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C A Eckelman - One of the best experts on this subject based on the ideXlab platform.
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Withdrawal, shear, and Bending Moment capacities of round mortise and tenon timber framing joints
Forest Products Journal, 2020Co-Authors: Huseyin Akcay, C A Eckelman, Eva HaviarovaAbstract:An exploratory study was conducted to determine the withdrawal, lateral shear, and Bending Moment capacities of round mortise and tenon timber framing joints containing substantial amounts ofjuvenile wood. Mostjoints were constructed of southern yellow pine. Tenon diameters were 2,3, and 4 inches. Tenon withdrawal capacities of joints with red oak cross pins were about 3,500, 5,000, and 10,000 pounds for 2-, 3-, and 4-inch tenons, respectively. Joints without shoulders had Bending Moment capacities of about 400, 1,400, and 3,750 ft.-lb. for 2-, 3-, and 4-inch tenons and capacities of 700, 1,650, and 5,200 ft.-lb. for comparable joints with shoulders. Lateral shear capacities of joints with tenons fully seated were about 3,500, 7,500, and 11,000 pounds for joints with 2-, 3-, and 4-inch tenons, respectively. Values for comparable joints with 3- and 4-inch tenons not fully seated were about 2,300 and 3,500 pounds, respectively. Results of the study suggest that the round mortise and tenon joints had sufficient withdrawal, shear, and Bending Moment Capacity toj ustify their continued evaluation for use in light timber frames constructed from small-diameter timbers.
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Statistical Lower Tolerance Limits for Rectangular Mortise and Tenon Joints
Bioresources, 2016Co-Authors: C A Eckelman, Mesut Uysal, Eva HaviarovaAbstract:Tests were conducted to determine the Bending Moment Capacity of 215 red oak and 140 white oak T-shaped rectangular mortise and tenon joints. Rails measured 22.2 mm by 63.5 mm in cross section; tenons measured 32 mm in length by 38 mm in height by 9.5 mm in thickness. Specimens were assembled with a 40% solid content polyvinyl acetate adhesive. The average Bending Moment Capacity of the red oak specimens was 353 Nm with a standard deviation of 48 Nm; in the white oak specimens, it was 358 Nm with a standard deviation of 62 Nm. The lower tolerance limits of the red oak specimens at the 75|75, 90|75, 75|90, 90|90, and 95|95 confidence|proportion levels were 318, 316, 289, 286, and 266 Nm, respectively, whereas in white oak specimens, the values were 314, 308, 273, 268, and 240 Nm, respectively. Overall, the results indicated that the use of statistical lower tolerance limits procedures provide a systematic means of relating standard deviations to mean values in determining reasonable design values for the Moment Capacity of the joints. Conclusions were not reached concerning which confidence|proportion level might be best suited for determining reasonable design values for furniture joints, but the results did illustrate the consequences of a given choice.
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Bending Moment Capacities of L-Shaped Mortise and Tenon Joints under Compression and Tension Loadings
Bioresources, 2015Co-Authors: Ali Kasal, C A Eckelman, Eva Haviarova, Yusuf Ziya Erdil, İbrahim YalcinAbstract:Tests were carried out to determine the Bending Moment capacities of L-shaped mortise and tenon furniture joints under both compression and tension loadings. The effects of wood species (Turkish beech and Scotch pine), adhesive type (polyvinylacetate and polyurethane), and tenon size (width and length) on the static Bending Moment Capacity of joints under the same loading conditions were investigated. The results of the tests indicated that the Moment Capacity increased as either tenon width or length increased. The results also indicated that tenon length had a greater effect on the Moment Capacity than tenon width. In both compression and tension tests, Turkish beech joints were stronger than Scotch pine joints, and PU joints were stronger than PVA joints. An empirically derived expression was developed to estimate the average ultimate Bending Moment Capacity of joints under compression and tension loads as functions of the wood species, the adhesive type, and the tenon size.
