Journal articles on the topic 'Full-strength connection design'
To see the other types of publications on this topic, follow the link: Full-strength connection design.
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 journal articles for your research on the topic 'Full-strength connection design.'
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 journal articles on a wide variety of disciplines and organise your bibliography correctly.
1
Jong, Wan Hu, and Myung Jang Hee. "Case Study for Bolted T-Stub Connection Design." Advanced Materials Research 716 (July 2013): 626–31. http://dx.doi.org/10.4028/www.scientific.net/amr.716.626.
Full textAbstract:
This paper is mainly performed to investigate T-stub connection that is described on the basis of ideal strength limit states. The determination of T-stub based on the full plastic strength of the steel beam in accordance with 2005 AISC Seismic Provisions. The T-stub connections considered herein were performed to include the T-stub component of bolted moment connection frames. Therefore, the proposed T-stub models will be evaluated by comparing the required factored bar strength. T-stub components using ten high strength bolts with wider gages are demonstrated in this design. In addition, equations for connection design will be described in this paper. Finally, new design methodology is applied to T-stub connections suggested in this study.
2
Hu, Jong Wan, and Jun Hyuk Ahn. "New Bolted End-Plate Connection Design." Advanced Materials Research 1025-1026 (September 2014): 878–84. http://dx.doi.org/10.4028/www.scientific.net/amr.1025-1026.878.
Full textAbstract:
This paper is principally performed to survey end-plate connection are described in the next part based on ideal limit states. The determination of end-plate based on the full plastic strength of the steel beam in accordance with 2001 AISC-LRFD manual and AISC/ANSI 358-05 Specifications. The bolted connections considered herein were performed to include the end-plate component of moment connections. This study is intended to investigate economic design for end-plate connections. In addition, the proposed end-plate model is evaluated by comparing the required factored bolt strength. The end-plates using 8 high strength bolts with wider gages demonstrated this design. The equations belonging to the step-by-step design procedure are described based on complete proving of design. Finally, new design methodology is applied to end-plate connections suggested in this study.
3
Zhao, Xin, Mai Wu, Dan Dan Kong, and Nan Wu. "Nonlinear Analysis on Static Behaviors of New All-Bolted Beam-to-Column Connections for Concrete-Fillled Square Steel Tube." Advanced Materials Research 671-674 (March 2013): 718–21. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.718.
Full textAbstract:
All-bolted steel beam-to-column connections for concrete-filled square steel tube (CFST) have the advantages of industry manufacture, being constructed quickly and easily concreting. The new design all-bolted connection discussed in this paper has the construction details of Π-shape plate and high strength bolts which connect the steel beam and CFST column. In order to investigate the static performances and failure modes of this new all-bolted connection, a full three-dimension ANSYS finite element (FE) model of the connection subjected to montonic load is built up. The theoretical values and experimental results are very close, that verifies the rationality of the FE models and the analysis method in this research. Further the calculated results demonstrated the new bolted connections belong to typical semi-rigid connection and have the superior static resistance in stiffness, strength, and rotating capacity.
4
Dawe, J. L., and G. Y. Grondin. "W-shape beam to RHS column connections." Canadian Journal of Civil Engineering 17, no. 5 (October 1, 1990): 788–97. http://dx.doi.org/10.1139/l90-091.
Full textAbstract:
Tests on full-scale connections between wide flange beams and rectangular hollow section (RHS) columns reveal various modes of failure as a function of connection geometry. Tension and compression moment plates with web clip angles or tension plates and seat angles welded to doubler plate reinforced RHS walls are investigated. Eight failure modes were identified from an experimental program consisting of ten full-scale specimens. Semi-empirical expressions based on assumed stress distributions predict failure modes and corresponding moment capacities reasonably well for various connection configurations. Further analytical parametric studies showed the importance of tension plate and doubler plate dimensions on joint strength and behaviour. Key words: RHS, W-shape, columns, beams, connections, experimental, analytical, design, steel.
5
Quenneville, J. HP, and M. Mohammad. "Design method for bolted connections loaded perpendicular-to-grain." Canadian Journal of Civil Engineering 28, no. 6 (December 1, 2001): 949–59. http://dx.doi.org/10.1139/l01-059.
Full textAbstract:
A new design approach to evaluate the resistance of bolted timber connections loaded perpendicular-to-grain is presented in this paper. The design method consists of calculating the resistances of the ductile failure modes, based on the original European yield model, and that of the splitting mode, and of using the smallest of the two. The splitting calculations are adapted from the wood resistance calculation for timber rivet connections. The new design method is based on the assumption that the bolted connection is forming a cluster considered to be equivalent in dimension to a cluster of timber rivets. The rivet design equations were modified to reflect the fact that bolts extend to the full thickness of the wood members, whereas rivets do not. In this paper, the research program is described, results are presented and the alternative design approach is proposed to predict the failure modes and the ultimate strengths of steelwoodsteel, woodwoodwood, and woodsteelwood bolted connections.Key words: connections, strength, design, bolt, connection, prediction, failure, perpendicular-to-grain.
6
M. Khandaker and Anwar Hossain. "Experimental & theoretical behavior of thin walled composite filled beams." Electronic Journal of Structural Engineering 3 (January 1, 2003): 117–39. http://dx.doi.org/10.56748/ejse.334.
Full textAbstract:
The behaviour of thin walled composite (TWC) filled beams with normal (NC) and lightweight volcanic pumice concrete (VPC) as in-fill, is described based on comprehensive series of tests. The strength and failure modes of the beams are found to depend on the interface connections. The effect of various modes interface connections are co-related to the generation of shear bond between sheeting and concrete using both experimental and theoretical results. Analytical models for the design of beams are developed and their performance is validated through experimental results using both full and partial connection. Appropriate design recommendations and practical design charts have been developed so that the designer can check whether the strength will be governed by buckling or yielding of steel and be able to design the beam accordingly.
7
Duan, Wei. "Experimental and Strength Analysis of the Trapezoidal Threaded Connection of Large-Scale Steel Tie Rod." Advanced Materials Research 211-212 (February 2011): 1152–56. http://dx.doi.org/10.4028/www.scientific.net/amr.211-212.1152.
Full textAbstract:
Steel tie rods are very important load-carrying components in places where high pre-stresses are required, such as in long-span buildings, docks, bridges and stadiums. Steel tie rods are connected by threaded connections. The bearing capacity of a steel tie rod is determined not only by the strength of rod’s body alone, but also by the strength of threaded connection. This paper reports the results of the full-scale tensile rupture experiments on a LG100-00 steel tie rod with trapezoidal threaded connection. The full-scale tensile rupture experiments were carried out to test the maximum axial working load under different numbers of turns of trapezoidal thread engagement. The minimum number of turns of trapezoidal threaded engagement such that the thread teeth do not fail in shear and bending is determined by the experiments and finite element analyses. The equivalent stress distribution and contact pressure on the engaged thread teeth under different axial loads are analyzed and compared. The concordant comparison provides strong guidelines and support for the design and fabrication of steel tie rods in practical operations.
8
Guravich, Susan J., and John L. Dawe. "Simple beam connections in combined shear and tension." Canadian Journal of Civil Engineering 33, no. 4 (April 1, 2006): 357–72. http://dx.doi.org/10.1139/l05-057.
Full textAbstract:
An investigation into the behaviour of simple beam-to-column connections subjected to combined shear and tension was carried out by testing 108 full-scale specimens, including header angle, knife angle, single angle, and shear tab configurations. Specimens were rotated 0.03 rad, and a prescribed shear between zero and the design shear resistance was held constant while the specimens were loaded in tension to failure. Results showed significant differences in serviceability, ductility, interactions, and ultimate tension strength. Ductility was provided through yielding in bearing at bolt holes, bending of angle legs, and shear yielding of the gross section of connection elements. Tension and shear load versus displacement plots were acquired for all tests because of ductility and serviceability considerations in design. Existing methods of determining connection resistance, including bolt shear, net section shear, and bearing resistance, were used to compare predicted capacity with test results. The findings of the test program indicate that most simple connections can sustain significant amounts of tension in combination with design shear capacity.Key words: beam, connections, shear, tension, experimental, design, steel.
9
Beamish, M. J. "Cyclic loading tests on steel portal frame knee joints." Bulletin of the New Zealand Society for Earthquake Engineering 20, no. 1 (March 31, 1987): 42–52. http://dx.doi.org/10.5459/bnzsee.20.1.42-52.
