Relevant bibliographies by topics / Hollow sections

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Hollow sections'

Author: Grafiati
Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "Hollow sections"

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Gardner, L., and T. M. Chan. "Cross-section classification of elliptical hollow sections." Steel and Composite Structures 7, no. 3 (June 25, 2007): 185–200. http://dx.doi.org/10.12989/scs.2007.7.3.185.

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Hamedon, Zamzuri, Ken Ichiro Mori, and Yohei Abe. "Fatigue Strength of High Strength Steel Sheets Joined by Hemming Process." Applied Mechanics and Materials 773-774 (July 2015): 282–86. http://dx.doi.org/10.4028/www.scientific.net/amm.773-774.282.

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It is strongly desirable for the vehicle to improve passenger safety and at the same time to reduce the weight of the vehicles. A hollow section for the body structure of automobiles is studied. A high strength steel sheet is used to make the hollow sections in this studied, which are typically joined by resistance spot welding have insufficient energy absorption because the joins are not continuous. Thus, to overcome this problem, the hollow section is joined using the hemming process. The high strength steel hollow sections joined by hemming and resistance spot welding were then examined by tensile and fatigue tests. The hollow section with hemmed joins showed better performance in both tests. The overlapping joins of the hemmed hollow section have greater strength as compared to the resistance of spot welding joins.
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Hong, Hyemin, Sungwon Kim, and Taek Hee Han. "Section Design of 3MW Wind Turbine Tower Applied by GFRP DSCT Structure." Journal of the Korean Society of Hazard Mitigation 20, no. 5 (October 31, 2020): 175–84. http://dx.doi.org/10.9798/kosham.2020.20.5.175.

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In this study, cross-sections of GFRP DSCT (Glass Fiber Reinforced Polymer Double-Skinned Composite Tubular) column applicable to a 3 MW wind power tower were designed and performance evaluations of the designed sections were conducted. Forty sections, which satisfied the required axial load and bending moment, were designed according to the corresponding hollow ratio using the AutoDSCT program. Each section was analyzed using the CoWiTA program with consideration of the nonlinearity of the material, concrete confinement effect, and large displacement effect. Consequently, for a section with a diameter of 4.5 m, the requirement was satisfied when the hollow ratio was 70% to 85%, and for the diameters of 4.275 m, 4.05 m, and 3.825 m, sections with hollow ratios between 70% and 82%, 70% and 76%, and only 70%, respectively, satisfied the requirement respectively. Further, modularization was also carried out on the columns for convenience and ease of transport, and the performance of each section was verified by presenting sections of the module for each height.
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Ritchie, Cameron B., Matthew I. Gow, Jeffrey A. Packer, and Amin Heidarpour. "Influence of elevated strain rate on the mechanical properties of hollow structural sections." International Journal of Protective Structures 8, no. 3 (August 7, 2017): 325–51. http://dx.doi.org/10.1177/2041419617721530.

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As protective design engineering becomes more prevalent, cold-formed steel hollow structural sections are often desired design components. As such, it is necessary to understand the behavior of hollow structural sections subject to air-blast loading, including the material response under elevated strain rates. Dynamic tensile tests have hence been performed on subsize tensile coupons taken from the flats and corners of cold-formed rectangular hollow section members. Dynamic yield stresses were obtained at strain rates from 0.1 to 18 s−1, which encompasses and exceeds the range recorded during far-field blast arena testing. The dynamic increase factor was calculated for each data point and synthesized with previous cold-formed rectangular hollow section tests at even higher strain rates (100–1000 s−1). The data set was used to determine Cowper–Symonds and Johnson–Cook parameters. The resulting material models can now be used to determine the strength increase of cold-formed rectangular hollow sections subject to a wide range of impulsive, elevated strain rate loads.
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Tu'ma, Nasser Hakeem, and Mustafa Raad Aziz. "Flexural Performance of Composite Ultra-High-Performance Concrete-Encased Steel Hollow Beams." Civil Engineering Journal 5, no. 6 (June 23, 2019): 1289–304. http://dx.doi.org/10.28991/cej-2019-03091332.

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Composite members have been widely used in the construction of medium- and high-rise buildings. The results of the development of a new structural member by experimental investigation of the flexural behavior of hollow composite beams are presented in this paper. This research aims to exploit the properties of composite sections and their strength in developing a new approach for overcoming the problems of service pipes in buildings. A hollow steel section encased fully in concrete is used to form a composite hollow beam. The structural benefit provided by the steel section (composite part) is adopted to increase the stiffness of the member. The hollow part is employed to provide services and economic benefits by reducing the amount of expensive ultra-high-performance concrete (UHPC) used and decreasing the self-weight of the member. The flexural strength of 11 UHPC beams is tested under two-point loads. The variables in this investigation include the type of hollow core mold material and the size, location, and shape of steel hollow sections in the middle and tension zones of the cross-section. Experimental results are compared and discussed. The tested results show that the flexural capacity and stiffness of the UHPC-encased steel hollow beams are 109% and 23.5% higher than those solid beams, respectively.
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Broniewicz, Miroslaw, and Filip Broniewicz. "Welds Assessment in K-Type Joints of Hollow Section Trusses with I or H Section Chords." Buildings 10, no. 3 (March 3, 2020): 43. http://dx.doi.org/10.3390/buildings10030043.