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Bending Moment Capacity of l shaped mitered frame joints constructed of mdf and particleboard
Bioresources, 2015Co-Authors: Mohammad Derikvand, C A EckelmanAbstract:The impact of fastener type (glued and unglued butterfly dovetail keys, glued and unglued H-shaped dovetail keys, one-pin dowel, two-pin dowels, and plywood spline) and wood composite material type on the Bending Moment Capacity of L-shaped mitered frame joints under diagonal tension and compression loads was investigated. Specimens were constructed of laminated medium-density fiberboard (LamMDF) and laminated particleboard (LamPB). The glued joint specimens were constructed with polyvinyl acetate (PVAc) adhesive. In both tests, joints reinforced with two dowels had the highest Bending Moment Capacity, whereas unglued joints fastened with H-shaped dovetail keys had the lowest Capacity. Splined joints were characterized by the second highest Bending Moment Capacity. Two-pin dowel joints had, on average, 47% greater Capacity than one-pin dowel joints. The glued dovetail joints were 31% stronger than the unglued joints. There was no statistically significant difference between the Bending Moment capacities of butterfly and H-shaped dovetail keys. The LamMDF joints exhibited 7.8% greater Capacity than joints constructed of LamPB. Overall, the Bending Moment Capacity of joints loaded in compression was 22% higher than that of joints loaded in tension—when the Moment arm in the compression specimens was taken at the inside corner of the joint.
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Bending Moment Capacity of simple and haunched mortise and tenon furniture joints under tension and compression loads
Turkish Journal of Agriculture and Forestry, 2014Co-Authors: Javane Oktaee, Ghanbar Ebrahimi, Mohammad Layeghi, Mohammad Ghofrani, C A EckelmanAbstract:A study was conducted to examine the effects of tenon geometry on the Bending Moment Capacity of simple and haunched mortise and tenon joints under the action of both compressive and tensile loads. The effects of tenon width (25, 37.5, and 50 mm), tenon thickness (7.5, 10, and 15 mm), and tenon length (20, 25, and 30 mm) were examined. All of the joints were constructed of Turkish beech (Fagus orientalis Lipsky) and were assembled with a 40% solid-content polyvinyl acetate. Optimum results were obtained with joints constructed with 10-mm-thick tenons that were 37.5 mm wide by 30 mm long. Tenon length was found to have the greatest effect on joint Capacity, whereas tenon width was found to have a much smaller effect. Joints constructed with 37.5-mm-wide haunched tenons had essentially the same Moment Capacity as joints constructed with 37.5-mm simple tenons. Optimum tenon width was 10 mm (1/3 of rail thickness); joints constructed with 10-mm-thick tenons had greater Capacity than joints constructed with either 7.5- or 15-mm thick tenons.
Eva Haviarova - One of the best experts on this subject based on the ideXlab platform.
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Withdrawal, shear, and Bending Moment capacities of round mortise and tenon timber framing joints
Forest Products Journal, 2020Co-Authors: Huseyin Akcay, C A Eckelman, Eva HaviarovaAbstract:An exploratory study was conducted to determine the withdrawal, lateral shear, and Bending Moment capacities of round mortise and tenon timber framing joints containing substantial amounts ofjuvenile wood. Mostjoints were constructed of southern yellow pine. Tenon diameters were 2,3, and 4 inches. Tenon withdrawal capacities of joints with red oak cross pins were about 3,500, 5,000, and 10,000 pounds for 2-, 3-, and 4-inch tenons, respectively. Joints without shoulders had Bending Moment capacities of about 400, 1,400, and 3,750 ft.-lb. for 2-, 3-, and 4-inch tenons and capacities of 700, 1,650, and 5,200 ft.-lb. for comparable joints with shoulders. Lateral shear capacities of joints with tenons fully seated were about 3,500, 7,500, and 11,000 pounds for joints with 2-, 3-, and 4-inch tenons, respectively. Values for comparable joints with 3- and 4-inch tenons not fully seated were about 2,300 and 3,500 pounds, respectively. Results of the study suggest that the round mortise and tenon joints had sufficient withdrawal, shear, and Bending Moment Capacity toj ustify their continued evaluation for use in light timber frames constructed from small-diameter timbers.