Full textAbstract:
The results of cyclic loading tests on three full-size portal frame knee joints are presented. All members complied with the flange and web slenderness limits for plastic design (AS 1250-1981) but were the lightest sections for their respective depths. Large decreases in load capacity were observed when either lateral-torsional or combined local flange and web buckling occurred. Lateral restraint forces were measured and were found to exceed the minimum ultimate strength values specified by the design code rules. One fully welded connection and two bolted connections were used and suffered only minor damage during the tests.
10
Sheng, Qin Zhu, Qun Xie, and Xin Wang. "Design and Analysis of Anchor Group under Eccentric Shear Loading." Advanced Materials Research 446-449 (January 2012): 3457–61. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3457.
Full textAbstract:
Adhesive anchors are widely used as post-installed fasteners in civil engineering. A typical steel-to-concrete connection includes multiple anchors which are commonly subjected to combined moment and shear loading. Based on the assumption that all anchors take up shear load, a revised method is developed for the design of ductile anchors, which considers that only the row of most stressed anchors in the tension zone are needed to meet the elliptical interaction of tension and shear capacity requirement during the design process of anchorage group under combined shear and moment loading. The ultimate strength of post-installed fastenings should be controlled by the strength of anchor steel for the purpose of connection safety and full utilization of anchor capacity. For the objective of ductile design in anchor group, the ratio of shear span could be used as an evaluation parameter in the process of strength prediction. According to the theoretical analysis and results comparison, the ductile failure of anchor steel in post-installed fastenings can be guaranteed when the ratio of shear span is greater than 0.6.
11
Benfratello, Salvatore, and Santo Vazzano. "On the Limit Behaviour of Moment Resisting Connections Under Uncertainties." IOP Conference Series: Materials Science and Engineering 1203, no. 3 (November 1, 2021): 032081. http://dx.doi.org/10.1088/1757-899x/1203/3/032081.
Full textAbstract:
Abstract Moment resisting connections are mainly designed to transfer bending moments and shear forces. Generally speaking, the design strength of a moment resisting connection can be classified as full-strength (moment capacity of the connection equal to or greater than that of the connected member) or partial-strength (the moment capacity of the connection less than that of the connected member). Similar remarks can be made regarding the stiffness defining connection rigid or semi-rigid if compared to the stiffness of the connected member. In the past, full-strength connections have been widely adopted especially in moment resisting frames and their structural performance relied on the proper behaviour of welding. However, the research following the 1994 Northridge and 1995 Kobe earthquakes demonstrated the lower than expected performance of welded connections, stimulating the onset and development of pre-qualified connections to be adopted especially in seismic areas. Among these connections the most studied ones are those belonging to the Reduced Beam Section (RBS) typology, being the so-called “dogbone” connection the most adopted. The dogbone presents a bending strength and a flexural stiffness lesser than the ones of the original structural member. Recently, the authors proposed a special device suitably designed to realize an innovative moment resisting connection for steel beam elements belonging to the RBS typology. Such a device, called Limited Resistance Plastic Device (LRPD), is constituted by three different portions: the central one is devoted to the onset and development of plastic deformations and presents geometrical dimensions reduced with respect to those of the original structural member; the external ones are devoted to recover the stiffness of beam-device system to that of the original structural member and present greater geometrical dimensions. This latter remark allows to affirm that, from a connectivity point of view, the stiffness of LRPD at the column-beam interface, is greater than the one of the original structural member. Another fundamental remark is that the structural connections are intrinsically characterized by uncertainties related either to geometrical or to material ones. Usually, the effect of uncertainties is covered by the use of safety coefficients and the analyses are performed referring only to the nominal values of the geometrical and mechanical characteristics. However, in order to perform a more complete interpretation of the mechanical behaviour of the studied connections, a non-deterministic analysis approach can be used. Aim of the paper is the characterization of the structural behaviour of the referenced connections (“dogbone” and LRPD) taking into account the main geometrical uncertainties and that related to the material strength by performing suitably Monte Carlo simulations and by determining the relevant M-N domains. Starting from the described characterization, different commercial steel profiles will be considered in order to build a series of M-N domains useful to quantify the safety level and the range of usability of the two different RBS approaches. Finally, the implemented applications will lead to demonstrate the greater reliability of LRPD compared to the classical dogbone.
12
Wang, Yuan Qing, Huan Xin Yuan, Yong Jiu Shi, and Gui Xiang Zhang. "Bearing Performance and Design Method of Aluminum Alloy Bolted Connections." Applied Mechanics and Materials 71-78 (July 2011): 882–89. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.882.
Full textAbstract:
Served as the primary form of joints in aluminum structures, the bolted connection is of great necessity to be investigated. The bearing performance of aluminum alloy bolted connections was evaluated by test and finite element (FE) analysis. A total of 20 bolted connections were tested and the varying parameters incorporated screw diameter and end distance. The test results included the ultimate bearing capacities and relationship between applied load and bolt hole deformation. Numerical simulation for the test process was implemented; thereupon reliability and accuracy of the FE models could be validated by good agreement with test results. By virtue of the verified numerical model, elaborated analysis of principle variables including inner and outer plies, end distance, screw diameter, sheet thickness and so on was carried out. Compared to the current overly conservative design rules, a new design method that could make full use of the bearing capacity was proposed. The corresponding design value of bearing strength was also presented with reference to the recommended constructional provisions.
13
Dalen, Karl Van, and Mark Van Dalen. "An experimental study of end plate shear connections." Canadian Journal of Civil Engineering 18, no. 5 (October 1, 1991): 818–29. http://dx.doi.org/10.1139/l91-099.
Full textAbstract:
The shear behaviour of both conventional end plate connections and clipped end plate connections, in which the upper corner of the end plate was removed, was examined in a laboratory investigation of 29 full-scale test specimens. The study included connections of varying geometry, bolt diameter, and end plate depth. The majority of the connections failed in one of two modes: a failure of the bolt group component or a web-tear failure. For connections failing through the bolt group, the ratio of the shear capacity of the clipped connection to that of the conventional connection is the ratio of the number of bolts in the clipped and conventional connections. Even when failure is not through the bolt group, the shear capacity of an end plate connection is reduced when the upper corner of the end plate is clipped. The experimentally determined shear capacities are compared with the calculated resistances determined using the resistance equations in CAN3-S16.1 in conjunction with the assumptions of load transfer mechanisms and stress distributions embodied in the design aid for end plate connections in the Handbook of Steel Construction. Key words: beams, connections, bolts, end plates, shear strength.
14
Fan, YuJing, and Jeffrey A. Packer. "RHS-to-RHS axially loaded X-connections near an open chord end." Canadian Journal of Civil Engineering 44, no. 11 (November 2017): 881–92. http://dx.doi.org/10.1139/cjce-2017-0148.
Full textAbstract:
In all truss-type welded hollow structural section connection design procedures, the chord member is assumed continuous on both sides of the branch. New limits of applicability have recently been advocated, which specify minimum end distances from an open chord end to achieve the full connection strength. To investigate their suitability for rectangular hollow section (RHS) connections, an experimental program consisting of 12 RHS-to-RHS X-connections subject to branch axial compression was undertaken. For connections near a chord end, a modified yield line mechanism controlled. A proposed analytical model is derived, and by evaluating against the experimental results, is shown to accurately predict the yield loads. An EN 1993-1-8 amendment, transcribed from circular hollow section connections, is deemed excessively conservative, and a closed-form solution for the end distance, presented herein, is recommended for use with RHS connections. Alternatively, providing a cap plate is determined to be an effective stiffening method.
15
Dai, Yi Min, Can Li, and Jian Xiang Ouyang. "Study on Flexural Behavior of the Steel-Full Depth Precast Concrete Panel Beams." Advanced Materials Research 163-167 (December 2010): 1980–86. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1980.
