To see the other types of publications on this topic, follow the link: Structural Joints.
Dissertations / Theses on the topic 'Structural Joints'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 dissertations / theses for your research on the topic 'Structural Joints.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Browse dissertations / theses on a wide variety of disciplines and organise your bibliography correctly.
1
Tol, Serife. "Dynamic Modeling Of Structural Joints." Master's thesis, METU, 2012. http://etd.lib.metu.edu.tr/upload/12614368/index.pdf.
Full textAbstract:
Complex systems composed of many substructures include various structural joints connecting the substructures together. These mechanical connections play a significant role in predicting the dynamic characteristics of the assembled systems
accurately. Therefore, equivalent dynamic models of joints that consist of stiffness and damping elements should be developed and the joint parameters should be determined for an accurate vibration analysis. Since it is difficult to estimate joint
parameters accurately by using a pure analytical approach, it is a general practice to use experimental measurements to model joints connecting substructures. In this study an experimental identification method is suggested. In this approach the frequency response functions (FRFs) of substructures and the coupled structure are measured and FRF decoupling method is used to identify equivalent dynamic characteristics of bolted joints. Since rotational degrees of freedom (RDOF) in connection dynamics is very important, a structural joint is modeled with translational, rotational and cross-coupling stiffness and damping terms. FRF synthesis and finite-difference formulations are used for the estimation of unmeasured FRFs and RDOF related FRFs, respectively. The validity and application of the proposed method are demonstrated both numerically and experimentally. In simulation studies, simulated experimental values are used, and it is seen that the identification results are prone to high errors due to noise in
measurement and the matrix inversions in the identification equations. In order to reduce the effect of noise, it is proposed to extract the joint properties by taking the average of the results obtained at several frequencies in the frequency regions
sensitive to joint parameters. Yet, it is observed in practical applications that experimental errors combine with the measurement noise and the identification results still may not be so accurate. In order to solve this problem, an update
algorithm is developed. In the approach proposed, the identified dynamic parameters are used as initial estimates and then optimum dynamic parameters representing the joint are obtained by using an optimization algorithm. The application of the proposed method is performed on a bolted assembly. It is shown with experimental studies that this method is very successful in identifying bolted joint parameters. The accuracy and applicability of the identification method suggested are illustrated by using a dynamically identified bolt in a new structure, and showing that the calculated FRFs in which identified joint parameters are used, match perfectly with
the measured ones for the new structure. In this study, the effects of bolt size and quality of bolts, as well as the bolt torque on the joint properties are also studied by making a series of experiments and identifying the joint parameters for each case.
2
Hutchinson, Allan Robert. "Durability of structural adhesive joints." Thesis, University of Dundee, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.245438.
Full text
3
Little, Matthew S. G. "The durability of structural adhesive joints." Thesis, Imperial College London, 1999. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.417769.
Full text
4
Bigwood, David Andrew. "The design of structural adhesive joints." Thesis, University of Surrey, 1990. http://epubs.surrey.ac.uk/770397/.
Full textAbstract:
This thesis details the work carried out under two research projects at the University of Surrey. The first project titled The Design of Structural Adhesive Joints', was of three years duration from September 1985 to August 1988 and was sponsored by the Science and Engineering Research Council. The second project, sponsored by Ford UK Ltd, and tided 'A General Joint Analysis Facility extended certain aspects of the analysis work initiated In the first period of research. The objective of the work was to address the problem of integrating structural adhesives Into the design process and to provide procedures that would facilitate this integration in a quantitative, rather than the more usual qualitative way. To be effective, such an approach needed to consider not only a means of analyzing a proposed joint but also a way of predicting the actual failure of that joint. An extensive literature survey of analyses available to the design engineer has been completed. The analyses investigated were found to be lacking in several critical respects, and as part of this research, methods of analysis overcoming some of these limitations have been developed. The analyses produced are based on earlier approaches but extended and modified as appropriate. The work on all the analyses produced has been carried out by considering a simple adherend-adhesive sandwich configuration. Five different analyses, considering the sandwich to be modelled with differing degrees of complexity, have been produced. In all of the analyses the adherends are assumed to behave as cylindrically bent plates capable of sustaining both tensile and shear forces and bending moments, with the adhesive transmitting both tensile and/or shear loads. Initially an elastic solution was obtained, adopting a relatively simple approach. This enabled the subsequent enhancement of including non-linear material behaviour to utilize the same governing equations, thus maintaining consistentcy. The General Elastic Analysis (GEA) has been extensively simplified to produce a number of two parameter design formulae suitable for use by an engineer at an early stage in the design process. The two analyses produced by this simplification are called the Simplified Peel Analysis (SPA) and the Simplified Shear Analysis (SSA), so called because they consider the named component of stress in the adhesive layer only. The GEA was then extended to include non-linear material properties in the adhesive layer, and an analysis called the Non-linear Adhesive Analysis (NLAA) was produced. A programme of validation using the NLAA and a non-linear finite element analysis of similar joint configurations was carried out. Additional comparisons with existing analyses have also been undertaken where possible. The NLAA has been shown to produce extremely accurate results for the stresses in the adhesive layer when compared with the component stresses predicted by the finite element method (FEM). The NLAA has been used successfully to determine the spread of yield in a single-lap joint, giving dose agreement with results from analysis using the FEM, but with much reduced computer and operator time. The final stage of the work was concerned with the Inclusion of non-linear adherend material properties, and an analysis called the Full Non-linear Analysis (FNLA) has been produced which Incorporates this refinement to the general model. Again the finite element method has been used to assess the accuracy of this new analysis, and the results from this work are presented here. Derivations of both forms of the elastic analysis and of the non-linear and full non-linear analyses are reported in Chapters 4 and 5 and the software appropriate to each Is described fully. The Initial survey of available literature has shown that there Is considerable lack of knowledge about possible causes of joint failure. Specifically, It Is noted that a criterion by which joint failure can be measured has not been uniquely defined. In an attempt to provide a criterion or criteria to enable the prediction of joint failure a 'Failure Criteria' test and analysis programme has been completed. Joint configurations were manufactured using a range of adhesives with different levels of ductility, and adherends of different stiffnesses. Batches of these test coupons were tested to failure under both predominantly mode I and mode 11ty pes of loading. Both FEM and FNLA analyses of each test configuration have been carried out, and the stress and strain distributions at the levels of failure load were established for each batch and studied to establish any correlation between various proposed failure criteria. Close agreement between certain factors and the equivalent bulk material properties was noted for test batches. The applicability of various failure criteria for both the mode I and mode II test configurations and possible general criteria are discussed. The failure of the mode I test configurations has been shown to be governed by the local level of maximum principal stress at the end of the overlap. The mode II test configurations also show dose agreement in terms of the maximum principal stress, but agreement with bulk data Is poor. Therefore, a further failure criterion is proposed for the mode II joints in terms of the 'global yielding' of the adhesive layer. The bulk property testing of the adherend and adhesive materials to establish their physical properties for use in the finite element analysis of the test programme Is also fully documented.