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Statistical Lower Tolerance Limits for Rectangular Mortise and Tenon Joints
Bioresources, 2016Co-Authors: C A Eckelman, Mesut Uysal, Eva HaviarovaAbstract:Tests were conducted to determine the Bending Moment Capacity of 215 red oak and 140 white oak T-shaped rectangular mortise and tenon joints. Rails measured 22.2 mm by 63.5 mm in cross section; tenons measured 32 mm in length by 38 mm in height by 9.5 mm in thickness. Specimens were assembled with a 40% solid content polyvinyl acetate adhesive. The average Bending Moment Capacity of the red oak specimens was 353 Nm with a standard deviation of 48 Nm; in the white oak specimens, it was 358 Nm with a standard deviation of 62 Nm. The lower tolerance limits of the red oak specimens at the 75|75, 90|75, 75|90, 90|90, and 95|95 confidence|proportion levels were 318, 316, 289, 286, and 266 Nm, respectively, whereas in white oak specimens, the values were 314, 308, 273, 268, and 240 Nm, respectively. Overall, the results indicated that the use of statistical lower tolerance limits procedures provide a systematic means of relating standard deviations to mean values in determining reasonable design values for the Moment Capacity of the joints. Conclusions were not reached concerning which confidence|proportion level might be best suited for determining reasonable design values for furniture joints, but the results did illustrate the consequences of a given choice.
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Bending Moment Capacities of L-Shaped Mortise and Tenon Joints under Compression and Tension Loadings
Bioresources, 2015Co-Authors: Ali Kasal, C A Eckelman, Eva Haviarova, Yusuf Ziya Erdil, İbrahim YalcinAbstract:Tests were carried out to determine the Bending Moment capacities of L-shaped mortise and tenon furniture joints under both compression and tension loadings. The effects of wood species (Turkish beech and Scotch pine), adhesive type (polyvinylacetate and polyurethane), and tenon size (width and length) on the static Bending Moment Capacity of joints under the same loading conditions were investigated. The results of the tests indicated that the Moment Capacity increased as either tenon width or length increased. The results also indicated that tenon length had a greater effect on the Moment Capacity than tenon width. In both compression and tension tests, Turkish beech joints were stronger than Scotch pine joints, and PU joints were stronger than PVA joints. An empirically derived expression was developed to estimate the average ultimate Bending Moment Capacity of joints under compression and tension loads as functions of the wood species, the adhesive type, and the tenon size.
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Mechanical Properties of Knock-down Joints in Honeycomb Panels
Bioresources, 2013Co-Authors: Adam Koreny, C A Eckelman, Milan Šimek, Eva HaviarovaAbstract:This study focuses on the use of demountable furniture joints in combination with 38-mm-thick honeycomb panels. These fittings were incorporated into L-shaped corner joints and then tested to determine their Bending Moment Capacity. Overall, seven combinations of demountable fittings were tested. These groups of connectors consisted of solution non-glued, partly-glued connectors, and fully-glued connectors. All of the connectors were positioned in the test samples as they are commonly located in furniture construction. The highest capacities were obtained with glued connectors, followed by partly glued and then non-glued connectors. The difference in Capacity between the inside and outside positions was insignificant for the non-glued and fully-glued connectors. A large difference between connectors in different positions was found for the partly glued connectors and for the second type of unglued connectors. The modes of failure were analyzed for each connector, and the possibilities for use in construction are described.
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effect of adhesive type and tenon size on Bending Moment Capacity and rigidity of t shaped furniture joints constructed of turkish beech and scots pine
Wood and Fiber Science, 2013Co-Authors: Ali Kasal, C A Eckelman, Eva Haviarova, Yusuf Ziya ErdilAbstract:Tests were carried out to determine the effect of wood species, adhesive type, and tenon width and length on static Bending Moment Capacity and rigidity of T-shaped mortise and tenon furniture joints. For this purpose, 320 round-edged mortise and tenon joint specimens were constructed—half of Scots pine ( Pinus sylvestris L.) and half of Turkish beech ( Fagus orieantalis L.)—and subjected to static Bending loads. Tenons varied 30-60 mm wide and 20-45 mm long. Joint specimens were assembled with 65% solid polyvinyl acetate and polyurethane adhesives. Results of the tests indicated that the joints became stronger and stiffer as either tenon width or tenon length increased. Results also indicated that tenon length had a more significant effect on Moment Capacity of joints than tenon width, whereas tenon width had a more significant effect on joint rigidity than tenon length. Bending Moment Capacity of the joints ranged from a low of 125 Nm for joints with tenons 30 mm wide x 20 mm long to a maximum of 393 Nm for joints with tenons 60 mm wide x 45 mm long. Rigidity of the joints ranged from a low of 2278 Nm/rad for joints with tenons 30 mm wide x 20 mm long to a maximum of 5733 Nm/rad for joints with tenons 60 mm wide x 40 mm long. An empirically derived expression was developed to predict average ultimate Bending Moment Capacity.