Full textAbstract:
Based on twelve push-out specimens with different holes filling different materials,the paper compared and analyzed the capacity and the corresponding slip value of the stud shear connector.Meanwhile, tests were also conducted on three composite steel-FDPCP(Full-Depth Precast Concrete Panel) beams with different holes shape and degree of shear connection to investigate the characteistics of load-displacement,load-deflection,load-strain of the total cross section and monolithic action of the entire cross section in the paper. The results show that, as to the two different kinds of holes shape ,the strength of the stud shear connectors of square push-out specimens was huger than that of circular specimens with the same condition; the strength of stud shear connectors in steel-concrete composite structure was decided by the strength of concrete surrounding the shear in the holes, with increasing concrete strength, the strength of stud shear connectors improved greatly; the composite steel-FDPCP beams failed in bending,plane section was maintained in composite beams throughout the testing process.the composite steel-FDPCP beams have some merits :good bearing capacity, good anti-bend capability, fast pile-driving pace and perfect work behaviors as a whole;the ultimate flexural capacity of the composite steel-FDPCP beams with a full shear connection is close to that of a partial shear connection. The outputs of this study are very useful for further understanding of the characteristics of the composite steel-FDPCP beams,it is also expected that the results presented in this paper should be valuable for the design of the composite steel-FDPCP beams.
16
Jiao, Yufeng, and Guo Zhao. "Study on an Innovative Flange Bolted-Welded Connection." Open Mechanical Engineering Journal 9, no. 1 (October 7, 2015): 870–75. http://dx.doi.org/10.2174/1874155x01509010870.
Full textAbstract:
This paper proposes a new type of spliced joint, named flange bolted-welded hybrid joint, which is designed to splice I-shape beam to facilitate the construction of industrialized buildings. The flange, welded with the bottom beam flange as well as the web close to bottom flange, are jointed by high strength bolts. Stiffening plate is welded at top of the flange while downhand welding and high strength friction grip bolts are used for the top beam flange and the beam web, respectively. The connection reduces the construction period and costs. In this paper, monotonic and reversed cyclic loading tests were conducted on three full-scale specimens of this innovative joint to investigate its load-bearing capacity, energy-dissipating capacity and failure modes. The results indicate that the joint has high load-bearing capacity and great ductility. The failure mode is due to the slippage of flange bolts as well as the gap development between the two flange plates. The experimental studies enabled improvement of the design of the connection to be used in moment-resisting steel frame structures.
17
Ramful, Raviduth. "Failure Analysis of Bamboo Bolt Connection in Uniaxial Tension by FEM by Considering Fiber Direction." Forest Products Journal 71, no. 1 (January 1, 2021): 58–64. http://dx.doi.org/10.13073/fpj-d-20-00066.
Full textAbstract:
Abstract Full-culm bamboo has been used for millennia in construction. Specific connections are normally required to suit its unique morphology and nonuniform structure. Presently, the use of full-culm bamboo is limited in the construction industry as a result of a lack of information and test standards about the use and evaluation of full-culm connections. This study aims to further explore this area by investigating the failure modes in bamboo bolt connections in uniaxial tension by considering fiber direction in finite element analysis. Three types of bolt configurations of varying permutations, namely, single, dual, and orthogonal, were investigated. An orthotropic material was used as a constitutive model in finite element formulation to capture the inhomogeneity prevailing in bamboo culm. From the strain-field analysis of a hollow-inhomogeneous model representing bamboo, shear-out failure was dominant, as a localized area equivalent to the bolt diameter was affected due to high material orthotropy with high axial strength but weak radial and tangential strength. Bearing failure is assumed to precede shear-out failure at the bolt–bamboo contact interface, as the embedding strength was affected by localized strain concentration. The strain distribution in various bolt arrangements was found to vary between bolted connections of inhomogeneous-hollow geometry of bamboo and the ones of inhomogeneous-solid geometry representing timber. The observation in this study highlights the need for alternative design criteria to specifically assess the damage mechanism in bamboo connections.
18
Rahman, Ataur, and Tamon Ueda. "Shear Resisting Mechanism and Shear Strength Equation for Sandwich Beams." Journal of Materials Science Research 7, no. 2 (January 31, 2018): 1. http://dx.doi.org/10.5539/jmsr.v7n2p1.
Full textAbstract:
The aim of this study is to eliminate the limitation of existing shear design equations and to establish a complete set of rational as well as computationally efficient shear design equations. On this goal, a macro physical model, based on 2D nonlinear FEM analysis, for both open and full sandwich beams are developed which can clearly demostrate the contributions of different parts of the sandwich beam in resisting shear force. The proposed model also shows a satisfactory correlation between the experimental and the analytical results. A series of analytical specimens in connection with experimental one are analyzed by engaging a 2D-FEM program and a complete set of shear strength equations are derived with the help of that proposed shear resisting model. The equations for full sandwich beam show a good agreement with experimental and analytical results, whereas equations for open sandwich beam require further investigation to increase their level of accuracy and are not presented here.
19
Xiao, R. Y., and C. S. Chin. "Flat Slabs at Slab-Column Connection: Nonlinear Finite Element Modelling and Punching Shear Capacity Design Criterion." Advances in Structural Engineering 10, no. 5 (October 2007): 567–79. http://dx.doi.org/10.1260/136943307782417717.
Full textAbstract:
Nonlinear finite element analysis has become very useful in modelling complicated structural systems and their behaviour. In this paper, an attempt has been made to utilize a tension softening material (TSM) model to simulate the full pre-cracking and post-cracking response of fibre reinforced concrete flat slabs at slab-column connections by finite element analysis. Validation of the developed numerical model was carried out by means of comparisons with test results. In addition, a universal analytical model has been proposed to predict the ultimate punching shear strength of slab-column connections. Compared with the relevant design codes (BS 8110, ACI 318–05, EC 2 1991, EC 2 2004/CEB-FIP MC90 and JSCE 1986), the model proposed herein has been shown to be accurate, with low coefficient of variation. Furthermore, a distinctive failure mode indicator has also been derived.
20
Atak, Ahmet. "Analytical and Numerical Model of Aluminum Alloy Swaging Ring Design to Study the Effect on the Sealing for Piping Systems." Civil Engineering Journal 7, no. 1 (January 1, 2021): 107–17. http://dx.doi.org/10.28991/cej-2021-03091641.
Full textAbstract:
In various fields of engineering, the assembly and repair of hydraulic installations are accomplished by joining the pipes. In such applications, the ring swaging method is used to connect the fittings to the pipes by means of a hydraulic hand tool. The basis to develop a swaging tool relies on the knowledge of the design parameter that influence plastic deformation of the swaging ring. In addition to build control over the design parameters, it is necessary to join pipes under severe conditions such as cryogenic vacuum and constrained space which require an intact sealing. In this study, the effect of swaging ring designs on sealing and strength has been examined and different swaging methods have been investigated by finite element modeling methods. Based on the obtained results, the analysis methodology of ring swaging and the characteristic impact of swaging ring design on the sealing of pipe connection are shown. The prime novelty of the study is to report the impact of swaging ring design and geometry on sealing efficiency of the pipe connection. The results of the study open new avenues for the development of efficient tools for designing swaging rings. Doi: 10.28991/cej-2021-03091641 Full Text: PDF
21
Guan, Dongzhi, Hui Yang, Dan Ju, Zhengxing Guo, and Sen Yang. "Cyclic loading test on a locally post-tensioned precast concrete beam–column connection." Advances in Structural Engineering 22, no. 12 (May 22, 2019): 2699–711. http://dx.doi.org/10.1177/1369433219849811.
Full textAbstract:
A novel precast concrete beam–column connection locally post-tensioned using arc-shaped prestressing bars was proposed for satisfactory seismic performance and rapid construction. Three full-scale cruciform specimens, including one monolithic reference specimen, were tested under reversal cyclic loadings to evaluate the seismic behaviours. Grade 630 steel rods and high-strength deformed steel rebars were used for the arc-shaped prestressing bars in the precast specimens. The results show that the proposed precast connection presents an acceptable seismic performance and that the structural details should be ameliorated to improve the energy dissipation capacity. The design philosophy of strong column-weak beam is applicable to the new precast system. Finally, a strut-and-tie model was developed to investigate the force transfer mechanism of the novel precast connection.
22
Kawano, Akihiko, Qiyun Qiao, Shintaro Matsuo, and Toshihiko Ninakawa. "A Study on Connections of Concrete Filled Steel Tubes by Using Built-in Steel Bars." Advanced Materials Research 374-377 (October 2011): 1704–23. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1704.