5
Malladi, Sailaja. "Parametric modeling and analysis of structural bonded joints." Morgantown, W. Va. : [West Virginia University Libraries], 2004. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=80.
Full textAbstract:
Thesis (M.S.)--West Virginia University, 2004.<br>Title from document title page. Document formatted into pages; contains x, 56 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 52-53).
6
Page, Steven M. "Investigation into the Behavior of Bolted Joints." Wright State University / OhioLINK, 2006. http://rave.ohiolink.edu/etdc/view?acc_num=wright1163527930.
Full text
7
Read, Paul John Charles Lewis. "Fatigue characterisation of FRP structural tee joints." Thesis, University of Southampton, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.242730.
Full text
8
Knox, Esther M. "Marine applications for structural adhesives." Thesis, University of Glasgow, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.241876.
Full text
9
Shrestha, Alina. "Fatigue Testing and Data Analysis of Welded Steel Cruciform Joints." ScholarWorks@UNO, 2013. http://scholarworks.uno.edu/td/1670.
Full textAbstract:
In this study, ABS Publication 115, “Guidance on Fatigue Assessment of Offshore Structures” is briefly reviewed. Emphasis is on the S-N curves based fatigue assessment approach of non-tubular joints, and both size and environment effects are also considered. Further, fatigue tests are performed to study the fatigue strength of load-carrying and non-load-carrying steel cruciform joints that represent typical joint types in marine structures. The experimental results are then compared against ABS fatigue assessment methods, based on nominal stress approach, which demonstrates a need for better fatigue evaluation parameter. A good fatigue parameter by definition should be consistent and should correlate the S-N data well. The equivalent structural stress parameter is introduced to investigate the fatigue behavior of welded joints using the traction based structural stress approach on finite element models of specimens, and representing the data as a single Master S-N curve.
10
Bianchi, Francesco. "Numerical modelling of through-thickness reinforced structural joints." Thesis, Cranfield University, 2012. http://dspace.lib.cranfield.ac.uk/handle/1826/7992.
Full textAbstract:
The main objective of this research study was to develop numerical models
to analyse the mechanical and fracture properties of through-thickness reinforced
(TTR) structural joints. The development of numerical tools was mainly
based on the finite element (FE) method. A multi-scale approach was used:
the bridging characteristics of a single reinforcement was studied at micromechanical
level by simulating the single-pin response loaded either in mode-I
or in mode-II. The force-displacement curve (bridging law) of the pin was used
to define the constitutive law of cohesive elements to be used in a FE analysis
of the global structure.
This thesis is divided into three main parts: (I) Background, context and
methodology, (II) Development for composite joints, and (III) Development
for hybrid metal-composite joints. In the first part the objectives of the thesis
are identified and a comprehensive literature review of state-of-art throughthickness
reinforcement methods and relative modelling techniques has been
undertaken to provide a solid background to the reader.
The second part of the thesis deals with TTR composite/composite joints. The
multi-scale modelling technique was firstly applied to predict delamination behaviour
of mode-I and in mode-II test coupons. The bridging mechanisms
of reinforcements and the way these increase the delamination resistance of
bonded interfaces was deeply analysed, showing how the bridging characteristics
of the reinforcement features affected the delamination behaviour. The
modelling technique was then applied to a z-pin reinforced composite T-joint
structure. The joint presented a complicated failure mode which involved multiple
crack path and mixed-mode delamination, demonstrating the capability
of the model of predicting delamination propagation under complex loading
states.
The third part of the thesis is focused on hybrid metal/composite joints. Mode-
I and mode-II single-pin tests of metal pin reinforcements embedded into a
carbon/epoxy laminate were simulated. The model was validated by comparing
with experimental tests. Then the effects of the pin geometry on the
pin bridging characteristics were analysed. The model revealed that both in
mode-I and mode-II small pins perform better than large pins and also that
the pin shape plays an important role in the pin failure behaviour. The modelling
technique was then applied to simulate a metal-composite double-lap
joint loaded in traction. The model showed that to obtain the best performance
of the joint an accurate selection of pin geometry, pin arrangement and
thickness of the two adherends should be done.
11
Nobari, Ali Salehzadeh. "Identification of the dynamic characteristics of structural joints." Thesis, Imperial College London, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.262600.