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The use of hollow section structures has received considerable attention in recent years. Since the first publication of CIDECT (International Committee for the Development and Study of Tubular Structures), additional research results became available, especially concerning the design of welds between members of trusses joints. To assess the capacity of welded joints of trusses between braces made of hollow sections and I-beam chords, the effective lengths of the welds should be estimated and their location around the braces and the forces acting on individual weld’s sections. The objective of this paper is to present the most up-to-date information to designers, teachers, and researchers according to the design of welds for certain K and N overlapped joints between rectangular hollow section (RHS) braces and I- or H-section chord.
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Zhou, Feng, and Ben Young. "Compressive strengths of concrete-filled double-skin (circular hollow section outer and square hollow section inner) aluminium tubular sections." Advances in Structural Engineering 22, no. 11 (April 22, 2019): 2418–34. http://dx.doi.org/10.1177/1369433219842381.

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Experimental and numerical investigations of concrete-filled double-skin aluminium stub column with a circular hollow section as the outer skin and a square hollow section as the inner skin are presented in this article. A test program was carried out to study the influences of aluminium tube geometric dimensions and concrete strength on structural performance and strength of composite columns. A series of composite columns was tested on outer circular hollow section tubes and inner square hollow section tubes; the spaces between them had been filled with concrete of different nominal cylinder strengths of 40, 70 and 100 MPa. The tubes were fabricated by extrusion using 6061T6 heat-treated aluminium alloy having a nominal 0.2% proof stress of 240 MPa. A non-linear finite element model was developed and verified against experimental results. The test and numerical results were compared with the design strengths to evaluate the applicability of the design rules in the American specifications for aluminium and concrete structures. In addition, the proposed design equations, developed by the authors for concrete-filled double-skin aluminium tubular stub columns with circular hollow section as both outer and inner skins, were used to calculate the design strengths and compared with the experimental and numerical results obtained in this study. The proposed design equations also predicted the ultimate strengths of the concrete-filled double-skin aluminium tubular stub columns accurately with circular hollow section as the outer skin and square hollow section as the inner skin.
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Ummenhofer, Thomas. "Structural hollow sections - recent developments." Steel Construction 7, no. 2 (May 2014): 63–64. http://dx.doi.org/10.1002/stco.201490015.

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Queiroz Junior, F. O., and B. Horowitz. "Shear strength of hollow circular sections." Revista IBRACON de Estruturas e Materiais 9, no. 2 (April 2016): 214–25. http://dx.doi.org/10.1590/s1983-41952016000200004.

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ABSTRACT The number of buildings higher than 30 floors has shown remarkable growth; many of them are supported on foundations of hollow circular piles. This increasing of height of constructions causes an increment of the shear stresses that are transmitted to their foundations, however these elements are more shear critical due to the hollow core. Most of the existing codes are based on shear models for rectangular sections, and guidelines for assessment of shear strength of members with hollow circular cross sections are practically non-existent. This study evaluates, on a comparative basis, the shear strength of elements with hollow circular cross sections, obtained from experimental tests, with values computed using the Canadian Code (CSA A23.3) and using a proposed simple procedure based on the Brazilian standard (NBR 6118).
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WU, C., X. L. ZHAO, W. H. DUAN, and P. PHIPAT. "IMPROVED END BEARING CAPACITIES OF SHARP-CORNER ALUMINUM TUBULAR SECTIONS WITH CFRP STRENGTHENING." International Journal of Structural Stability and Dynamics 12, no. 01 (January 2012): 109–30. http://dx.doi.org/10.1142/s0219455412004616.

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Web crippling is the major failure mode of thin-walled members when they are subjected to concentrated loading. Carbon fiber-reinforced polymer (CFRP) is found to be promising for strengthening metallic structural members. This paper reports improved web-crippling capacity of sharp-corner aluminum tubular sections: rectangular hollow section (RHS) and square hollow section (SHS), by attaching CFRP to their webs. Twenty four specimens were tested with four CFRP strengthening configurations applied on each of six different aluminum RHS and SHS sections. Significant increase in load-carrying capacity was obtained. Further comparison is made between CFRP strengthened aluminum tubular sections and cold-formed steel counterparts in respect of strengthening efficiency. Underlying mechanism of different failure modes and strengthening efficiencies of various strengthening configurations are discussed with the assistance of FEM simulation.
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Dissertations / Theses on the topic "Hollow sections"

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Chan, Tak Ming. "Structural behaviour of elliptical hollow sections." Thesis, Imperial College London, 2008. http://hdl.handle.net/10044/1/11975.

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Elliptical hollow sections (EHS) represent the recent addition to the range of tubular structural products. Their distinct closed nature brings structural efficiency by offering differing flexible rigidities about each of the principal axes as well as high torsional stiffness. It also offers an interesting and unusual smooth streamlined appearance which can be utilised to fulfil contemporary streamlined appearance which can be utilised to fulfil contemporary design visions. The varying radius of curvature around the circumference characterises the distinctive structural behaviour of EHS from other tubular sections. In this study, the manifestation of local buckling under compression and in-plane bending about each of the principal axes has been examined, and a system of cross-section classification has been proposed.
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Bauer, Dominique. "Triangular trusses fabricated from rectangular hollow sections." Thesis, McGill University, 1987. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=75364.

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This thesis deals with the behaviour and design of triangular trusses fabricated from Hollow Structural Sections (HSS), with two Warren-type web planes and a single tension chord. Experimental programs are described in which triangular truss segments and simplified joints were tested in order to investigate the behaviour of compression web members and tension-chord welded joints. The mechanics of joint deformations are analysed in relation to the yield line theory, and simple models are shown to give a good prediction of the joint stiffnesses and strengths. Complex yield line models are investigated, but are slightly or not superior to the simple models. Recommendations are established covering the design of tension and compression chord joints, as well as chord and web members. The design of a 22 m span triangular truss is outlined.
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Ozkan, Istemi Faruk. "Plastic interaction relations for hollow structural steel sections." Thesis, University of Ottawa (Canada), 2002. http://hdl.handle.net/10393/6088.