Hamid Valipour - One of the best experts on this subject based on the ideXlab platform.
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Experimental study of steel-timber composite beam-to-column joints with extended end plates
Construction and Building Materials, 2019Co-Authors: Abdolreza Ataei, Mark A. Bradford, Hamid Valipour, Alireza A. ChiniforushAbstract:Abstract This study presents the results of laboratory push-down tests conducted on one pure steel and four steel-timber composite (STC) cruciform subassemblies to assess the failure characteristics, stiffness, flexural resistance and ductility of the extended end plate STC beam-to-column connections subjected to negative (hogging) Bending Moment. In the proposed composite system, the cross -laminated timber (CLT) panels were connected to the top flange of steel girders using coach screws and the steel beams were connected to the steel columns by bolted extended end plates. Moreover, the two juxtaposed CLT slabs (subject to tension) were connected by the mechanically anchored threaded rod and/or surface spline joints with steel plates. The experimental results showed that the extended end plate STC connection have enough rotation Capacity to provide for plastic analysis/design of the STC beams. Furthermore, it was shown that the composite action in conjunction with continuity of timber slab can increase the Bending Moment Capacity of the connection more than 50% of that for a pure steel connection.
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Semi-rigid partial-strength steel-timber composite (STC) connections with mechanically anchored steel rods
Journal of Constructional Steel Research, 2019Co-Authors: F. Nouri, Hamid ValipourAbstract:Abstract In steel composite constructions, replacing the concrete slabs with prefabricated timber slabs significantly reduces the embodied energy and carbon footprint and lowers the self-weight of the structure and the size of the columns and footings. Considering the advantages of the light-weight steel-timber composite (STC) floors, this paper presents the results of laboratory experiments conducted on six (STC) beam-to-column subassemblies with double angle web cleats and fin plate (nominally-pinned) connections. Preserving continuity of the slabs across the column increases hogging Bending Moment resistance and stiffness of the composite beam to column connections. Here, the connection between the timber slabs across the column was provided by threaded rods placed inside the timber slabs and mechanically anchored in the pockets of cementitious grout. The STC subassemblies were subjected to a monotonically increasing push-down load to simulate behaviour of the nominally-pinned beam-to-column connections. The results of laboratory tests revealed that mechanically anchored rods can be used to effectively transfer the tensile force developed in the timber slabs of the STC floors and accordingly enhance the stiffness and hogging Bending Moment Capacity of the simple STC beam-to-column connections. The effect of the number, size, and strength grade of the steel rods on stiffness, strength and ductility of the STC connections were evaluated experimentally and component-based method was employed to develop a simple mechanical model for predicting the Bending Moment Capacity of the STC connections with mechanically anchored rods.
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Steel–Timber Composite Beam-to-Column Connections with Shear Tab
Journal of Structural Engineering-asce, 2019Co-Authors: F. Nouri, Mark A. Bradford, Hamid ValipourAbstract:AbstractThis paper focuses on the structural behavior and negative Bending Moment Capacity of steel–timber composite (STC) beam-to-column connections with shear tabs. It is hypothesized that timber...