Full text
12
Price, Stephen James. "The dynamic characteristics of automotive vehicle structural joints." Thesis, Oxford Brookes University, 2004. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.401008.
Full text
13
Steidler, Silvana M. "Structural modelling of adhesive joints in automotive bodies." Thesis, Oxford Brookes University, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.323906.
Full text
14
Mays, Geoffrey Charles. "Fatigue performance and durability of structural adhesive joints." Thesis, University of Dundee, 1985. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.334180.
Full text
15
Foliente, Greg C. "Hysteresis modeling of wood joints and structural systems." Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-09292009-020259/.
Full text
16
Kam, Jacob Chak-Pui. "Structural integrity of offshore tubular joints subject to fatigue." Thesis, University College London (University of London), 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.362445.
Full text
17
Khan, Riaz. "Structural integrity management and improved joint flexibility equations for uni-planar k-type tubular joints of fixed offshore structures." Thesis, London South Bank University, 2016. http://researchopen.lsbu.ac.uk/1470/.
Full textAbstract:
The distribution of fixed steel offshore platforms around the world reveal a global fleet that has exceeded or is approaching the end of the design life. In many operating areas, there is an attraction to continue using these aging facilities due to continued production or as an adjoining structure to facilitate a new field development or expansion. To justify continued life extension of the fixed platform, various integrity assessment techniques are often used. One of the major techniques incorporated is the phenomena of Local Joint Flexibility (LJF). The derivations of existing LJF equations have evolved in many ways, including use of finite element methods to predict the joint behaviour. There has been insufficient credible benchmarking to large scale experimental test data. In the early 1980s, AMOCO performed the only large scale test results of LJF which, prior to this research, has not been in the public domain. A major objective of this research is to develop a suite of improved LJF equations that have been appropriately benchmarked to large scale tests. In addition, with the issue of the API RP 2SIM (2014) 1st Edition and the development of the ISO 19901-09 SIM (DIS), this research also provides a basis for further Asset Life Extension (ALE) of an aging fixed offshore platform in terms of ultimate strength by using an improved suite of LJF equations. Furthermore, the research puts the structural assessments such as LJF in the context of a structural integrity management framework, which enables operators to manage their facilities holistically rather than isolated processes. The research within this thesis critically examined the suitability of the existing LJF equations, reviewed the guidance provided in the existing studies and described their limitations for gapped K-type tubular joints. A comparison study and benchmarking study demonstrated that a proposed finite element model provides a good fit with large scale experimental data (AMOCO) and was used to develop a suite of improved LJF equations for gapped K-type tubular joints. The LJF equations derived from this research were validated against the BOMEL large scale structural frame tests in terms of ultimate strength and demonstrated an improvement on the current MSL-1SO equations for uni-planar K-type tubular joints in the ISO 19902.2007 Fixed Offshore Structures code of practice. This research also provides a basis to update current offshore structures codes and standards for uni-planar gapped K-joints and also provide a standardized methodology for the derivation of LJFs from credible large scale test data for other tubular joint configurations including multiplanar K-joints, T-joints, Y-joints and X-joints. The LJF equations developed in this research will have high impact in terms of the structural integrity management of fixed offshore structures for OGPs globally, as they provide an improvement to the current MSL-ISO joint equations, for gapped uni-planar joints. Offshore structures are now able to operate more safely without compromising structural integrity and incurring costly underwater repairs and inspections as before. OGPs are now able to prioritize limited resources to other areas of concerns based on ALARP principles.
18
Cofer, William Franklin. "An analytical determination of ultimate strength of tubular joints for offshore structures." Diss., Georgia Institute of Technology, 1988. http://hdl.handle.net/1853/21494.
Full text
19
Vollum, Robert Lars. "Design and analysis of reinforced concrete beam-column joints." Thesis, Imperial College London, 1998. http://hdl.handle.net/10044/1/7500.
Full text
20
Jukes, Paul. "An investigation into the shear strength of masonry joints." Thesis, University of Sussex, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.482074.
Full text
21
Holmes, Caroline. "The mechanical behaviour and ultrasonic measurement of graphite joints." Thesis, University of Bristol, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.288264.
Full text
22
Wang, Pu. "Structural integrity of bolted joints for pultruded GRP profiles." Thesis, Lancaster University, 2004. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.429955.
Full textAbstract:
Pultruded glass-fibre reinforced plastics (GRP) are becoming a popular alternative to conventional materials in Civil Engineering industry. The work presented in this thesis attempts to carry out an integrated and comprehensive programme of research on pultruded GRP bolted joints, in order to provide useful data, knowledge and guidance for design engineers seeking to use bolted joints in pultruded GRP structures. The research was sub-divided into three phases. Phase 1 included determining material properties, conducting tests in double-lap single-bolt tension joints at elevated temperature and starting to develop ANSYS FE models of single-bolt joints. Phase 2 covered testing of double-lap single-bolt tension joints under wet and hot-wet conditions, FE stress and displacement analyses of the tested joint geometries and assessing existing joint design approaches. In Phase 3 the focus was on testing concentrically loaded double-lap multi-bolt tension joints and FE modelling of these joints. In addition, work was undertaken on correlating strains around the hole edge, recorded using the PhotoStress method and conventional strain gauges, with FE analysis. Work was also undertaken on an assessment of current approaches to the design of bolted joints in fibre-reinforced polymeric composite materials, particularly the EUROCOMP Simplified and Hart-Smith design methods.
23
Lutz, Cyprien. "Structural integrity of bolted joints for pultruded GRP profiles." Thesis, University of Warwick, 2004. http://wrap.warwick.ac.uk/110311/.