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The first part of this study reports an experimental program consisting of six full-scale tests on pipe sections under load combinations of shearing forces, bending moments, and twisting moments. The experimental results agree very well with the predicted failure loads based on recently developed interaction relations. The experimental program establishes the validity of the analytical techniques used to derive the interaction relations for pipe sections. The verified methodology is extended to derive interaction relations for square hollow structural sections under combinations of normal forces, twisting moments, biaxial bending moments, and biaxial shearing forces. Careful consideration is given to the applicability limits of the developed interaction relations. A stress resultant transformation scheme is devised in order to reduce the number of interaction relations from 20 cases to only three fundamental cases.
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Wilkinson, Timothy James. "The Plastic Behaviour of Cold-Formed Rectangular Hollow Sections." University of Sydney. Department of Civil Engineering, 2000. http://hdl.handle.net/2123/843.

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The aim of this thesis is to assess the suitability of cold-formed rectangular hollow sections (RHS) for plastic design. The project involved an extensive range of tests on cold-formed Grade C350 and Grade C450 (DuraGal) RHS beams, joints and frames. A large number of finite element analyses was also carried out on models of RHS beams. The conclusion is that cold- formed RHS can be used in plastic design, but stricter element slenderness (b/t) limits and consideration of the connections, are required. Further research, particularly into the effect of axial compression on element slenderness limits, is required before changes to current design rules can be finalised. Bending tests were performed on cold-formed RHS to examine the web and flange slenderness required to maintain the plastic moment for a large enough rotation suitable for plastic design. The major conclusions of the beam tests were: (i) Some sections which are classified as Compact or Class 1 by current steel design specifications do not maintain plastic rotations considered sufficient for plastic design. (ii) The current design philosophy, in which flange and web slenderness limits are independent, is inappropriate. An interaction formula is required, and simple formulations are proposed for RHS. Connection tests were performed on various types of knee joints in RHS, suitable for the column - rafter connection in a portal frame. The connection types investigated were welded stiffened and unstiffened rigid knee connections, bolted plate knee joints, and welded and bolted internal sleeve knee joints, for use in RHS portal frames. The ability of the connections to act as plastic hinges in a portal frame was investigated. The most important finding of the joint tests was the unexpected fracture of the cold-formed welded connections under opening moment before significant plastic rotations occurred. The use of an internal sleeve moved the plastic hinge in the connection away from the connection centre- line thus eliminating the need for the weld between the RHS, or the RHS and the stiffening plate, to carry the majority of the load. The internal sleeve connections were capable of sustaining the plastic moment for large rotations considered suitable for plastic design. Tests on pinned-base portal frames were also performed. There were three separate tests, with two different ratios of vertical to horizontal point loads, simulating gravity and horizontal wind loads. Two grades of steel were used for comparison. The aims of the tests were to examine if a plastic collapse mechanism could form in a cold-formed RHS frame, and to investigate if plastic design was suitable for such frames. In each frame, two regions of highly concentrated curvature were observed before the onset of local buckling, which indicated the formation of plastic hinges and a plastic collapse mechanism. An advanced plastic zone structural analysis which accounted for second order effects, material non-linearity and member imperfections slightly overestimated the strength of the frames. The analysis slightly underestimated the deflections, and hence the magnitude of the second order effects. A second order plastic zone analysis, which did not account for the effects of structural imperfections, provided the best estimates of the strengths of the frames, but also underestimated the deflections. While cold-formed RHS did not satisfy the material ductility requirements specified for plastic design in some current steel design standards, plastic hinges and plastic collapse mechanisms formed. This suggests that the restriction on plastic design for cold-formed RHS based on insufficient material ductility is unnecessary, provided that the connections are suitable for plastic hinge formation, if required. A large number of finite element analyses were performed to simulate the bending tests summarised above, and to examine various parameters not studied in the experimental investigation. To simulate the experimental rotation capacity of the RHS beams, a sinusoidally varying longitudinal local imperfection was prescribed. The finite element analysis determined similar trends as observed experimentally, namely that the rotation capacity depended on both the web slenderness and flange slenderness, and that for a given section aspect ratio, the relationship between web slenderness and rotation capacity was non-linear. The main finding of the finite element study was that the size of the imperfections had an unexpectedly large influence on the rotation capacity. Larger imperfections were required in the more slender sections to simulate the experimental results. There should be further investigation into the effect of varying material properties on rotation capacity.
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Qiu, Wei. "Beam-column behaviour of concrete-filled elliptical hollow sections." Thesis, Imperial College London, 2017. http://hdl.handle.net/10044/1/48035.