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Steel-timber composite beam-to-column joints: Effect of connections between timber slabs
Journal of Constructional Steel Research, 2018Co-Authors: N. Keipour, Hamid Valipour, Mark A. BradfordAbstract:Abstract Studies of steel-timber composite (STC) connections and STC beams under sagging Bending have been reported elsewhere in the literature using push-out and four-point Bending tests respectively. However, the structural behaviour of STC beam-to-column connections under hogging Bending Moments (with the prefabricated timber slabs in tension) have hitherto not been investigated. In particular, the connection between the two prefabricated timber slab panels (across the column) has a major influence on the structural performance of a STC beam-to-column connection and is the focus of the current study. Eight full-scale STC beam to steel column cruciform specimens with different connections (half lap, single and double surface spline with timber and/or steel plate) for the timber slabs were fabricated and tested under a monotonically increasing downwards displacement, and these are described in this paper. The Bending Moment Capacity, rotation Capacity, failure mode, stiffness and ductility of the STC connections are evaluated and discussed. The composite steel-timber system exhibits both appreciable ductility and rotation Capacity which fulfil the existing design requirements for semi-rigid composite connections in Eurocodes EC3 and EC4. Furthermore, the negative Bending Moment Capacity of STC connections is significantly higher than that of bare steel connections without a timber slab.
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Experimental study of steel-timber composite (STC) beam to steel column joints having a flush end-plate
Engineering Structures, 2018Co-Authors: N. Keipour, Hamid Valipour, Mark A. BradfordAbstract:Abstract In recent published works, the feasibility and composite action of steel-timber composite (STC) systems have been demonstrated through push-out tests on STC joints and Bending tests on STC beams subjected to sagging (positive) Bending Moment. However, the behaviour of STC beams subjected to negative Bending Moments, where the comparatively high tensile strength of the timber slab (compared to a concrete slab) can significantly increase the Bending Moment Capacity and stiffness of STC beam-to-column joints, remains unexplored. Accordingly, this paper investigates the negative Bending Moment Capacity, stiffness and the rotational Capacity of STC beam-to-column joints with flush end-plates. Six full-scale STC beam-to-column cruciform joints were fabricated and subjected to monotonically increasing static loading up to failure. The cross-laminated timber (CLT) slab width, the connection type between the CLT panels across the column (either steel plate or gluing) and degree of composite action between the CLT-slab and the steel beam were the main variables considered in the experimental program. It is shown that the composite action between the CLT-slabs and steel beam has a minor influence on the negative Bending Capacity and initial stiffness of the beam-to-column connection, but the type of CLT slab-to-CLT slab connection (spline with steel plate and/or glued butt joint) has a major influence on the structural behaviour of the STC beam-to-column connections.
Yusuf Ziya Erdil - One of the best experts on this subject based on the ideXlab platform.
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Moment Capacity of traditional and alternative T-type end-to-side-grain furniture joints
Forest Products Journal, 2020Co-Authors: Jilei Zhang, Yusuf Ziya Erdil, Ali KasalAbstract:The Bending Moment Capacity of traditional and alternative T-type end-to-side-grain joints constructed of Oriental beech (Fagus orientalis Lipsky), European oak (Quercus borealis Lipsky), and Scotch pine (Pinus sylvestris Lipsky) were investigated. Two-pin dowel and mortise-and-tenon joints assembled with polyvinyl acetate adhesive were considered as traditional adhesive-based joints, and minifix plus dowel and screw joints were considered alternative non-adhesive-based joints. Experimental results indicated traditional adhesive-based mortise-and-tenon joints yielded the highest Bending Moment Capacity among the four types of tested joints, and that minifix plus dowel joints had the lowest Bending Moment Capacity. Screw joints could produce higher Bending Moment capacities than traditional glued dowel joints. The Bending Moment Capacity of minifix plus dowel joints was less sensitive to wood species change than mortise-and-tenon joints, dowel joints, and screw joints.