Full textAbstract:
Presented in this thesis is a combined physical testing and computational modelling programme of research for the structural integrity of bolted joints for Pultruded Fibre Reinforced Polymer (PFRP) profiles. The work was carried out in a joint EPSRC funded Structural Integrity (SI) project between the Universities of Warwick and Lancaster. It will be shown in the thesis that it provides a significant new body of scientific understanding and relevant independent joint test data, which can be used in the future preparation of design guidance for the safe and rational design of joints. The contribution from the author to this SI project on plate-to-plate steel bolted joints can subdivided into four parts. The first part includes the evaluation of the 10 single-bolted and the 5 multi-bolted double lap-joint test series that appeared before 2001. This identifies that the 15 test series, from 10 centres, are often different because the researchers chose different parameters to study. Of the 800 concentric strength tests 640 were single-bolted and 160 were multi-bolted. It is noteworthy that few of these previous tests include environmental conditioning of the joints. A review of design methods is given in this part of the thesis. This shows that significant joint test data is required to appraise SI design methods for PFRP bolted joints, such as presented in the EUROCOMP Design Code and Handbook of 1996 and in 1981 by Hart-Smith. The EUROCOMP simplified and rigorous methods are expected to be generic and involve damage tolerance to increase the strength of the joint design. It is further found that application of these methods requires Finite Element (FE) stress calculations for the target analysis due to bolt bearing, and for the source analysis, for multi-bolted joints, to determine the bolt load distribution and by-pass loads. Parts two and three of the contribution from the author are combinations of experimental and FE analysis work that focuses on the target and the source problems, respectively. The strain field close to a notch is measured in part two using a pin-bearing test method and strain gauged specimens. To find out if FEA can predict the target strains/stresses an ABAQUS© FE model is developed. The PFRP material is assumed to be homogeneous and possess orthotropic properties. It is shown that a linear elastic analysis, with contact and friction modelled, gives strains that are similar to those measured. This observation is supported by a small photo-elastic strain analysis using the GFP 1000 system from Stress Photonics. By way of the evaluation of previous testing in part one it was decided in part three to conduct a comprehensive series of multi-bolted joint tests. Constant variables in this series of concentric loaded tests are the PFRP material, the plate thickness, the material orientation, the bolt diameter, the clearance hole size, and the bolt torque. This test series, design using a method by Taguchi, comprised four different joint configurations, twelve different joint geometries and four different environmental conditionings (including a temperature of 60oC and ‘wet’ ageing for 1000hrs). The author presents the testing procedure and 432 resistance results for 144 different joints, having a batch size of three. Mechanisms and modes of failure are identified, and several unrelated to the distinct modes of bearing, shear-out and net-tension used in current design approaches are presented. Using this fairly large number of consistent data points an evaluation is made on the influence of the various variables. It is shown that is not straightforward to establish simple strength trends. Furthermore, the findings of this test series suggest that a batch size of three is too small, as batch strength variability is relatively high. By way of a Round-Robin exercise between the two Universities, with joints having a batch size of 10, it is shown that the high strength variability can be associated with the non-homogeneity of the reinforcement arrangement in the PFRP material. Two multi-bolted joints having three rows of three bolts are instrumented with strain gauges to determine the strain distributions linked to bolt load distribution and by-pass loads. Measured strains are compared to numerical predictions from an ABAQUS FE analysis using the same modelling methodology as for the pin-bearing target analysis. The source analysis comparison is acceptable, but like many of the results presented in the thesis it appears likely that the experimental measurements are affected by the non-homogeneity in the macrostructure of the PFRP. Presented in part four is a preliminary appraisal of the EUROCOMP simplified design method and the Hart-Smith design method. The EUROCOMP method is shown to possess deficiencies, via a critique by Lancaster University, which indicates that it cannot be used in practice. By taking information from the multi-bolted joint test series in part three the author constructs semi-universal design charts using the Hart-Smith method, which can be used to design joints with changing geometry. An important finding from this preliminary appraisal is that the SI design methods are difficult to apply since they require lots of physical test data and relevant and reliable stress results from FEA. Finally, despite the programme of research providing a significant new body of scientific understanding and relevant independent joint test data it is concluded that further work is needed before an SI method for the universal design of plate-to-plate PFRP bolted joints can be considered for a code of practice.
24
Zouzou, Ammar. "The ultimate strength and ductility of structural concrete corner joints." Thesis, Heriot-Watt University, 1993. http://hdl.handle.net/10399/1408.
Full text
25
Prucz, Jacky C. "Analytical and experimental methodology for evaluating passively damped structural joints." Diss., Georgia Institute of Technology, 1985. http://hdl.handle.net/1853/11987.
Full text
26
Kabche, Jean Paul. "Structural Testing and Analysis of Hybrrid Composite/Metal Joints for High-Speed Marine Structures." Fogler Library, University of Maine, 2006. http://www.library.umaine.edu/theses/pdf/kabchejp2006.pdf.
Full text
27
Jemaa, Yaser. "Seismic behaviour of deficient exterior RC beam-column joints." Thesis, University of Sheffield, 2013. http://etheses.whiterose.ac.uk/15025/.