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Concrete filled elliptical hollow sections (CFEHS) are a relatively new addition to the range of composite cross-sections available to structural engineers. The European design code EN 1994-1-1 (BSI, 2004) provides design rules for composite cross-sections, including concrete filled circular hollow sections (CFCHS) and concrete filled rectangular sections (CFRHS), but CFEHS are not considered in the present design code. In order to contribute to the development of design provisions for CFEHS, a comprehensive experimental and numerical study of their column and beam-column behaviour has been carried out. The testing programme covered a range of member lengths, reinforcement ratios and loading eccentricities and consisted of 27 column and beam-column member tests, 70 concrete cylinder compression tests, 3 reinforcing bar tensile tests and 2 steel tube tensile coupon tests. Numerical models were developed using the nonlinear finite element package Abaqus and validated against the experimental results. Using the validated models, detailed numerical parametric studies of CFEHS members have been conducted addressing three different scenarios: (1) members under axial compression, (2) members under combined axial compression and uniaxial bending and (3) members under combined axial compression and biaxial bending. Based on the combined test and numerical data set, along with previous experimental results reported in the literature, new design rules for CFEHS are proposed. It is shown that the current provisions of EN 1994-1-1 (BSI, 2004) for the design of CFCHS and CFRHS are appropriate for the design of members of elliptical cross-section, using either buckling curve b or c, depending on the level of steel reinforcement for members under axial compression. Cross-section axial load-moment (N-M) interaction curves are generally employed for the design of composite members under combined loading. A numerical approach, developed in Matlab, was used to the generate the N-M interaction diagram for CFEHS, which was found to offer a suitable design basis to be used in conjunction with calculated axial forces and second-order moments. Finally, an assessment of the reliability of the design proposals for CFEHS columns and beam-columns in accordance with Annex D of EN 1990 (BSI, 2002) was carried out.
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Nowzartash, Farhood. "Plastic Interaction Relations for Elliptical and Semi-Elliptical Hollow Sections." Thèse, Université d'Ottawa / University of Ottawa, 2011. http://hdl.handle.net/10393/20042.

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The advancement of the structural steel manufacturing industry has led to the recent emergence of steel members with Elliptical Hollow Sections (EHS) and Semi Elliptical Hollow Sections (SEHS). Although these sections are gaining popularity among architects, the lack of design guidelines specifically tailored towards these sections inhibits their efficient structural use. Within this context, this thesis provides several steps towards the development of such guidelines. A review of the manufacturing process of hot-rolled steel sections is conducted with emphasis on hollow structural sections. The main factors affecting the formation of residual stresses during cooling of the sections are discussed. Lower bound plastic interaction relations for EHS subjected to combinations of axial force, bi-axial bending moments and torsion are then derived. The formulation is based on the lower bound theorem of plasticity and the maximum distortional energy density yield criterion. Its applicability for conducting the cross-sectional interaction check in structural steel design problems is illustrated through a practical example. A simplified and conservative interaction equation is then proposed based on curve fitting of the results of the lower bound solution. Upper bound interaction relations are next developed for EHS subjected to combinations of axial force, bi-axial bending moments, torsion and bimoments. The formulation is based on kinematically admissible strain fields within the context of the upper bound theorem of plasticity. The interaction relations derived successfully capture the effect of confining radial strains present at welded end sections, as well as sections that are free to deform in the radial direction away from end welded sections. An iterative solution technique is developed to solve the resulting highly non-linear system of interaction relations. The effects of residual stresses and initial imperfections on axial compressive resistance of hot-rolled EHS are then incorporated into the lower bound interaction relations. Towards that goal, the thermo-mechanical properties of steel were extracted from the literature. A thermo-mechanical finite element model was developed for prediction of residual stresses in rolled sections. The validity of the model was assessed by comparison against residual stress measurements available in the literature. The model is then applied to predict the residual stresses in hot-rolled EHS. A series of geometric and material nonlinear finite element analyses is conducted on columns of EHS sections. The analyses include predicted residual stresses and initial out-of-straightness imperfections in order to determine the inelastic buckling capacity of EHS members and generate column curves for EHS sections. The column curves are subsequently compared to those based on Canadian, American and European design codes. Two column curve equations are proposed in a format similar to that of the Canadian Standards for buckling about major and minor axes. The column curves were subsequently combined with the interaction relations developed to provide design rules for EHS members under combined loads. The last contribution of the thesis provides a formulation of lower bound interaction relations for SEHS subject to combinations of axial force, bi-axial bending moments and torsion. An iterative scheme for solving the parametric form of the interaction relations is developed and a grid of admissible stress resultant combinations is generated. A series of trial functions are fitted to the grid of internal force combinations and two simplified and conservative interaction equations are proposed.
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Ian, Ferreira. "Designing power line towers using circular hollow sections / Ian Ferreira." Thesis, North-West University, 2013. http://hdl.handle.net/10394/8737.

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It has become a challenging exercise to obtain land in order to further develop the electrical infrastructure in South Africa. The reason for this is that high voltage transmission towers visually impacts the surroundings and require a large servitude in order to accommodate these structures. The requirements for low visible towers with small foundation footprints may be achieved with double circuit power line towers. However, the structural loading in tower member's increase drastically as a result of large conductor bundles, higher reliability, smaller foundation footprints and a increase in wind loading because of the taller structures. This limits the further economical use of standard angular hot rolled sections and requires that alternative cross sections are considered in the design of power line towers. The aim of this research is to focus on the practical and cost-e ective implementation of circular hollow sections (CHS) in power line towers. The design of a power line system consist of a family of tower structures which include a large number of structural and non-structural members as well as many connections resisting various combinations of loads. The outcome of this research proves that a feasible and practical way exist to implement circular hollow sections in power line tower design using current design software, current design standards and current manufacturing techniques for South African conditions. It is recommended that connections between tower elements should be similar to existing connection practices where possible. This will reduce the requirements for specialized software or connection standards. This will also facilitate the design of hybrid tubular and angular member towers. Hence a review of current angular member and connection design practices are given for the reader. Before the design of a tubular power line tower may be done, various hollow section connections and stability criteria are reviewed. The CIDECT manuals provide an excellent resource for hollow section connections for static and dynamic conditions. It is important to note that it is not the intention of the author to question or improve on the existing hollow section design formulae, but rather to show their ease of implementation in the power line industry. A tubular tower was designed and fabricated in order to combine the theory and practical implementation thereof. In the design of this test tower, the author introduced a novel cross arm design. The new con guration cross arm has only three main chords compared with the conventional cross arm with four main chords. It is envisaged that this new cross arm con guration will reduce overall tower cost as well as construction cost. An analytical and numerical structural analysis was used to design the test tower. An isolated analysis was also performed on the tower cross arm in order to compare and validate the use of less expensive structural software. The comparison considered a full nite element analysis (ANSYS) compared with a beam element analysis (Prokon). The results show that there is an excellent correlation between the two models given that speci c, yet simple modeling techniques are used to model the tower elements. In order to conclude the validity of the recommended design approach and the integrity of the test structure, physical testing was done at the Eskom tower test facility. The structure was securely xed to the base of the test bed and strain gauges were tted on several of the tower members. Steel wire ropes with load cells were tted to the cross arms of the structure and three typical load cases were evaluated. Comparing the physical test results with the Prokon model, a 10% variation between member loads were recorded. The loads in the test tower was in most cases higher compared with the Prokon model. In summary, the design process proposed here may successfully be used to design and manufacture CHS power line towers. The design process uses current design software, current design standards and current manufacturing techniques. Further investigation on full scale structures are required in order to study the economics of tubular towers versus angular member towers. This study should include fabricators and construction experts in order to comprehend the impact on the power-line industry. The author suspects that the fabrication cost of CHS towers will be slightly higher but the construction cost will be signi cantly less.
Thesis (MIng (Mechanical Engineering))--North-West University, Potchefstroom Campus, 2013
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Roodbaraky, K. "Finite element modelling of tubular cross joints in rectangular hollow sections." Thesis, University of Nottingham, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.384702.