Full textAbstract:
From 2006, authors started a series of experimental and analytical studies to establish a design method for a new connection system of concrete filled steel tube (CFT) by using built-in reinforcing steel bars (CFTR). Among the series, a pullout test of the built-in steel bars from the CFTRs has been early performed, which is orientated as a fundamental study for the connections of CFTR [1]. In the pullout test study, it is clarified that the influence of tube shapes (square and circular), the stress transfer capacities of bond by steel bars, ring bands in steel tubes and anchor plates of steel bars. The new connection system of CFTR may apply to an exposed-type CFT column base, where the built-in high strength steel bars contribute to transfer the axial force, bending moment and shear force from a CFT column to the foundation [2, 3]. The column base strength is much increased by the built-in steel bars. In other words, the built-in steel bars make the base plate and anchor bolts compact without any strength reduction in the column base. A stable elastic-plastic behavior is observed in the CFTR column base, and an evaluation method of the ultimate strengths is proposed for that. A further improved CFTR column base is the base without any base plate (non-base-plate CFTR column base), so that all of the stresses can be transferred through the built-in high strength steel bars [4]. A stable hysteretic behavior is observed in the column base, and the evaluation method of the ultimate strength is also proposed. It is noteworthy that the non-base-plate CFTR column base is applicable to the super high strength steel, because the base system does not require any full penetration welding, which sometimes causes brittle fracture in super high strength steel.
23
O.Y., Hilodo, Arsiriy A.M., Korshak О.М., Kovtun V.P., and Kitaiev A.A. "TEST OF A NET DOME FRAGMENT." Modern structures of metal and wood, no. 25 (August 2021): 21–26. http://dx.doi.org/10.31650/2707-3068-2021-25-21-26.
Full textAbstract:
A geodesic or net dome, also known as a Fuller’s dome, is a spherical structure. Geodesic domes are well receptive to asymmetric loads, especially snow and wind, have high aerodynamics, increased rigidity and stability. It should be noted that the larger the diameter of the sphere, the greater its bearing capacity, and the strength of such dome slightly depends on the building materials used. With significant advantages, the design and construction of wooden net domes has not become widespread. The fact is that net domes are spatial structures with a large number of elements, which accordingly entails a large number of nodes. The elements of the dome are connected with dowels, wet film gauge, bolts, wood screws, staples, screws, nails. Adhesive connections on washers are used, also steel clamps, straps, overlays are applied. However, they all have disadvantages, the scope of each connector is different, and their cost is often comparable to the cost of the dome elements. We offer a universal connector for connecting dome parts at any angle. As a result of introduction of such technical decision of knot, we receive essential simplification of a design, reduction of quantity of components, at the same time with increase of its manufacturability. To study the operation of the joint of wooden glue-board elements of the dome with the use of a universal connector, its experimental studies were carried out. The purpose of the study: to study the actual operation of the connection of wooden parts of the dome with a universal connector in the form of rotating fasteners that rotate freely on the draw bolt, to assess its strength and deformability, to assess the possibility of using such a connection in the design of spatial structures. To solve the tasks, a full-scale fragment of the dome was tested, which includes characteristic nodes with rigid adjacency of elements to each other.
24
Burle, Ms Chinmyi, Prof S. K. Nalawade, and Dr Navnath V. Khadake. "Effect of Semi-Rigid Joints on Design of Steel Structure." International Journal for Research in Applied Science and Engineering Technology 10, no. 6 (June 30, 2022): 807–16. http://dx.doi.org/10.22214/ijraset.2022.43495.
Full textAbstract:
Abstract: Limit state design method has presented a new era of safe and economic construction for steel structures. New standard IS 800:2007 for design of steel structures has provided an opportunity for modern design philosophy, design specifications and provisions as per Limit State Method of design in our country. In design of steel structures, steel connections are important elements for controlling behaviour of structure. It is essential that to understand behaviour of steel frame, connectors are required to develop full or a little higher strength compared to members being joined in order to achieve a safe and an economical design. A connection rotates through angle Or caused by applied moment M. This is angle between beam and column from their original position. Several moment-rotation relationships have been derived from experimental studies for modelling semi-rigid connections of steel frames. These relationships vary from linear model to exponential models and are nonlinear in nature. Connections possess semi rigid end conditions in actual behaviour. In the present dissertation, the effect of semi rigid joints on design of steel structures is studied. The behaviour of semi rigid connections and its modelling is discussed. The analysis of the frames is done using ANSYS 2016 and the comparative results of rigid, semi rigid and pinned end conditions has been presented in graphical form. From the results of analysis the design of various semi rigid connections is carried out. Further buckling analysis of stepped columns has been carried out in order to obtain effective length parameters for semi-rigid connections. The design examples has been solved using AISC and IS 800-2007. The comparison is done for fixed, semi rigid and pinned end condition. Keyword: semi-rigid joint, frame analysis, rotational stiffness, buckling length, genetic algorithm.
25
El Kalash, Sana, and Elie Hantouche. "Mechanical modeling for predicting the axial restraint forces and rotations of steel top and seat angle connections at elevated temperatures." Journal of Structural Fire Engineering 8, no. 3 (September 11, 2017): 258–86. http://dx.doi.org/10.1108/jsfe-05-2017-0033.
Full textAbstract:
Purpose This paper aims at developing a mechanical-based model for predicting the thermally induced axial forces and rotation of steel top and seat angles connections with and without web angles subjected to elevated temperatures due to fire. Finite element (FE) simulations and experimental results are used to develop the mechanical model. Design/methodology/approach The model incorporates the overall connection and column-beam rotation of key component elements, and includes nonlinear behavior of bolts and base materials at elevated temperatures and some major geometric parameters that impact the behavior of such connections when exposed to fire. This includes load ratio, beam length, angle thickness, and gap distance. The mechanical model consists of multi-linear and nonlinear springs that predict each component stiffness, strength, and rotation. Findings The capability of the FE model to predict the strength of top and seat angles under fire loading was validated against full scale tests. Moreover, failure modes, temperature at failure, maximum compressive axial force, maximum rotation, and effect of web angles were all determined in the parametric study. Finally, the proposed mechanical model was validated against experimental results available in the literature and FE simulations developed as a part of this study. Originality/value The proposed model provides important insights into fire-induced axial forces and rotations and their implications on the design of steel bolted top and seat angle connections. The originality of the proposed mechanical model is that it requires low computational effort and can be used in more advanced modelling applications for fire analysis and design.
26
Wang, Min Gang, Yu Ting Liu, Wei Li, and Yao Yang. "Control Design for Two Cylinders Loading System of Bellows." Advanced Materials Research 588-589 (November 2012): 1539–42. http://dx.doi.org/10.4028/www.scientific.net/amr.588-589.1539.
Full textAbstract:
Bellows is a thin-walled metal cylindrical with folds, as a pipeline connection and compensation device, it has the feature such as reliable and compact. Now Bellows is widely used in the produce of aerospace engines and the relative industries. In order to solve the load life test problem of bellows, the squeezing and twisting process after the long time loading is simulated by swinging and pressing it rapidly in a short time. Adopting NI Real-Time Hypervisor，a real-time monitor and test system is built by Windows operation system. According to the real twist data of bellows,the dynamic equation of swing platform for two cylinder is constructed, by the real-time and a high precsion control of the motion of two cylinders, the bellows which is full of liquid has been squeezed and twisted with a high frequency, and loading test of the mechanical properties, strength and lifetime for bellows is achieved in an automatic way.
27
Adey, B. T., G. Y. Grondin, and J. JR Cheng. "Cyclic loading of end plate moment connections." Canadian Journal of Civil Engineering 27, no. 4 (August 1, 2000): 683–701. http://dx.doi.org/10.1139/l99-080.
Full textAbstract:
An experimental investigation of 15 cyclically loaded extended end plate connections was undertaken to assess the significance of some design parameters. The parameters investigated were beam size, bolt layout, end plate thickness, use of extension stiffeners, welding process, and weld preparation. Eleven of the 15 full-scale test specimens were designed to confine failure to the end plate and four were designed to develop the plastic moment capacity of the beam. Of the beam sizes tested (W360×51, W460×97, and W610×125) the W460×97 beam connections provided the most ductility. The relaxed bolt configuration provided more energy dissipation and connection ductility. The use of extension stiffeners improved the ability of the end plates to dissipate energy and increased the connection rotation at yield. An increase in end plate thickness results in an increase in the connection flexural strength. No significant difference in behaviour was observed between the connections fabricated using the shielded metal arc welding process and those fabricated using the flux-cored arc welding process. Bolt bending and loss of preload were observed in all the test specimens. End plate thickness prediction equations proposed by various researchers were evaluated by comparing predicted plate thickness with plate thickness used for the test specimens. New prediction equations that use yield lines in close agreement with those observed in the test specimens are proposed. The proposed prediction equations are able to predict the thickness of the end plate to within 13%. The proposed prediction equations are applicable to stiffened and unstiffened end plate moment connections with various bolt layouts. Extended end plate moment connections showed good potential for use in seismic zones.Key words: cyclic loading, energy absorption, extended end plates, moment connections, steel, yield line.