Full textAbstract:
Post-earthquake reconnaissance and results of previously conducted experiments show that stiffness and strength deterioration of beam-column joints can have a detrimental effect on the integrity and vulnerability of reinforced concrete frame structures, especially in older buildings in developing countries. As a result, there is a need to develop efficient structural evaluation techniques that are capable of accurately estimating the strength and deformability of existing buildings to facilitate the development of safer, simpler, and lower cost retrofit solutions and thus contributing to risk mitigation. The current research is part of a general effort that is being carried out at the University of Sheffield to quantify and develop strategies for the mitigation of seismic risk in developing countries. The primary aim of this work is to improve the current understanding of the seismic behaviour of deficient exterior reinforce concrete beam-column joints. Seven full-scale isolated exterior beam-column joints were tested under quasi-static cyclic loading to investigate and quantify the effects of using different types of beam reinforcement anchorages and low column axial loads on the seismic shear performance of exterior beam-column joints with no shear reinforcement. Contrary to what is reported in the literature, the test results show that increasing the column axial load even at very low levels «O.2f'oAg,) can enhance the joint shear strength of deficient exterior joints (exhibiting pure shear failure) by up to 15%. The test results also show that, for the same joint panel geometry and column axial load, the type of beam anchorage detail, whether it is a straight bar, long or short hook, can influence the joint shear strength by up to 34%. A new analytical model that predicts the shear strength of deficient exterior beam-column joints in both loading directions and takes into account the column axial load and bond conditions within the joint is developed. The model predicts with good accuracy the strength of the tested specimens in addition to other specimens reported by other researchers. Furthermore, a springbased exterior beam-column joint model for finite element analysis of deficient RC frames is proposed. The model development includes a joint shear stress-strain constitutive model based on the developed strength model. The simulated response using the proposed model shows good agreement with the experimentally observed response.
28
Masse, Bruno. "Analysis of structural timber joints made with glass fibre/epoxy." Thesis, Coventry University, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.273732.
Full text
29
Su, Ning. "Durability and fatique performance of structural adhesives and adhesive joints." Thesis, University of Dundee, 1992. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.240601.
Full text
30
Elflah, Mohamed A. Hussaen. "Structural behaviour of stainless steel bolted beam to column joints." Thesis, University of Birmingham, 2018. http://etheses.bham.ac.uk//id/eprint/8545/.
Full textAbstract:
Initially, two experimental programmes studying the structural behaviour of stainless steel beam-to-open column joints and beam-to-tubular column joints under static loads are reported in detail. The joint configurations tested include flush and extended end plate connections, top and seat cleat connections and top, seat and web cleat connections. The full moment-rotation characteristics are reported in detail. It is observed that the connections displayed excellent ductility, superior than that of equivalent carbon steel connections, and attained loads much higher than the ones predicted by design standards for carbon steel joints. Nonlinear FE models have been developed and validated against the experimental results. The FE models are shown to accurately replicate the experimentally determined, initial stiffness, ultimate resistance, overall moment-rotation response and observed failure modes. In addition, a comprehensive parametric study is conducted. The design rules for stainless steel connections, which are based on the specifications of EN 1993-1-8 for carbon steel joints, are reviewed and are found to be overly conservative in terms of strength and inaccurate in terms of stiffness thus necessitating the development of novel design guidance in line with the observed structural response. Hence, simplified mechanical models in line with the observed response are developed.
31
Frink, Ronald L. "Dynamic behavior of multi-legged pinned and rigid structural joints." Thesis, Massachusetts Institute of Technology, 1995. http://hdl.handle.net/1721.1/37809.
Full textAbstract:
Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Ocean Engineering; and, (S.M.)--Massachusetts Institute of Technology, Dept. of Mechanical Engineering, 1995.<br>Includes bibliographical references (leaves 118-119).<br>by Ronald L. Frink.<br>S.M.
32
Wentzel, Henrik. "Modelling of frictional joints - from dissipative mechanisms to structural response /." Stockholm : Hållfasthetslära, Kungliga Tekniska högskolan, 2008. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-9625.
Full text
33
Mayers, Adam Cristopher. "An investigation of the structural mechanics of insulated rail joints." Thesis, Queensland University of Technology, 2018. https://eprints.qut.edu.au/122878/1/Adam_Mayers_Thesis.pdf.
Full textAbstract:
Insulated rail joints, are a safety critical part of track signalling systems, which are used extensively in rail networks worldwide. However, these joints are failure prone, and susceptible to cracking and fracture, which has resulted in a number of notable accidents in the past, and major cost to industry. This thesis investigates the structural behaviour of these joints, via analytical modelling and field testing in the Pilbara region of Western Australia. The ultimate goals of this work are to reduce maintenance and outage costs, and, more importantly, improve safety for operators and passengers.
34
Philiastides, Antony. "Fully overlapped rolled hollow section welded joints in trusses." Thesis, University of Nottingham, 1988. http://eprints.nottingham.ac.uk/12416/.
Full textAbstract:
The designer of lattice trusses has been traditionally encouraged to avoid extra joint bending moments by ensuring 'noding' of member centre lines. This can however cause problems in the design of RHS trusses with small (economical) branch members by causing large gaps at joints with undesirable flexibility for slender chord walls. 100% overlap joints overcome this problem while still maintaining economic single cut branch ends. The research programme set out first to highlight the difference in behaviour of trusses with large gap noding and completely overlapping joints. Two similar trusses - one gap, the other lap - with matched sections were tested to failure. It was concluded that the gap joint truss (branch/chord width ratio = 0.4) was much less efficient than the corresponding 100% overlap truss despite the large eccentricities. The collapse load of the latter was some 35% greater, while the stiffness properties were better, and remained linear for a substantial proportion of the loading. On the other hand the gap joint truss soon became non-linear, with large overall deflections. Local connecting chord wall deflections were quite small in the lap joints while appreciable deflections occurred at gap joints under service loads. Elastic frame analyses were carried out for all the six test trusses (one gap and five lap). For the overlap trusses, axial forces and bending moments could be predicted fairly accurately but a non-linear analysis was required for the gap jointed truss even at fairly modest loads. The effects of ß ratio, chord slenderness and branch angle were all examined within the parameter range tested. The advantages of truss continuity moments as well as plastic redistribution of moments have been observed to reduce the occurrence of the local chord buckling mode of failure (L7), compared with previous isolated joint tests. Results obtained from tests on isolated joints can give good agreement with those obtained from truss tests, both with respect to strength and failure mode. However, as the isolated joint testing cannot always reproduce the support conditions in a truss, the failure modes (and hence strengths) can differ. The current CIDECT design strength equations and recommendations for gap and overlap joints are largely based on the results of isolated joint testing. The suitability of the CIDECT strength equations and recommendations for designing RHS lattice trusses has been reviewed. Consequently, for the 100% overlap joint trusses a simple design method has been presented in conjunction with practical design recommendations. The problems associated with the analysis and design of the gap joint truss are described in detail.