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Rush, David Ian. "Fire performance of unprotected and protected concrete filled steel hollow structural sections." Thesis, University of Edinburgh, 2013. http://hdl.handle.net/1842/8298.

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Concrete filled steel hollow structural (CFS) sections are increasingly used to support large compressive loads in buildings, with the concrete infill and the steel tube working together to yield several benefits both at ambient temperature and during a fire. These members are now widely applied in the design of highly optimized multi-storey and high rise buildings where fire resistance ratings of two or more hours may be required. Whilst the response and design of these sections at ambient temperatures is reasonably well understood, their response in fire, and thus their fire resistance design, is less well established. Structural fire resistance design guidance is available but has been developed based on tests of predominantly short, concentrically-loaded, small-diameter columns in braced frames using normal strength concrete. The current prescriptive guidance is limited and the design of CFS columns is thus often based on a detailed performance based approach, which can be time consuming and expensive and which is generally not well supported by a deep understanding of CFS columns’ behaviour in real fires. This thesis aims to understand the fundamental thermal and mechanical factors at play within these sections so as to provide guidance on how to improve their design for fire resistance when applied either as unprotected or protected sections. A meta-analysis of available furnace test data is used to demonstrate that current guidance fails to capture the relevant mechanics and thus poorly predicts fire resistance. It is also demonstrated that the predictive abilities of the available design standards vary with physical characteristics of the CFS section such as shape and size. A factor which has been observed in furnace tests on CFS sections but which is not accounted for in available guidance is the formation of an air gap between the steel tube and the concrete core due to differential expansion; this affects their structural response in fire. The insulating effect of air gap formation has not previously been addressed in literature and an experimental program is presented to systematically assess the effects of a gap on the heat transfer through the section; showing that the presence of even a 1 mm gap is important. To explicitly assess the heat transfer response within both unprotected and fire protected (i.e. insulated) CFS sections, 34 large scale standard furnace tests were performed in partnership with an industry sponsor. Fourteen tests on large scale unloaded unprotected CFS sections are presented to assess current capability to predict the thermal response and to assess the effects of different sectional and material parameters on heating. New best practice thermal modelling guidance is suggested based on comparison between the models and observed temperatures from the tests. Twenty CFS specimens of varying size and shape, protected with different types and thicknesses of intumescent paint fire insulation, were also tested unloaded in a furnace to understand the thermal evolution within protected CFS sections and to develop design guidance to support application of intumescent coatings in performance based fire resistance design of CFS sections. These tests demonstrate that the intumescent coatings were far more effective than expected when applied to CFS sections, and that current methods of designing the coatings’ thickness are overly conservative. The reason for this appears to be that the calculation of effective section factor which is used in the prescription of intumescent coating thicknesses is based on the thermal response of unprotected CFS sections which display fundamentally different heating characteristics from protected sections due to the development of a thermal gradient in the concrete core. It is also demonstrated (by calculation supported by the testing presented herein) that the steel failure temperature (i.e. limiting temperature) of an unprotected CFS column in fire is significantly higher than one which is protected; procedures to determine the limiting temperature of protected sections are suggested. Finally, the residual strength of fire-exposed CFS columns is examined through structural testing of 19 of the 34 fire tested columns along with unheated control specimens. The results provide insights into the residual response of unprotected and protected CFS section exposed to fire, and demonstrate a reasonable ability to calculate their residual structural capacity. The work presented in this thesis has shed light on the ability of available guidance to rationally predict the thermal and structural response to fire of CFS columns, has improved the understanding of the thermal evolution within protected and unprotected CFS sections in fire, has provided best-practice guidance and material input parameters for both thermal and structural modelling of CFS sections, and has improved understanding of the residual capacity of CFS sections after a fire.
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Buchanan, Craig. "Testing and design of conventional and novel stainless steel hollow structural sections." Thesis, Imperial College London, 2017. http://hdl.handle.net/10044/1/49208.