28
Lee, Yeong Huei, Cher Siang Tan, Yee Ling Lee, M. Md Tahir, Shahrin Mohammad, and Poi Ngian Shek. "Numerical Modelling of Stiffness and Strength Behaviour of Top-Seat Flange-Cleat Connection for Cold-Formed Double Channel Section." Applied Mechanics and Materials 284-287 (January 2013): 1426–30. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1426.
Full textAbstract:
Prediction of structural behaviour by numerical modelling can reduce the cost in conducting full-scaled experiments. This paper studies the stiffness and strength behaviour of top-seat flange-cleat connection for cold-formed steel double channel sections using finite element method. In this investigation, cold-formed channel sections are assembled back-to-back to form I-shape beam and column members. The 2 mm cold-formed bracket and 6 mm hot-rolled angle are used to connect the members. The results were collected from different beam depth ranged 150 mm, 200 mm and 250 mm. The rotational stiffness and strength obtained from the numerical modelling are then compared to the design requirements from BS EN 1993-1-8 and experimental data. The comparison of moment-rotation behaviour for top-seat flange-cleat connection has shown not more than 35% difference for strength behaviour and 50% difference for rotational stiffness behaviour between numerical modelling and experimental data. However, there is a noticeable difference between finite element models and analytical calculation. The differences are recorded from 18% to 65% for strength behaviour and between 1% and 153% for stiffness behaviour. The differences obtained between finite element analysis and experimental investigation are caused by edge stiffener while differences from finite element models and analytical models are due to strain hardening.
29
He, Zhi-Qi, Changxue Ou, Fei Tian, and Zhao Liu. "Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection." Buildings 11, no. 5 (April 24, 2021): 182. http://dx.doi.org/10.3390/buildings11050182.
Full textAbstract:
This paper develops a new type of shear connection for steel-concrete composite bridges using Ultra-High Performance Concrete (UHPC) as the connection grout. The UHPC-grout strip shear connection is fabricated by preforming a roughened slot in the concrete deck slab, welding an embossed steel rib longitudinally to the upper flange of the steel girder, and casting the strip void between the slot and the steel rib with UHPC grout. The structural performance of the new connection was validated by two sets of experimental tests, including push-out testing of shear connectors and static and fatigue testing of composite beams. The results of push-out testing indicate that the UHPC-grout strip shear connection exhibits a significant improvement of ductility, ultimate capacity, and fatigue performance. The interface shear strength of the UHPC-grout strip connection is beyond 15 MPa, which is about three times that of the strip connection using traditional cementitious grouts. The ultimate capacity of the connection is dominated by the interface failure between the embossed steel and the UHPC grout. The results of composite-beam testing indicate that full composite action is developed between the precast decks and the steel beams, and the composite action remained intact after testing for two million load cycles. Finally, the trail design of a prototype bridge shows that this new connection has the potential to meet the requirements for horizontal shear.
30
Dovich, Laurel, and James K. Wight. "Lateral Response of Older Flat Slab Frames and the Economic Effect on Retrofit." Earthquake Spectra 12, no. 4 (November 1996): 667–91. http://dx.doi.org/10.1193/1.1585905.
Full textAbstract:
Seismic retrofit schemes for older flat slab frames are commonly designed to carry the full design lateral loads, based on the assumption that the existing slab-column frame has low lateral stiffness and may fail in a brittle manner during earthquake loading. An experimental study was conducted to probe the actual response of a two story by two bay frame, and two isolated connection specimens, under cyclic lateral load reversals. The behavior observed indicated that for reasonable gravity loads, the lateral load response of these older slab-column frames is more ductile than anticipated. Therefore, structural engineers should be encouraged to utilize the strength and stiffness of the existing slab-column frame when designing a seismic retrofit system for the frame. Such a design will be less conservative, and thus less expensive, than is common in current design practice.
31
El-Mandouh, Mahmoud A., Mostafa S. Omar, Mohamed A. Elnaggar, and Ahmed S. Abd El-Maula. "Cyclic Behavior of High-Strength Lightweight Concrete Exterior Beam-Column Connections Reinforced with GFRP." Buildings 12, no. 2 (February 4, 2022): 179. http://dx.doi.org/10.3390/buildings12020179.
Full textAbstract:
Using lightweight reinforced concrete beams with glass fiber bars (GFRP) is one approach for achieving the requirement seismic design idea of “strong-columns weak-beams”. Twelve full-scale normal-strength concrete (NC with fc` = 32 MPa) and high-strength lightweight concrete (HSLWC with fc` = 42, 49 and 52 MPa) exterior beam-column joints have been tested under cyclic loadings. The beams were reinforced with conventional steel bars (CS) and GFRP using steel fibers (SF). The experimental joint shear force was compared with that estimated by some international codes such as the American Concrete Institute (ACI-19), the Egyptian code (ECP-07), and the New Zealand Code (NZS-06). Nonlinear finite element analysis (ABAQUS) was carried out. In the present study, three main parameters were explored (1) HSLWC, (2) GFRP ratios equal to 0.70%, 1.03% and 1.37%, (3) SF ratios equal to 0.0%, 0.75% and 1.50%. The findings of the experiment revealed that increasing the concrete strength from NC with conventional steel bars to high-strength lightweight concrete HSLWC (fc` = 42 MPa) with the same ratio of GFRP bars enhanced the first cracking load by about 25%. Increasing the SF ratio to 1.50% enhanced the failure load by 18–24% when compared with non-fiber specimens. The predicted joint shear strength estimated using the equations of the ACI 318-19 and ECP-07 are conservative for HSLWC exterior beam-column connection reinforced with GFRP bars but the predicted joint shear strength by using the equations of the NZS-07 is on the borderline for some cases. The finite element program ABAQUS can be used successfully to forecast the behavior of HSLWC beam-column connections reinforced with GFRP under seismic loadings.
32
Hassanin, A. I., and H. F. Shabaan. "Effects of Uniform Load on Externally Post-tensioning Composite Beams under Multiple Degrees of Shear Connection." IOP Conference Series: Earth and Environmental Science 1026, no. 1 (May 1, 2022): 012024. http://dx.doi.org/10.1088/1755-1315/1026/1/012024.
Full textAbstract:
Abstract Composite beams (steel and concrete) are used widely as the main structural elements in flexure in bridges and buildings. Such structures' design life would be decreased if the loads increased or if environmental deterioration could occur. Such modifications can reduce the strength of these members and therefore need to be considered for replacement or retrofitting.The current study presents an evaluation of the effect of shear connection with its different degrees from partial to full for the composite beams strengthened with post-tensioning tendons. It is known by design that the use of partial shear connection in composite beams requires that the sliding capacitance of the shear connectors shouldn’t be less than the maximum slip so that the composite section can reach the ultimate design load. The degree of shear connection over which the composite section is designed, as well as the span length of the beam, are the most important factors governing the maximum slip limit. This study was performed using numerical modelling by the finite element analysis method to simulate the bending behaviour of composite steel beams under uniform loading cases which were strengthened with three shapes of tendons profiles. The results of two finite element models have been compared with experimental results obtained from previous literature related to the same topic. This comparison was made to ensure the efficiency, effectiveness, and accuracy of the model used, using ANSYS Workbench Software.
33
Hurtado Amézquita, Xavier Fernando, and Maritzabel Molina Herrera. "Alternative Fastening Mechanism for Shear Connectors with Cold-Formed Steel Shapes Involved in Composite Sections." Materials Science Forum 1003 (July 2020): 79–86. http://dx.doi.org/10.4028/www.scientific.net/msf.1003.79.