35
Kang, Chew Ting. "Ultimate strength of Double-Tee tubular joints under combined brace and chord loading." Thesis, University of Liverpool, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.364210.
Full text
36
Tan, Kar Tean. "The mechanics and mechanisms of environmental attack on structural adhesive joints." Thesis, Imperial College London, 2005. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.420992.
Full text
37
Saldano, Lisa M. (Lisa Monique) 1973. "Nondestructive evaluation of structural silicone adhesive joints in building evelope systems." Thesis, Massachusetts Institute of Technology, 1998. http://hdl.handle.net/1721.1/46148.
Full text
38
Porteous, Alexander. "The structural behaviour of timber joints made with fully overlapping nails." Thesis, Edinburgh Napier University, 2003. http://researchrepository.napier.ac.uk/Output/2787.
Full textAbstract:
An integrated programme of experimental and analytical work was carried out to evaluate the nonlinear semi-rigid characteristics of timber connections using fully overlapping nails subjected to short duration lateral loading and moment. The investigation is part of a continuing programme of research at Napier University into the behaviour of timberjoints using fully overlapping nails as the connecting Z -1 mechanism. The effects of the factors and material properties that influence the behaviour of nailed joints were addressed in a structured and controlled way allowing semi-empirical models to be developed for the lateral load behaviour of rnulti-nailed timber joints using steel and plywood gusset plates. A quality control procedure was established for the testing programme and consistent standards were applied to the preparation and testing work. The semi-empirical models that were developed included for the effect of timber density: crussept late material effect- nail strength; number of nails: nail diameter; row spacing and the effect of the moisture content in the timber. They covered joints assembled with and without a gap between the timber and the gusset plates and for joints assembled with steel gusset plates, the effect of the predrill size used in the gusset plate was also investigated. The model results compared very well with the results from tests, accurately predicting the non-linear behaviour of the joints up to failure. An extensive analytical and experimental study was carried out to investigate the moment-rotation behaviour of these types ofjoints. Two linear arýd four non-linear models were developed for each type of joint and the efficiencies of the models were compared to detennine the one that best simulated the joint behaviour. The linear models consistently underestimated the capacity of the joint, giving conservative results. The best solutions were obtained by applying the torsion formula used for steel connections and incorporating the nail behaviour models developed for the non-linear lateral load joints. Account was taken of the non-linear behaviour of the connection and alternative models using fixed and moveable centres of rotation were developed. Very good comparisons were achieved between these models and the test results. A detailed comparison was made between the behaviour of the joints using the lateral load displacement models and Eurocode 5 (EC5) and it was concluded that EC5 rules did not accurately simulate the behaviour of this type of joint. It was concluded that the nail spacing rules in the code did not apply to fully overlapping nails. A limit state design method based on the principles used in EC5 has been developed from the models for the design of joints using fully overlapping nails and subjected to lateral loading or moment. The semi-rigid behaviour of the joints was also investigated and it was concluded that to safely predict the response of structures assembled with fully, overlapping nails. the semi-rigid behaviour must be included for in the analysis procedure. Rigidity factors, end fixing moment reduction factors and the secant rotational stiffness coefficients for the joints were derived. It was also shown that where the analysis was limited to the serviceability limit state. a modified elastic method of analysis could be used and where it was beyond this state a non-linear method of analysis was required.
39
El-Salti, Maher Kh 1960. "Simplified single plate connection designs." Thesis, The University of Arizona, 1988. http://hdl.handle.net/10150/276925.
Full textAbstract:
A simplified procedure that results in a significant reduction of the computation time and effort in the design of single plate framing connections is presented herein. This simplified method is based upon the current design procedure which is applicable to partially restrained shear connections. A total of 140 steel beams with 700 analyses and 500 composite beams were used to develop the simplified method. Tables are provided for the design of most commonly used connections. The simplified single plate design is applicable for fully tightened 3/4, 7/8, and 1. inch A325 or A490 bolts used in either standard round or slotted holes, or snug tight A325 or A490 bolts in standard holes. These studies have led to a single table of the restraint design moments which greatly simplifies the design procedure.
40
El-Amoury, Tarek Abbas Ghobarah Ahmed. "Seismic rehabilitation of concrete frame beam-column joints /." *McMaster only, 2004.
Find full text
41
Thurlbeck, Simon David. "A fracture mechanics based methodology for the assessment of weld toe cracks in tubular offshore joints." Thesis, University of Manchester, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.306520.
Full text
42
Dharmawan, Ferry, and ferry dharmawan@rmit edu au. "The Structural Integrity And Damage Tolerance Of Composite T-Joints in Naval Vessels." RMIT University. Aerospace, Mechanical and Manufacturing Engineering, 2008. http://adt.lib.rmit.edu.au/adt/public/adt-VIT20081216.163144.