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The topic of this thesis is the testing and design of conventionally formed and additive manufactured stainless steel hollow structural sections. Although design codes currently exist for stainless steel hollow structural elements, the provisions are based on limited structural data and therefore require further evaluation for their suitability, and are not intended to apply to additive manufactured elements. Focussing on conventionally formed circular hollow sections (CHS), the existing design provisions have been carefully reappraised based on a dataset of tests and finite element results generated in this study and existing tests collected from the literature. In total, 37 concentrically loaded column tests, 26 beam-column tests and 10 stub column tests have been undertaken on austenitic, duplex and ferritic stainless steel CHS. The experimental data has been supplemented with over 2400 finite element case studies. The reappraisal highlighted that there is additional capacity to be sought at the cross-section level for pure compression, bending and combined loading, and at the member level for beam-columns, but the current CHS flexural buckling provisions were found to be unconservative for certain global slenderness values. Based on these observations, revised design rules have been proposed. Additive manufactured sections, not currently covered by structural design standards, have also been investigated. An experimental programme consisting of 28 tensile coupon tests, 14 compressive coupon tests and 5 square hollow section (SHS) stub column tests has been undertaken. The initial results indicate general applicability of existing design standards to these new novel sections.
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Books on the topic "Hollow sections"

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Meegan, Kieran James. Circular hollow structural sections at transmission line poles. Ottawa: National Library of Canada, 1994.

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a-Hassan, Nabil Karim. Shear transfer in concrete-filled steel hollow sections. Manchester: Universityof Manchester, 1993.

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Lu, Yue Qing. The flexural behaviour of concrete-filled hollow structural sections. Edmonton, Alta., Canada: Dept. of Civil Engineering, University of Alberta, 1992.

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4

Fumagalli, F. Development of design recommendations for welded joints of steel constructions, made with structural hollow sections and with structural hollow and H-sections. Luxembourg: Commission of the European Communities, 1985.

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Soininen, Raimo. Fracture behaviour and assessment of design requirements against fracture in welded steel structures made of cold formed rectangular hollow sections. Lappeenranta: Lappeeranta University of Technology, 1996.

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Packer, J. A. Design guide for hollow section connections. [Toronto, Ont.]: Canadian Institute of Steel Construction, 1992.

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Noor, Nauman. Feasibility of concrete-filled hollow structural section trusses. Ottawa: National Library of Canada, 1995.

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Packer, J. A. Hollow structural section connections and trusses: A design guide. 2nd ed. Willowdale, Ont: Canadian Institute of Steel Construction, 1997.

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Björk, Timo. Ductility and ultimate strength of cold-formed rectangular hollow section joints at subzero temperatures. Lappeenranta: Lappeenranta University of Technology, 2005.

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Dutta, Dipak. Structures With Hollow Sections. Wiley-VCH Verlag GmbH, 2002.

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Book chapters on the topic "Hollow sections"

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Krampen, Jürgen. "Economical structures with hollow sections." In Tubular Structures VI, 27–32. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-5.

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Grundy, Paul. "Incremental collapse of hollow sections." In Tubular Structures VI, 497–503. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-73.

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Hall, Wayne, and Zia Javanbakht. "Hollow Sections—How to Make Composite Tubes." In Advanced Structured Materials, 105–34. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-78807-0_7.

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Lindner, J. "Equivalent initial bow imperfections for hollow sections." In Tubular Structures VI, 159–62. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-24.

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Hancock, Gregory J., Raef M. Sully, and Xiao-Ling Zhao. "Hollow flange beams and rectangular hollow sections under combined bending and bearing." In Tubular Structures VI, 47–54. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-9.

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Su, Meini, and Ben Young. "Web bearing design of aluminium alloy hollow sections." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1093–98. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-180.

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Bach, Friedrich Wilhelm, D. Bormann, and T. Plorin. "Developments for the Production of Local Foamed Hollow Sections." In Creation of High-Strength Structures and Joints by Setting up Local Material Properties, 37–47. Stafa: Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-455-3.37.

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McCann, F., C. Fang, L. Gardner, and N. Silvestre. "Postbuckling strength of slender elliptical hollow sections in compression." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 706–12. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-116.

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van Wingerde, A. M., J. A. Packer, and J. Wardenier. "Stress concentration factors for K-connections between square hollow sections." In Tubular Structures VII, 323–30. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203735008-48.

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van Wingerde, A. M., J. A. Packer, and J. Wardenier. "Stress concentration factors for K-connections between square hollow sections." In Tubular Structures VII, 323–30. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203735008-48.

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Conference papers on the topic "Hollow sections"

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Womack, Wesley J., and Christian M. Puttlitz. "Diametral Compression of Hollow Non-Circular Bone Sections." In ASME 2007 Summer Bioengineering Conference. American Society of Mechanical Engineers, 2007. http://dx.doi.org/10.1115/sbc2007-176445.

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Many research endeavors involve strength testing of long bones from human or animal sources. Whole-bone four-point bending is appropriate for many applications, but recently diametral compression of short sections has been used to quantify local mechanical parameters [1, 2]. ASME standard WK88 covers strength testing of circular rings for brittle materials [3]. Testing of biologically-derived samples, however, entails a number of added complications, such as the non-circularity of bone sections, ambiguity of load orientation, thickness variation in a section, and size and shape variation between sections in a single sample. In order to quantify the effects of these confounding factors, finite element diametral compression models of a number of bone sections were compared with circular and elliptical sections.
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Zhou, Feng, and Ben Young. "Web Crippling Tests of Aluminum Rectangular Hollow Sections." In 7th International Conference on Tall Buildings. Singapore: Research Publishing Services, 2009. http://dx.doi.org/10.3850/9789628014194_0031.