Full textAbstract:
Over the past few decades, the use of steel-concrete composite sections has increased globally, in order to take advantage of compression strength in concrete and tensile strength in steel, ensuring its fastening through stress transfer elements denominated shear connectors. The main connection systems endorsed by the current design codes are used by applying welding as fastening mechanism to fix connectors. However, this thermal procedure produces concentration of residual stresses during cooling process, and risk of perforation in Cold-Formed Steel sections (CFS), affecting the behavior efficiency of the composite sections. In this research, self-drilling screws are proposed as an alternative mechanical system for connectors fastening. An experimental program was carried out to validate capacity and performance of the system, through Full-Scale Beam Tests. According to results, self-drilling screws are a viable alternative to be used as fastening mechanism in shear connectors for CFS and concrete composite sections. Composite system achieved to develop full capacity, even in inelastic range, without disconnection between materials. Self-drilling screws remained fixed on steel shapes without mechanical damage, allowing greater deformations, than structural service conditions.
34
Qadan, Hani, Amjad A. Yasin, Ahmad B. Malkawi, and Muhmmad I. M. Rjoub. "Punching Shear Strength Prediction for Reinforced Concrete Flat Slabs without Shear Reinforcement." Civil Engineering Journal 8, no. 1 (January 1, 2022): 167–80. http://dx.doi.org/10.28991/cej-2022-08-01-013.
Full textAbstract:
Failure of flat slabs usually occurs by punching shear mode. Current structural codes provide an experience-based design provision for punching shear strength which is often associated with high bias and variance. This paper investigates the effect of adding a horizontal reinforcement mesh at the top of the slab-column connection zone on punching the shear strength of flat slabs. A new equation considering the effect of adding this mesh was proposed to determine the punching shear strength. The proposed equation is based on the Critical Shear Crack Theory combined with the analysis of results extracted from previous experimental and theoretical studies. Moreover, the equation of load-rotation curves for different steel ratios together with the failure criterion curves were evaluated to get the design points. The investigated parameters were the slab thicknesses and dimensions, concrete strengths, size of the supporting column, and steel ratios. The model was validated using a new set of specimens and the results were also compared with the predictions of different international design codes (ACI318, BS8110, AS3600, and Eurocode 2). Statistical analysis provides that the proposed equation can predict the punching shear strength with a level of high accuracy (Mean Square Error =2.5%, Standard Deviation =0.104, Mean=1.0) and over a wide range of reinforcement ratios and compressive strengths of concrete. Most of the predictions were conservative with an underestimation rate of 12%. Doi: 10.28991/CEJ-2022-08-01-013 Full Text: PDF
35
Beres, Attila, Stephen P. Pessiki, Richard N. White, and Peter Gergely. "Implications of Experiments on the Seismic Behavior of Gravity Load Designed RC Beam-to-Column Connections." Earthquake Spectra 12, no. 2 (May 1996): 185–98. http://dx.doi.org/10.1193/1.1585876.
Full textAbstract:
This paper summarizes recent experimental research at Cornell University conducted on the behavior of gravity load designed reinforced concrete building frame components subjected to reversing cyclic loads (simulated seismic effects). Reinforced concrete framing systems, designed primarily for gravity loads, with little or no attention given to lateral load effects, are typically characterized by non-ductile reinforcing details in the joint regions and in the members. The seismic response of connection regions for gravity load design (GLD) frames has received relatively little attention in earlier studies, thus making it difficult to reliably evaluate GLD frames and to properly plan repair or retrofit strategies. Thirty-four full scale bare interior and exterior beam-to-column joints have been tested under reversed cyclic bending to identify the different damage mechanisms and to study the effect of critical details on strength and deformations. The discussion of test results focuses on the definition of joint shear strength factors for GLD frames to complement those provided by ACI-ASCE Committee 352 for frames designed with better details.
36
Motak, Jan, and Josef Machacek. "EXPERIMENTAL BEHAVIOUR OF COMPOSITE GIRDERS WITH STEEL UNDULATING WEB AND THIN‐WALLED SHEAR CONNECTORS HILTI STRIPCON." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 10, no. 1 (March 31, 2004): 45–49. http://dx.doi.org/10.3846/13923730.2004.9636285.
Full textAbstract:
Two tests of real‐size composite steel and concrete girders are described. The girders had spans 7,5 m, thin‐walled undulating webs (WT girders) and concrete deck 120/1500 mm concreted into profile steel sheeting TR 60/235/0,75. Thin‐walled shear connectors Hilti Stripcon were used and fastened via powder actuated fasteners. Setup of the tests, relevant instrumentation and measuring procedure are presented. The girder tests supplemented large series of push tests of connectors Stripcon performed at CTU in Prague. One of the composite girders was designed with full‐shear connection while the second one with extremely low partial shear connection (44 %). Simple preliminary linear calculations proved that experimental strength capacities of the girders are in good agreement with the calculated values, however, the deflection are due to flexibility of the connectors higher. Buckling shear capacity of the undulating webs in both tests was higher than shear at collapse of the girders. Another test dealing with interaction of web buckling in shear and Stripcon shear connection is under progress. Comparison of theoretical and experimental results is performed and recommendations for practical design are presented.
37
Dawe, J. L., B. S. Pond, and G. Y. Grondin. "Interaction of shear and tension in welded truss connections." Canadian Journal of Civil Engineering 12, no. 1 (March 1, 1985): 94–103. http://dx.doi.org/10.1139/l85-010.
Full textAbstract:
In many truss joints consisting of double-angle web members welded to stems of inverted lower chord tee sections, adequate fillet weld lengths may be provided without the need for gusset plates. In such cases where a joint may also be subjected to high combinations of shear and tension, the possibility of overstressing of a tee stem exists. In the investigation of this problem, four analytical techniques, including two proposed herein, and experimental results of 30 full-scale specimen tests, 22 of which were conducted during the investigation presented herein, are presented and evaluated. Analytical and experimental results indicate that the interaction of shear and normal stresses is an important consideration in the design of such joints and that an interaction check is required.Of the many parameters investigated as part of the experimental investigation, the two that most significantly influence the magnitude of tension force that a lower chord can simultaneously carry are the magnitude of applied shear force averaged over the available web shear area and the joint configuration itself. The inclination of a diagonal web member as well as intentional joint eccentricities have little effect on the strength of these joints, although joint ductility appears to be affected by eccentricities.Although all four analytical techniques have similar overall accuracies of prediction, a method based on applying a von Mises criterion at ultimate to determine an equivalent shear area in a tee chord is recommended as being the most suitable. Based on this method, as verified and validated by comparison with extensive experimental results of tests on full-scale specimens, a simplified design curve and associated equations are developed and proposed for design office use. Key words: connection, interaction, shear, tension, welded, truss.
38
Dean, J. A., W. G. Stewart, and A. J. Carr. "The seismic behaviour of plywood sheathed shearwalls." Bulletin of the New Zealand Society for Earthquake Engineering 19, no. 1 (March 31, 1986): 48–63. http://dx.doi.org/10.5459/bnzsee.19.1.48-63.
Full textAbstract:
Plywood sheathed timber shearwalls are commonly incorporated in timber structures to resist wind and earthquake induced lateral, forces. Such shearwalls are classified in the NZS 4203:1984 earthquake loading provisions as being ductile and are currently designed to earthquake load levels of 25% of the smoothed elastic response spectrum force, i.e. corresponding to SM = 1 in terms of NZS 4203:1984 notation.
However, a case study is examined which illustrates that compliance with the NZS 3603:1981 permissible wind-seismic connection load and stress levels does not ensure ductility. Recommendations are made for a capacity design procedure in which the sheathing nailing acts as the ductile load limiting element. Even when this is achieved, cyclic loading of the walls at seismic design load levels causes progressive degrading of strength and stiffness properties resulting in a pinched hysteretic loop. The displacement demands on walls in which this occurs when subjected to a design intensity earthquake ground motion are compared in the paper with the corresponding displacement demands on elastic plastic structures.
Selected test results are presented of eleven full scale shearwalls subjected to cyclic static and shaketable loading. The performance of the sheathing nailing, framing connections and foundation connections is reported in detail. Based on the test observations and an analysis of the force distribution within the framing, particular details are recommended to ensure ductile response. A theoretical time history single degree of freedom dynamic idealisation is described which represents the observed wall behaviour, and which is suitable for incorporation into multistorey analyses.
39
Gong, Jianwu, Xingxing Zou, Han Shi, Cheng Jiang, and Zhaochao Li. "Numerical Investigation of the Nonlinear Composite Action of FRP-Concrete Hybrid Beams/Decks." Applied Sciences 8, no. 11 (October 23, 2018): 2031. http://dx.doi.org/10.3390/app8112031.