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Bending Moment Capacities of L-Shaped Mortise and Tenon Joints under Compression and Tension Loadings
Bioresources, 2015Co-Authors: Ali Kasal, C A Eckelman, Eva Haviarova, Yusuf Ziya Erdil, İbrahim YalcinAbstract:Tests were carried out to determine the Bending Moment capacities of L-shaped mortise and tenon furniture joints under both compression and tension loadings. The effects of wood species (Turkish beech and Scotch pine), adhesive type (polyvinylacetate and polyurethane), and tenon size (width and length) on the static Bending Moment Capacity of joints under the same loading conditions were investigated. The results of the tests indicated that the Moment Capacity increased as either tenon width or length increased. The results also indicated that tenon length had a greater effect on the Moment Capacity than tenon width. In both compression and tension tests, Turkish beech joints were stronger than Scotch pine joints, and PU joints were stronger than PVA joints. An empirically derived expression was developed to estimate the average ultimate Bending Moment Capacity of joints under compression and tension loads as functions of the wood species, the adhesive type, and the tenon size.
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effect of adhesive type and tenon size on Bending Moment Capacity and rigidity of t shaped furniture joints constructed of turkish beech and scots pine
Wood and Fiber Science, 2013Co-Authors: Ali Kasal, C A Eckelman, Eva Haviarova, Yusuf Ziya ErdilAbstract:Tests were carried out to determine the effect of wood species, adhesive type, and tenon width and length on static Bending Moment Capacity and rigidity of T-shaped mortise and tenon furniture joints. For this purpose, 320 round-edged mortise and tenon joint specimens were constructed—half of Scots pine ( Pinus sylvestris L.) and half of Turkish beech ( Fagus orieantalis L.)—and subjected to static Bending loads. Tenons varied 30-60 mm wide and 20-45 mm long. Joint specimens were assembled with 65% solid polyvinyl acetate and polyurethane adhesives. Results of the tests indicated that the joints became stronger and stiffer as either tenon width or tenon length increased. Results also indicated that tenon length had a more significant effect on Moment Capacity of joints than tenon width, whereas tenon width had a more significant effect on joint rigidity than tenon length. Bending Moment Capacity of the joints ranged from a low of 125 Nm for joints with tenons 30 mm wide x 20 mm long to a maximum of 393 Nm for joints with tenons 60 mm wide x 45 mm long. Rigidity of the joints ranged from a low of 2278 Nm/rad for joints with tenons 30 mm wide x 20 mm long to a maximum of 5733 Nm/rad for joints with tenons 60 mm wide x 40 mm long. An empirically derived expression was developed to predict average ultimate Bending Moment Capacity.
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effect of tenon geometry grain orientation and shoulder on Bending Moment Capacity and Moment rotation characteristics of mortise and tenon joints
Wood and Fiber Science, 2012Co-Authors: Erkan Likos, C A Eckelman, Eva Haviarova, Yusuf Ziya Erdil, Ayhan OzcifciAbstract:Bending Moment Capacity and Moment rotation characteristics of mortise and tenon joints as a function of tenon geometry, grain orientation, length, and shoulder fit were examined. Bending Moment Capacity of all joints in which tenons were fully inserted in mortises was 54% greater than for joints in which tenons were not fully inserted. Jointswith 25.4-mm-long diamond-shaped tenons had greater Moment Capacity than either rectangular or round tenon joints, whereas joints with 38- or 51-mm-long rectangular tenons had greater capacities than jointswith diamond or round tenons. Similarly, for joints inwhich tenonswere not fully inserted, rectangular tenons had the greatest Moment Capacity regardless of grain orientation or length.
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effect of shoulders on Bending Moment Capacity of round mortise and tenon joints
Forest Products Journal, 2006Co-Authors: C A Eckelman, Yusuf Ziya Erdil, Eva HaviarovaAbstract:Tests were conducted to determine the effect of close-fitting shoulders on the Bending Moment Capacity of round mortise and tenon joints. Results indicate that close-fitting shoulders can substantially increase the strength of the joints and that useful estimates of the contribution of shoulders to the Bending Moment Capacity of round mortise and tenon joints may be obtained by means of the following expression: F s = 0.934 × 2w D 1.66 × F ns where Fs and Fns = Bending Moment capacities of joints with and without shoulders, respectively (in-lb); w = distance from the longitudinal axis of the tenon to the lower edge of the stretcher (in); and D = diameter of the tenon (in). Simple working relationships between shifts in neutral axis, which result from the use of shoulders, and Bending Moment Capacity were not found. Close fits can be obtained through the use of somewhat complex relationships, but these were not judged useful for practical design purposes. Performance tests of furniture constructed with round mortise and tenon joints indicate that when the shoulders on the tenons fit closely against the walls of the members in which the tenons are inserted, the shoulders considerably increase the Bending Moment capacities of the joints. Knowledge about this behavior is important not only in estimating the expected performance of existing furniture but also in designing durable furniture to meet severe end-use requirements. Overall, these performance tests tend to indicate that for square members, the increased Bending Moment Capacity of round mortise and tenon joints with shoulders is functionally related to the ratio of W/D where D is the diameter of the tenon and W is the width of the member in the plane of the Bending Moment (hereafter referred to as a “stretcher”). Presumably, these increases in strength are related to the shifting of the neutral axis of the tenon owing to loading of the shoulder along with a transition in the primary mode of loading of the
Mark A. Bradford - One of the best experts on this subject based on the ideXlab platform.