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Meng, Xin, and Leroy Gardner. "Improved Structural Design Rules for Circular Hollow Sections." In Proceedings of the 17th International Symposium on Tubular Structures(ISTS17). Singapore: Research Publishing Services, 2019. http://dx.doi.org/10.3850/978-981-11-0745-0_074-cd.

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F., Zhou, and Young B. "Web Crippling of Aluminium Alloy Square Hollow Sections." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_ss-we041.

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Ghosh, Indrajit. "Dual-Purpose Hollow Structural Sections for Building Slab Construction." In Architectural Engineering Conference (AEI) 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40798(190)27.

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Kleissl, Kenneth C., and J. L. Domingues Costa. "General Design of Hollow RC Sections under Combined Actions." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0591.

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<p>Hollow reinforced concrete sections are consistently considered the preferred solution for medium to large sized bridge projects due to its structural efficiency and the large material savings associated with it.</p><p>To fully harvest the structural capacity of hollow sections exposed to combined actions it is necessary to leave behind the simplicity of treating the verification of structural adequacy for normal stresses (beam theory) separately from that of shear stresses (diagonal truss model) and instead fully exploit the advantages of choosing more efficient stress distributions. By exploring the vast possibilities of other statically admissible systems using optimization routines, one will find that longitudinal reinforcement near the neutral axis can be utilized much more efficiently.</p><p>In addition, by adhering to the interdependency constraints between normal and shear stresses a much more precise picture of the actual service stress state can be determined. There is therefore the need for a one- step, automated design tool capable of addressing such verifications holistically.</p><p>In this paper the theoretical basis and a free to use open-source design tool is presented, allowing for easy access to highly optimized designs capable of pushing the materials to their limits.</p>
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Lam, Dennis, and Nicola Testo. "Structural Design of Concrete Filled Steel Elliptical Hollow Sections." In International Conference on Composite Construction in Steel and Concrete 2008. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41142(396)21.

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Kobir, Md Humaun, Xin Liu, Yiran Yang, and Fang Jiang. "Additive Manufacturing of Novel Beam Lattice Metamaterials With Hollow Cross-Sections Towards High Stiffness/Strength-to-Weight Ratio." In ASME 2022 17th International Manufacturing Science and Engineering Conference. American Society of Mechanical Engineers, 2022. http://dx.doi.org/10.1115/msec2022-85627.

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Abstract Metamaterials have emerged as a group of promising materials with potential applications in a wide range of industries such as aerospace and automobile, owing to their unconventional properties. The state-of-the-art suggests that lattice metamaterials offer lightweight structures while ensuring good mechanical properties, and hollow lattices can be leveraged to achieve ultra-lightweight metamaterials to further broaden the application horizons. In this research, hollow cross-sections are designed for lattice-based metamaterials in order to achieve a high stiffness/strength-to-weight ratio. The Mechanics of Structure Genome method is adopted to perform the beam cross-section analysis, leading to three cross-sections studied including solid, elliptical, and rectangular cross-sections. The designed metamaterials with hollow cross-sections have complex structures and therefore they are fabricated using the Selective Laser Sintering process. The compressive tests suggest that metamaterials with hollow cross-sections have a higher stiffness-to-weight ratio of 25% to 30% in comparison with solid cross-sections. In addition, hollow lattice metamaterials demonstrate better energy absorption capability compared to solid lattices of the same density, which is a critical characteristic to avoid catastrophic mechanical failure. It is observed from the compressive tests that the nodes in the unit cells tend to break first, indicating possible future research to further enhance the strength of hollow lattice metamaterials.
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Hosking, Nathan S., and Zahra Sotoudeh. "Converting Helicopter Rotor Blades From D-Spar to C-Spar: Allowing for Aeromorphing Structures." In ASME 2014 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/imece2014-36966.

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Modern helicopter blades are designed as thin-walled hollow structures in form of either C-spar or D-spar cross-sections. With the advent of new materials hollow designs have been implemented to reduce the overall weight of the structure. A D-spar is a rotor blade cross-section that is hollow in nature with a single vertical spar used to carry a large portion of the stresses otherwise carried by the skin [1]. The vertical spar is normally located between the leading edge and half of the chord length. The remaining volume aft of the vertical spar can either be hollow or filled with a honeycomb structure. The honeycomb structure increases the cross-sectional stiffness. Figure 1. shows an example of a common D-spar with a honeycomb structure aft of the vertical spar [2]. Due to new manufacturing methods the D-spar has now become common place in helicopter design [3]. A C-spar cross-section is very similar to the D-spar cross-section in design and construction. The C-spar cross-section does not have the honeycomb structure and the spar. The structural load is offset by more lamina layers towards the leading edge of the cross-section [4,5]. The thin-walled structure is comprised of many layers of composite materials such as fiberglass or carbon fibers. There has been extensive research into D-spar cross-section while there is a lack of studies for C-spar cross-sections [1,3,4].
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Porsch, Markus, and Gerhard Hanswille. "Load Introduction in Composite Columns with Concrete Filled Hollow Sections." In Fifth International Conference on Composite Construction in Steel and Concrete. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40826(186)38.

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Reports on the topic "Hollow sections"

1

Yang, Ziye, Hongzhou Deng, Chao Li, and Xing Ma. STRENGTH OF MULTIPLANAR LONGITUDINAL PLATE-TO-CIRCULAR HOLLOW SECTION (CHS) CONNECTIONS REINFORCED BY EXTERNAL RING STIFFENERS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.104.

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COMPRESSION BEHAVIOUR OF CONCRETE-FILLED COLD-FORMED HIGH STRENGTH STEEL CIRCULAR HOLLOW SECTIONS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.011.