Full textAbstract:
Interfacial slip can cause rigidity degradation and stress concentration in fiber-reinforced polymer-concrete hybrid beam (FCHB). Therefore, precisely evaluating the composite action between fiber-reinforced polymer (FRP) and concrete of FCHB plays a pivotal role in structural analysis and design. Previous push-out tests showed that most connections for FCHB behave nonlinearly in load-slip relationships even at a low load level. However, existing analytical equations have their limitations due to the assumption of linear load-slip interfacial relationship which is not suitable for FCHB. The originality of this paper is to propose a finite difference method (FDM) to elaborate the interfacial slip and shear stress. FDM agreed well with the analytical solutions of the linear load-slip relationships for connections. Results indicate that higher accurateness can be obtained by using more elements. And 40 elements for half span of FCHB can reduce the error of numerical results to 1%. Then, the proposed FDM was expanded to predict the interfacial behavior of FCHB considering nonlinear interfacial load-slip relationships. It was found that perforated FRP rib connections can ensure nearly full composite action and the bolted connection can lead to a very high slip level. The use of ultra-high performance concrete (UHPC) results in a higher degree of composite action than normal concrete. The deflection considering slip was computed by adding deformation under full composition action and that caused by the slip effect. It was suggested that high strength steel bolts are effective both in normal concrete and UHPC. When the slip modulus is suggested to be larger than 20 kN/mm, the capacity per bolt should be larger than 20 kN.
40
Hou, J., and George Jeronimidis. "Finite Element Aided Design Evolution of Composite Leaf Spring." Applied Mechanics and Materials 3-4 (August 2006): 429–34. http://dx.doi.org/10.4028/www.scientific.net/amm.3-4.429.
Full textAbstract:
This paper shows the process of the virtual production development of the mechanical connection between the top leaf of a dual composite leaf spring system to a shackle using finite element methods. The commercial FEA package MSC/MARC has been used for the analysis. In the original design the joint was based on a closed eye-end. Full scale testing results showed that this configuration achieved the vertical proof load of 150 kN and 1 million cycles of fatigue load. However, a problem with delamination occurred at the interface between the fibres going around the eye and the main leaf body. To overcome this problem, a second design was tried using transverse bandages of woven glass fibre reinforced tape to wrap the section that is prone to delaminate. In this case, the maximum interlaminar shear stress was reduced by a certain amount but it was still higher than the material’s shear strength. Based on the fact that, even with delamination, the top leaf spring still sustained the maximum static and fatigue loads required, the third design was proposed with an open eye-end, eliminating altogether the interface where the maximum shear stress occurs. The maximum shear stress predicted by FEA is reduced significantly and a safety factor of around 2 has been obtained. Thus, a successful and safe design has been achieved.
41
Qiu, Can Xing, He Tao Hou, Wei Long Liu, and Ming Lei Wu. "Experimental Study on Steel Frames Infilled with Sandwich Composite Panels." Advanced Materials Research 243-249 (May 2011): 499–505. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.499.
Full textAbstract:
A model of full scale one-bay, one storey was tested under low cyclic loading in order to study the hysteretic behavior of steel frames with sandwich composite (SC) panels. According to the failure pattern and damage process of test specimen, seismic behaviors were evaluated. Hysterics loops, skeleton curves, curves of strength degradation, and curves of stiffness degradation, ductility index and viscous damping coefficient were analyzed. Test results show that the failures of panels mainly occurred around the embedded parts, but compared with traditional panels and walls, SC panels exhibit a better integration. The connection between panel and steel frame is vital to the mutual work of the two parts. Finally, seismic design recommendations based on the analysis of ductility index and energy dissipation of the structures are presented.
42
Alshurafa, Sami, Hanan Alhayek, and Dimos Polyzois. "Finite element method for the static and dynamic analysis of FRP guyed tower." Journal of Computational Design and Engineering 6, no. 3 (August 27, 2018): 436–46. http://dx.doi.org/10.1016/j.jcde.2018.08.004.
Full textAbstract:
Abstract A research study has been carried out to provide design guidelines for glass-fiber reinforced polymer (GFRP) guyed tower. Both material testing and theoretical analysis are involved. The tower examined in this study has 81 m in height with a uniform equilateral triangle cross section having sides of 450 mm. The tower supported by seven sets of guy wires oriented at 120°, each set consisting of three guy wires. The tower was assumed to be supported at the base by means of a pinned connection to provide full moment release. The tower was analyzed using the finite element ANSYS software and was designed to satisfy both the ultimate and the serviceability limit state requirements of the CSA-S37-01 Standard. The guyed tower was analyzed in static to evaluate the tower strength failure using several advanced failure theories. Modal analysis and full dynamic analysis using CSA-37-01 Standard were extensively performed to evaluate the vibration performance and to obtain an accurate dynamic response of the full-scale tower. The paper presents the results obtained from material testing and from a finite element, ANSYS models developed for the static and dynamic analysis of the multi-cells 81 m lightweight-guyed towers. Highlights The research = involved the analysis and the design of FRP guyed tower composed of individual cells fabricated from fiberglass matting bonded together to form an equilateral triangle. The layout, the dimensions of the tower and the thickness of the cell walls were determined from a finite element analysis. Fifteen coupons were fabricated and tested based on ASTM standards to evaluate the mechanical properties of the GFRP material. Several non-linear finite element models were developed to meet both the manufacturing constraints and strength requirements. Several non-linear finite element models were carried out for the static and dynamic analysis of an 81 m tower.
43
Hafadhotul Husna, Arina. "English Students' Perceptions on The Use of Online Learning Platforms during The COVID-19 Pandemic." JEE (Journal of English Education) 7, no. 2 (January 25, 2022): 147–64. http://dx.doi.org/10.30606/jee.v7i2.854.
Full textAbstract:
This study explores English students’ perceptions of the use of online learning platforms during the COVID-19 pandemic. It focuses on students’ participation, accessibility, material & assignment delivery, and the preferences of online learning platforms. The researcher conducted a qualitative study by using the survey design method. It used a questionnaire as the instrument; it was then distributed and collected through Google form. There were open-ended questions that required a free text response which was used to gain the students’ perception regarding online learning implementation, while close-ended questions were used to obtain the percentage of the analyzed topic. The received responses were calculated, analyzed, and described narratively. The respondents were 87 students of three departments of STIKES Cendekia Utama Kudus in the odd semester. The result presents that students showed a positive attitude during English online learning. Since they had an unstable connection, they showed their positive effort. Their response to the material & assignment delivered by their lecturer was positive. However, the students had many obstacles during the process; accessibility still becomes their main problem. Unstable Signal strength, full smartphone storage, and given assignments need to be considering too. They need extra time to submit their assignments because of the connection. Since their connection is limited and unstable, WhatsApp, Google Meet and YouTube studio became their most favorite platform. It was quota-friendly, had a stable connection, and was flexible. They can re-play/re-read their material wherever and whenever they need it.
44
El-Sheikh, A. L. "Nonlinear Numerical Analysis of Composite Space Trusses." International Journal of Space Structures 9, no. 4 (December 1994): 219–25. http://dx.doi.org/10.1177/026635119400900405.
Full textAbstract:
The composite action between an upper concrete slab and a double-layer space truss has been shown to have positive effects on the behaviour of such structures. Primarily, the prevention of the typical brittle behaviour of trusses and the introduction of appreciable ductility are among the important benefits. Substantial improvements have been achieved also in both stiffness and ultimate strength. The analysis of composite space trusses requires a careful study especially in the modelling of the shear connection between the concrete slab and the steel truss, involving shear studs mounted on both the nodes and the members of the top chord. Additionally, parts of the concrete slab may be projecting inside the top chord members, and therefore contribute to the shear interaction. This connection, being far from simple, could be modelled using various techniques. The present paper concentrates on these techniques, and numerical results are produced for each case (using a previously-developed and verified finite element program) and compared with the experimental results of a full-scale composite space truss tested earlier. As a conclusion of this work, two methods for preliminary and final design of composite space trusses are recommended for future use.
45
Liu, Hongtao, Pengchao Kong, and Taoping Ye. "Influence of Precast Member Corbels on Seismic Performance of Precast Beam-Slab-Column Joints." Advances in Civil Engineering 2021 (December 6, 2021): 1–14. http://dx.doi.org/10.1155/2021/7107569.
