non-sway frames“. Thesis, University of Southampton, 2001. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.390599.

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43

Akpinar, Ugur. „Nonlinear Analysis Of Rc Frames Retrofitted With Structural Steel Elements“. Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612380/index.pdf.

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Deficient concrete structures are serious danger in seismic zones. In order to minimize economical and human loss, these structures should be retrofitted. Selecting suitable retrofitting schemes requires detailed investigation of these systems. Considering these facts, this study aims to calibrate analytical models of systems with chevron braces and internal steel frames
and evaluate their seismic performances. First, analytical models of the frames with braces and internal steel frames were prepared and then their responses were compared with cyclic responses of experimental studies. Results of these models were used to determine performance limits by the methods proposed by TEC2007 and ASCE/SEI-41. Then, calibrated models were employed for time history analyses with various scales of Duzce ground motion and analytical results were compared with experimental findings. Seismic performance of these systems was also evaluated by using aforementioned codes. Finally, evaluated retrofitting schemes were applied to a 4-story 3-bay reinforced concrete frame that was obtained from an existing deficient structure and effectiveness of applied retrofitting schemes was investigated in detail.

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van, Beerschoten Wouter Adrian. „Structural Performance of Post-tensioned Timber Frames under Gravity Loading“. Thesis, University of Canterbury. Department of Civil and Natural Resources engineering, 2013. http://hdl.handle.net/10092/8735.

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A new structural system for multi-storey timber buildings has been developed over the last seven years at the University of Canterbury. The system incorporates large timber structural frames, whereby semi-rigid beam-column connections are created using post-tensioning steel tendons. This system can create large open floor plans required for office and commercial buildings. Several material properties of the engineered timber used were determined based on small-scale experimental testing. Full-scale testing of beams, connections and frames resulted in a more comprehensive understanding of the behaviour of such systems. Numerical, analytical and framework models also led to the development of design equations and procedures which were validated with the acquired experimental data.

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Ma, Jiachen. „Comparative Study of Structural Optimization Methods for Automotive Hood Frames“. The Ohio State University, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=osu159353142765874.

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46

Lam, Yuet-kee Jeffery. „Full-range analysis of reinforced concrete members and frames“. Click to view the E-thesis via HKUTO, 2009. http://sunzi.lib.hku.hk/hkuto/record/B42182268.

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47

Jackson, Karen E. „Scaling effects in the static and dynamic response of graphite- epoxy beam-columns“. Diss., This resource online, 1990. http://scholar.lib.vt.edu/theses/available/etd-08222008-063229/.

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48

Oz̈bek, M. Akif. „Short- and long-term dynamical behavior of beam type structures with computer graphics“. Diss., Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/19017.

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49

Sanchez, Escalera Victor M. „ENHANCING PROGRESSIVE COLLAPSE RESISTANCE OF STEEL BUILDING FRAMES USING THIN INFILL STEEL PANELS“. DigitalCommons@CalPoly, 2011. https://digitalcommons.calpoly.edu/theses/499.

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Progressive collapse occurs when damage from a localized first failure spreads in a domino effect manner resulting in a total damage disproportionate to the initial failure. Recent building failures (e.g., World Trade Center twin towers) highlight the catastrophic outcome of progressive collapse. This research proposes a reliable and realistic retrofit technology which installs thin steel panels into steel building structural frames to enhance the system progressive collapse resistance. The steel frames with simple beam-to-column connections, under different boundary conditions (i.e., sidesway uninhibited and sidesway inhibited, respectively), and the loss of one bottom story column were retrofitted using the proposed technology (i.e. installing thin steel panels in the structural frames). Performance of these frames was investigated. Two Finite Element (FE) models which require different modeling efforts were developed to capture the system behavior. The first model explicitly models the infill plates to capture the plate buckling behavior. The second model known as strip model represents the infill panels as diagonal strips. In addition to the FE models, a plastic analysis model derived from the prior research on seismically designed Steel Plate Shear Walls (SPSWs) was considered. The system progressive collapse resistance obtained from the two FE models and the plastic analysis procedure were compared and good agreements were observed. It was observed that installing infill plates to steel structural frames can be an effective approach for enhancing the system progressive collapse resistance. Beyond the strength of the overall system, the Dynamic Increase Factor (DIF) which may be used to amplify the static force on the system to better capture the dynamic nature of progressive collapse demand was evaluated for the retrofitted system. Furthermore, the demands including axial force, shear force and bending moment on individual frame components (i.e., beams and columns) in the retrofitted system were quantified via the nonlinear FE models and a simplified procedure based on free body diagrams (FBDs). Finally, the impact of premature beam-to-column connection failures on the system performance was investigated and it was observed that the retrofitted system is able to provide stable resistance even when connection failures occur in all beams.

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Filiatrault, André. „Performance evaluation of friction damped braced steel frames under simulated earthquake loads“. Thesis, University of British Columbia, 1985. http://hdl.handle.net/2429/25091.

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This thesis presents the results obtained from qualification tests of a new friction damping system, which has been proposed in order to improve the response of Moment Resisting Frames and Braced Moment Resisting Frames during severe earthquakes. The system basically consists of a special inexpensive mechanism containing friction brake lining pads introduced at the intersection of frame cross-braces. The main objective is to study the performance of a 3 storey Friction Damped Braced Frame model under simulated earthquake loads. The main members of the test frame were chosen from available hot-rolled sections and the mass selected to provide the expected fundamental frequency of a three storey Moment Resisting Frame. The seismic testing was performed on an earthquake simulator table. The experimental results are compared with the findings of an inelastic time-history dynamic analysis. Two different computer models were used for this purpose. The first one is based on an equivalent hysteretic model and is only approximate, since it does not take into account the complete behaviour of the friction devices. A more refined computer model was then developed and the results from the two models are compared. It is found that the simpler approximate model overestimates the energy dissipated by the devices, but the inaccuracy is relatively small (10-20% in resulting member forces). To quantify the performance of the Friction Damped Braced Frame relative to conventional aseismic systems, an equivalent viscous damping study is made. Viscous damping is added to the Moment Resisting Frame and the Braced Moment Resisting Frame until their responses become similar to the response of the Friction Damped Braced Frame. The results show that for this purpose 38% of critical damping must be added to the Moment Resisting Frame and 12% to the Braced Moment Resisting Frame. The new system becomes more efficient as the intensity of the earthquake increases. The economical potential of the new damping system is investigated by designing a reduced size Friction Damped Braced Frame having response characteristics which are similar to those of conventional structural systems with heavier members. For the model frames studied, the results show that if the effects of wind, live and torsion loads are neglected, it is possible to reduce the members sizes of the Friction Damped Braced Frame by 47% and still achieve a superior performance under strong earthquake, in comparison to the seismic response of the two other conventional frames with their original, heavier members. The results, both analytical and experimental, clearly indicate the superior performance of the friction damped braced frame compared to conventional building systems. Even an earthquake record with a peak acceleration of 0.9 g causes no damage to the Friction Damped Braced Frame, while the Moment Resisting Frame and the Braced Moment Resisting frame undergo large inelastic deformations.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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