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LOCAL BUCKLING BEHAVIORS OF COLD-FORMED CIRCULAR HOLLOW SECTIONS HIGH STRENGTH STEEL STUB COLUMNS BASED ON A HIGH-FIDELITY NUMERICAL MODEL (ICASS’2022). The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.337.

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This paper establishes a high-fidelity numerical model to systematically investigate the local buckling behaviors of cold-formed circular hollow section (CHS) high-strength steel stub columns. Material nonlinearity and geometric nonlinearity are carefully accounted for in the FE model. Based on the Menegotto-Point model, the material constitutive of cold-formed CHS is calibrated considering the characteristics of the curvature of the stress-strain curve. The mesh is uniformly patterned according to the cross-section of the CHSs steel under compression. Subsequently, parametric studies are carried out to study the local buckling mode, buckling strength and ductility of the cold-formed high-strength CHS. The cross-sectional slenderness limit and local buckling strength of CHSs with material strength more than 500 MPa are proposed.
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TESTING OF ADDITIVELY MANUFACTURED STAINLESS STEEL MATERIAL AND CROSS-SECTIONS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.175.

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Powder bed fusion (PBF) additive manufacturing has the potential for significant impact on the construction industry due to its ability to produce complex and free-form components with high-precision. However, the size of components is limited by the build envelope of PBF machines. Laser welding offers a means of joining small individual PBF parts together to create larger-scale parts. This paper investigates the microstructure and material properties of stainless steel coupons with and without laser-welded joints, in conjunction with the structural performance of stainless steel circular hollow sections (CHS) at the cross-sectional level, with all specimens printed by PBF. The PBF base material exhibited a typical cellular microstructure, while the weld material consisted of equiaxed, columnar and cellular dendrite microstructures. The proof strengths of the weld were lower than those of the base metal, and the strengths of the PBF base metal were dependent on the build direction – the vertically built coupons showed lower proof strengths than the horizontal coupons. The axial resistances of the PBF CHS are safely predicted by the EN 1993-1-4 design provisions and the deformation-based continuous strength method (CSM).
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PREDICTION OF ULTRALOW CYCLE FATIGUE DAMAGE OF THIN-WALLED STEEL BRIDGE PIERS. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.9.

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Ultralow cycle fatigue (ULCF) failure was first observed on steel bridge piers in the Kobe earthquake, and the ultimate strength and ductility evaluation formulas of thin-walled steel bridge piers were established. In this study, parametric analysis of steel piers was carried out to study the influence of the structural parameters on the ULCF damage evolution. The evolution of the ULCF damage of the base metal, the deposited metal, and the heat-affected zones was studied based on two types of steel piers with hollow box and pipe sections. Then, practical formulas to predict the ULCF damage level of steel piers under cyclic loading were proposed. Finally, the proposed formulas were validated by comparisons with the experimental results. The results show that the heat-affected zone is more vulnerable to ULCF failure than the base metal and the deposited metal. Moreover, the practical formulas to predict the ULCF damage index of the steel piers under cyclic loading were proposed, and the formulas effectively predicted the ULCF crack of the steel piers.
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INVESTIGATION OF CYCLIC BEHAVIOR OF FULL-SCALE TREE-LIKE HOLLOW STRUCTURAL SECTION COLUMNS WITH INFILLED CONCRETE. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.287.

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The cyclic behavior of tree-like hollow structural section (HSS) columns with infilled concrete was experimentally and numerically investigated. A full-scale column, with the height of 3.2 m and the treetop plan dimension of 4 m×3 m, was designed and manufactured according to a practical engineering prototype. The column with a capacity protected reinforced concrete foundation was tested under combined constant axial compression and cyclic lateral loading through a specifically designed setup. The cracking and spalling of the reinforced concrete foundation were observed initially, followed by yielding of the bottom end of the primary branches when the story drift ratio reached 1.00%. The specimen failed by fracture of the full penetration groove welded splices in the petal-shaped trunk embedded in the foundation when the story drift ratio reached 3.00%. A detailed finite element analysis model for the tree-like column was then established and verified. Parametric studies were conducted to investigate the influence of the axial load level, filling range of concrete, steel yield strength, and the height to width ratio of the petal-shaped trunk. Finally, some design considerations were proposed.
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OVERHANG EFFECT ON WEB CRIPPLING CAPACITY OF COLDFORMED AUSTENITIC STAINLESS STEEL SHS MEMBERS: AN EXPERIMENTAL STUDY. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.343.

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This paper studies the overhang effects on ultimate bearing capacities of cold-formed austenitic stainless steel square hollow section (SHS) members undergoing web crippling between EndTwo-Flange (ETF) and Interior-Two-Flange (ITF) loading conditions. A total of 16 web crippling tests were conducted with specimens covering various overhang lengths. Tensile coupon tests were performed to obtain the material properties of the test specimens. The web crippling capacities obtained from the tests were compared with the nominal capacities predicted by the SEI/ASCE 8-22 Specification for the design of cold-formed stainless steel structural members. It is shown that the SEI/ASCE 8-22 Specification leads to overly conservative web crippling capacity predictions for the tubular specimens with overhangs. The applicability of the overhang effect enhancement factor codified in the AISI S100- 16 Specification to the studied stainless steel specimens was evaluated. It is revealed that the accuracy and consistency of the web crippling capacity predictions can be enhanced by employing the enhancement factor codified in the AISI S100-16 Specification, yet such a treatment still leads to rather scatter predictions and can lead to unconservative capacity estimations. An extended investigation is currently underway to propose improved design rules for cold-formed stainless steel tubular members with overhangs under ETF loading condition.
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