Full textAbstract:
In this thesis, the application of composite materials for marine structures and specifically naval vessels has been explored by investigating its damage criticality. The use of composite materials for Mine Counter Measure Vessels (MCMVs) was desirable, especially for producing material characteristics, such as light weight, corrosion resistance, design flexibility due to its anisotropic nature and most importantly stealth capability. The T-Joint structure, as the primary connection between the hull and bulkhead forms the focus of this research. The aim of the research was to determine the methodology to predict the damage criticality of the T-Joint under a pull-off tensile loading using FE (Finite Element) based fracture mechanics theory. The outcome of the research was that the Finite Element (FE) simulations were used in conjunction with fracture mechanics theory to determine the failure mechanism of the T-Joint in the presence of disbonds in the critical loca tion. It enables certain pre-emptive strengthening mechanisms or other preventive solutions to be made since the T-Joint responses can be predicted precisely. This knowledge contributes to the damage tolerance design methodology for ship structures, particularly in the T-Joint design. The results comparison between the VCCT (Virtual Crack Closure Technique) analysis and the experiment results showed that the VCCT is a dependable analytical method to predict the T-Joint failure mechanisms. It was capable of accurately determining the crack initiation and final fracture load. The maximum difference between the VCCT analysis with the experiment results was approximately 25% for the T-Joint with a horizontal disbond. However, the application of the CTE (Crack Tip Element) method for the T-Joint displayed a huge discrepancy compared with the results (fracture toughness) obtained using the VCCT method, because the current T-Joint structure geometry did not meet the Classical Laminate Plate Theory (CLPT) criteria. The minimum fracture toughness difference for both analytical methods was approximately 50%. However, it also has been tested that when the T-Joint structure geometry satisfied the CLPT criteria, the maximum fracture toughness discrepancy between both analytical methods was only approximately 10%. It was later discovered from the Griffith energy principle that the fracture toughness differences between both analytical methods were due to the material compliance difference as both analytical methods used different T-Joint structures.
43
LIMA, LUCIANO RODRIGUES ORNELAS DE. "BEHAVIOUR OF STRUCTURAL STEEL ENDPLATE JOINTS SUBJECTED TO BENDING MOMENT AND AXIAL FORCE." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2003. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=4165@1.
Full textAbstract:
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO<br>Tradicionalmente, o projeto de pórticos em estruturas de
aço assume que as ligações viga-coluna são rígidas ou
flexíveis. As ligações rígidas, onde não ocorre nenhuma
rotação entre os membros conectados, transferem não só
momento fletor, mas também força cortante e força normal.
Por outro lado, as ligações flexíveis são caracterizadas
pela liberdade de rotação entre os membros conectados
impedindo a transmissão de momento fletor.
Desconsiderando-
se estes fatos, sabe-se que a grande maioria das
ligações não possuem este comportamento idealizado. De
fato, a maioria das ligações transfere algum momento
fletor
com um nível de rotação associado. Estas ligações são
chamadas semi-rígidas e seu dimensionamento deve ser
executado de acordo com este comportamento estrutural
real.
Porém, algumas ligações viga-coluna estão sujeitas a uma
combinação de momento fletor e esforço axial. O nível de
esforço axial pode ser significativo, principalmente em
ligações de pórticos metálicos com vigas inclinadas, em
pórticos não-contraventados ou em pórticos com pavimentos
incompletos. As normas atuais de dimensionamento de
ligações estruturais em aço não consideram a presença de
esforço axial (tração e/ou compressão) nas ligações.
Uma limitação empírica de 5 por cento da resistência plástica da
viga é a única condição imposta no Eurocode 3. O objetivo
deste trabalho é descrever alguns resultados
experimentais
e numéricos para estender a filosofia do método das
componentes para ligações com ações combinadas de momento
fletor e esforço axial. Para se cumprir este objetivo,
quinze ensaios foram realizados e um modelo mecânico é
apresentado para ser usado na avaliação das propriedades
da
ligação: resistência à flexão, rigidez inicial e
capacidade
de rotação.<br>Traditionally, the steel portal frame design assumes that beam-to-column
joints are rigid or pinned. Rigid joints, where no relative rotations occur between
the connected members, transfer not only substantial bending moments, but also
shear and axial forces. On the other extreme, pinned joints, are characterised by
almost free rotation movement between the connected elements that prevents
the transmission of bending moments.
Despite these facts, it is largely recognised that the great majority of joints
does not exhibit such idealised behaviour. In fact, many joints transfer some
bending moments associated with rotations. These joints are called semi-rigid,
and their design should be performed according to their real structural behaviour.
However, some steel beam-to-column joints are often subjected to a
combination of bending and axial forces. The level of axial forces in the joint may
be significant, typical of pitched-roof portal frames, sway frames or frames with
incomplete floors. Current standard for steel joints do not take into account the
presence of axial forces (tension and/or compression) in the joints. A single
empirical limitation of 5 percent of the beam s plastic axial capacity is the only enforced
provision in Annex J of Eurocode 3. The objective of the present work is to
describe some experimental and numerical results to extend the philosophy of
the component method to deal with the combined action of bending and axial
forces. To fulfil this objective a set of sixteen specimens were performed and a
mechanical model was developed to be used in the evaluation of the joint
properties: bending moment resistance, initial stiffness and rotation capacity.
44
Brambleby, Reuben. "The structural performance and frequency filtering effects of perforated metal to composite joints." Thesis, Imperial College London, 2016. http://hdl.handle.net/10044/1/55107.