Full textAbstract:
To improve the construction efficiency of precast structures, reinforced concrete corbels acted as support members are the most common connection method. This work presents the performance of a specific beam-to-column connection using corbels with different anchorage arrangements in precast beam-slab-column interior joint taken out from precast underground subway station. This paper investigates the performance of a specific full-scale precast concrete beam-slab-column interior joint with corbels and various connected methods subjected to low-cycle repeated loading. Meanwhile, the influences of concrete corbels (including column- and beam-end corbels) on the shear strength and deformation are investigated. The analyses results indicated that (1) corbels of the laminated beam (composite beam) can obviously improve the shear stress of the core region, which was beneficial for specimen design followed the strong-joint-weak-member concept; (2) a simplified approach to deal with the uneven thickness of corbels in the core region was proposed, which was utilized to study the effect of thickness on the shear performance of the core region; (3) the shear stress increased with respect to the compression stress, and the shear strain had a trend of decreasing according to calculating results using modified compression field theory; and (4) the deterministic expressions were proposed to predict the designed load of column corbels based on three different connection methods between laminated beams and core region of joint.
46
Zhang, Yannian, Moncef L. Nehdi, Xiaohan Gao, and Lei V. Zhang. "Flexural Performance of Novel Nail-Cross-Laminated Timber Composite Panels." Applied Sciences 10, no. 17 (August 29, 2020): 5983. http://dx.doi.org/10.3390/app10175983.
Full textAbstract:
Cross-laminated timber (CLT) is an innovative wood panel composite that has been attracting growing interest worldwide. Apart from its economic benefits, CLT takes full advantage of both the tensile strength parallel to the wood grain and its compressive strength perpendicular to the grain, which enhances the load bearing capacity of the composite. However, traditional CLT panels are made with glue, which can expire and lose effectiveness over time, compromising the CLT panel mechanical strength. To mitigate such shortcomings of conventional CLT panels, we pioneer herein nail-cross-laminated timber (NCLT) panels with more reliable connection system. This study investigates the flexural performance of NCLT panels made with different types of nails and explores the effects of key design parameters including the nail incidence angle, nail type, total number of nails, and number of layers. Results show that NCLT panels have better flexural performance than traditional CLT panels. The failure mode of NCLT panels depends on the nail angle, nail type, and quantity of nails. A modified formula for predicting the flexural bearing capacity of NCLT panels was proposed and proven accurate. The findings could blaze the trail for potential applications of NCLT panels as a sustainable and resilient construction composite for lightweight structures.
47
Ellobody, Ehab. "Finite element modelling and design of composite bridges with profiled steel sheeting." Advances in Structural Engineering 20, no. 9 (December 1, 2016): 1406–30. http://dx.doi.org/10.1177/1369433216678865.
Full textAbstract:
This article discusses the non-linear analysis and design of highway composite bridges with profiled steel sheeting. A three-dimensional finite element model has been developed for the composite bridges, which accounted for the bridge geometries, material non-linearities of the bridge components, bridge boundary conditions, shear connection, interactions among bridge components and bridge bracing systems. The simply supported composite bridge has a span of 48 m, a width of 13 m and a depth of 2.3 m. The bridge components were designed following the European code for steel–concrete composite bridges. The live load acting on the bridge was load model 1, which represents the static and dynamic effects of vertical loading due to normal road traffic as specified in the European code. The finite element model of the composite bridge was developed depending on additional finite element models, developed by the author, and validated against tests reported in the literature on full-scale composite bridges and composite bridge components. The tests had different geometries, different boundary conditions, different loading conditions and different failure modes. Failure loads, load–mid-span deflection relationships, load–end slip relationships, failure modes, stress contours of the composite bridge as well as of the modelled tests were predicted from the finite element analysis and compared well against test results. The comparison with test results has shown that the finite element models can be effectively used to provide more accurate analyses and better understanding for the behaviour and design of composite bridges with profiled steel sheeting. A parametric study was conducted on the composite bridge highlighting the effects of the change in structural steel strength and concrete strength on the behaviour and design of the composite bridge. This study has shown that the design rules specified in the European code are accurate and conservative for the design of highway steel–concrete composite bridges.
48
Mohammed, Hussam Ali, Hussein Abad Gazi Jaaz, Ali Fadhil Naser, and Ayad Ali Mohammed. "Numerical and Experimental Predication of the Structural Cracking Within Reinforced Concrete Structure due to Conventional State of Loading." International Journal of Safety and Security Engineering 11, no. 5 (October 31, 2021): 547–55. http://dx.doi.org/10.18280/ijsse.110506.
Full textAbstract:
It has been well understanding that the occurrence of various crack patterns in the building during its construction life (from first time of construction up to finishing) then subjected to super imposed load or during the service life. Cracks developed due to exceeding of stresses more than the allowable strength, wherever happened on building component. This research works used the finite element method as a powerful tool to simulate the behavior of full constructed building with both concrete system and brick bearing wall. Where the adopted numerical procedure allows to the users to predict the response of building elements due to conventional state of loading. one of the most important response features was the cracking phenomenon, where the numerical model shown that its capability to predict the cracking sequence from the first time of initiating. The prediction of full response and behavior of each element and their connection, shown that the precise of factor of safety used by the designer, where the analysis prove that the design load was about 67% from the cracking load, and the ultimate load was about 260% from the design load. That will allow more sustainability and stability for long time deformation. Beside the numerical solution, there was an experimental part of study, where site investigation, it shown that all data recorded was constant values and the building was stable. Actually, with no increasing of loading, the building reach its stable state, and defect will not develop. That basically because of good design within conventional state of loading.
49
Nedostup, Alexander Alekseevich, Karina Konovalova, Pavel Nasenkov, Alexey Olegovich Razhev, Boris Altschul, and Sergey Fedorov. "Relativerigidity of twisted fishing gear." Vestnik of Astrakhan State Technical University. Series: Fishing industry, no. 1 (March 17, 2020): 46–60. http://dx.doi.org/10.24143/2073-5529-2020-1-46-60.
Full textAbstract:
The article touches upon the problem of physical modeling of fishing twisted filamentary materials, in particular, the justification of the rules of similarity of relative longitudinal, bending and torsional stiffness of filamentary parts. The formulation of the problem is associated with the difficulties of conducting full-scale experiments for designing new fishing gear, as well as with the lack of systematic experiments on measuring the stiffness of synthetic cordage. In connection with this, it becomes necessary to conduct model experiments related to physical modeling of dynamic processes occurring with the cordage under load. There has been calculated the coefficient of proportionality of bending stiffness that determines the ability of filamentary parts and cordage to resist bending. There have been given the formulas that determine the combination of the ratio of bending stiffness to longitudinal stiffness and the dimensionless combination of the ratio of bend-ing stiffness to torsional stiffness. The study allows to predict the behavior and basic properties (di-ameter, density, strength, elongation, etc.) of modern synthetic filamentous fishing gear at the stage of their creation (design).
50
Bora, Bhabani, Ratnesh Kumar, Somnath Chattopadhyaya, and Sebastian Borucki. "Analysis of Variance of Dissimilar Cu-Al Alloy Friction Stir Welded Joints with Different Offset Conditions." Applied Sciences 11, no. 10 (May 18, 2021): 4604. http://dx.doi.org/10.3390/app11104604.
Full textAbstract:
In this investigation, dissimilar material AA6061-T6 and Cu B370 were joined by friction stir welding (FSW). This paper presents a feasibility study of FSW to join Al-alloy and Cu-alloy. The experiment was conducted using general full factorial design by varying the tool rotation speed, weld speed, and probe offset, and by keeping the plunge depth constant. In this research work, a statistical model was established to build a connection between the process variables and outcomes—yield strength (YS), ultimate tensile strength (UTS) and % elongation (% E). Statistical tools such as analysis of variance and scatter diagrams were employed to evaluate the suitability of the models. In addition, the impacts of the process variables on the tensile properties were investigated. From the experimental results, it can be concluded that (i) an excellent weld joint could be obtained by keeping the softer Al plate at the retreating side with a probe offset of 2.0 mm towards the softer material, and (ii) maximum tensile properties were obtained at a higher tool-rotation speed, weld speed, and with a probe offset of 2.0 mm. Further, the fractured tensile specimens were investigated using a scanning electron microscope (SEM). From the analyses, it was noted that, during the tensile test, the weld joint failed with a brittle–ductile mixed fracture mode.