Full textAbstract:
Glass fibre reinforced polymer (GFRP) composites are becoming increasingly common place in structural load bearing applications. Many of these applications require that loads from the GFRP are transmitted to steel elements. The aim of this thesis was to investigate the performance of joints between steel and vinyl-ester GFRP, comparing the tension strength at quasi-static loading rates with that at impact loading rates. The effect of loading rate on the mode II fracture toughness of the GFRP material was also investigated in order to establish a link between the increase in joint strength under dynamic loads and the increase in mode II fracture toughness under dynamic loads. The effect that typical manufacturing flaws have on the performance of the joints was also assessed. Specimens were manufactured using the vacuum assisted resin transfer moulding process, steel adherends were co-bonded during manufacture. The investigation was undertaken using both physical tests and numerical analyses, physical tests on joints were conducted at both quasi-static and impact loading rates. The effect of loading rate on the mode II fracture toughness of vinyl-ester GFRP was investigated using four point bending end notch flexure tests at a range of loading rates. Digitial image correlation techniques were used to measure crack propagation during the end notch flexure testing. The phononic crystal behaviour of perforated steel adherends was investigated in order to demonstrate that attenuation of in-plane stress waves could be achieved at frequencies relevant to the likely joint applications . Finite element analyses and plots of the in-plane wave dispersion relations were employed for the frequency filtering studies. It was shown that the tension strength of the joints was significantly higher under impact loads than quasi-static loads and that this increase in strength could be attributed to an increase in the mode II fracture toughness of the GFRP at the higher loading rate. The perforations in the steel plates enhanced both the static and impact tension strength of the joints, the joints were found to be relatively insensitive to the types of manufacturing flaw that were assessed. It was demonstrated that finite element surface based cohesive behaviour was able to effectively simulate the debond failures in the physical specimens. The investigation into frequency filtering effects has shown that finite steel plates with resin filled perforations are capable of attenuating in-plane waves at frequencies likely to be generated during a blast event.
45
Yen, Hsin-Yi. "NEW ANALYSIS AND DESIGN PROCEDURES FOR ENSURING GAS TURBINE BLADES AND ADHESIVE BONDED JOINTS STRUCTURAL INTEGRITY AND DURABILITY." [Columbus, Ohio] : Ohio State University, 2000. http://www.ohiolink.edu/etd/send-pdf.cgi?osu967666610.
Full textAbstract:
Thesis (Ph. D.)--Ohio State University, 2000.<br>Includes vita. Title from title page display. Abstract. Advisor: M.-H. Herman Shen, Dept. of Aerospace Engineering, Applied Mechanics, and Aviation. Includes bibliographical references (p. 152-154).
46
Mshana, Yassin Uledi Hatibu. "The influence of multiple axis fatigue loading on structural integrity of offshore tubular joints." Thesis, City University London, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.238832.
Full text
47
Shimoga, Ramesh. "Structural behavior of jointed leachate collection pipes." Ohio : Ohio University, 1999. http://www.ohiolink.edu/etd/view.cgi?ohiou1175621396.
Full text
48
Tahir, Mahmood Md. "Structural and economic aspects of the use of semi-rigid joints in steel frames." Thesis, University of Warwick, 1997. http://wrap.warwick.ac.uk/4192/.
Full textAbstract:
This thesis reports on five main areas as follows: 1. Braced steel frames designed for semi-continuous construction were studied to determine savings in both cost and weight. Various frame parameters such as the number of bays, use of grade S355 steel, beam spans, types of connection, and selection of beam size were investigated. The investigation confirmed that semicontinuous construction contributes to worthwhile percentage savings on both cost and weight. 2. Analysis and design of steel unbraced frames bending on both axes were performed with emphasis on stability and deflection checks. Rules are proposed to improve the stability and stiffness. For connections to the minor axis, a proposed joint detail is presented. The performance of the frames was checked for collapse load level at ULS; deflection limits at SLS were also checked; in both cases using first and second order analysis. The investigation demonstrated that the frames should be restricted to less than four storeys. 3. A study on minor axis joints was carried out for flush end plate connections connected to the column web. Previous experimental results of moment and stiffness were compared with predicted values. Moment values were predicted using Gomes' formulae. The stiffness due to the column web was predicted using finite element analysis. The results showed good agreement between experimental and predicted values. The study on the connections was extended to their suitability in steel frames bending about the minor axis; the investigation confirmed that the connections were not suitable for unbraced wind-moment frames. An equation for prediction of initial stiffness was nevertheless established for the connection. 4. Steel frames with composite beams designed for minimum wind combined with maximum gravity load were studied for their performance, taking into account cracking along the beams. The investigation showed that the frames meet the requirements of deflection and sustain a load level of 1.0 for ULS. For frames studied for maximum wind combined with minimum gravity load, the moment capacity of the joints governed the design which resulted in a deeper beam section. 5. Seven tests were carried out for a new type of shear connector system installed by compressed air. The aim of the tests was to study the shear capacity and ductility of the studs. The tests showed that the pins fail due to fracture and the stud systems needs some improvements to increase the key structural properties.
49
Rook, Todd E. "Vibratory Power Flow Through Joints and Bearings with Application to Structural Elements and Gearboxes /." The Ohio State University, 1995. http://rave.ohiolink.edu/etdc/view?acc_num=osu148792864998739.
Full text
50
Rakow, Alexi Schroder. "A structural health monitoring fastener for tracking fatigue crack growth in bolted metallic joints /." May be available electronically:, 2008. http://proquest.umi.com/login?COPT=REJTPTU1MTUmSU5UPTAmVkVSPTI=&clientId=12498.
Full text