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Experimental study of steel-timber composite beam-to-column joints with extended end plates
Construction and Building Materials, 2019Co-Authors: Abdolreza Ataei, Mark A. Bradford, Hamid Valipour, Alireza A. ChiniforushAbstract:Abstract This study presents the results of laboratory push-down tests conducted on one pure steel and four steel-timber composite (STC) cruciform subassemblies to assess the failure characteristics, stiffness, flexural resistance and ductility of the extended end plate STC beam-to-column connections subjected to negative (hogging) Bending Moment. In the proposed composite system, the cross -laminated timber (CLT) panels were connected to the top flange of steel girders using coach screws and the steel beams were connected to the steel columns by bolted extended end plates. Moreover, the two juxtaposed CLT slabs (subject to tension) were connected by the mechanically anchored threaded rod and/or surface spline joints with steel plates. The experimental results showed that the extended end plate STC connection have enough rotation Capacity to provide for plastic analysis/design of the STC beams. Furthermore, it was shown that the composite action in conjunction with continuity of timber slab can increase the Bending Moment Capacity of the connection more than 50% of that for a pure steel connection.
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Steel–Timber Composite Beam-to-Column Connections with Shear Tab
Journal of Structural Engineering-asce, 2019Co-Authors: F. Nouri, Mark A. Bradford, Hamid ValipourAbstract:AbstractThis paper focuses on the structural behavior and negative Bending Moment Capacity of steel–timber composite (STC) beam-to-column connections with shear tabs. It is hypothesized that timber...
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Steel-timber composite beam-to-column joints: Effect of connections between timber slabs
Journal of Constructional Steel Research, 2018Co-Authors: N. Keipour, Hamid Valipour, Mark A. BradfordAbstract:Abstract Studies of steel-timber composite (STC) connections and STC beams under sagging Bending have been reported elsewhere in the literature using push-out and four-point Bending tests respectively. However, the structural behaviour of STC beam-to-column connections under hogging Bending Moments (with the prefabricated timber slabs in tension) have hitherto not been investigated. In particular, the connection between the two prefabricated timber slab panels (across the column) has a major influence on the structural performance of a STC beam-to-column connection and is the focus of the current study. Eight full-scale STC beam to steel column cruciform specimens with different connections (half lap, single and double surface spline with timber and/or steel plate) for the timber slabs were fabricated and tested under a monotonically increasing downwards displacement, and these are described in this paper. The Bending Moment Capacity, rotation Capacity, failure mode, stiffness and ductility of the STC connections are evaluated and discussed. The composite steel-timber system exhibits both appreciable ductility and rotation Capacity which fulfil the existing design requirements for semi-rigid composite connections in Eurocodes EC3 and EC4. Furthermore, the negative Bending Moment Capacity of STC connections is significantly higher than that of bare steel connections without a timber slab.
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Experimental study of steel-timber composite (STC) beam to steel column joints having a flush end-plate
Engineering Structures, 2018Co-Authors: N. Keipour, Hamid Valipour, Mark A. BradfordAbstract:Abstract In recent published works, the feasibility and composite action of steel-timber composite (STC) systems have been demonstrated through push-out tests on STC joints and Bending tests on STC beams subjected to sagging (positive) Bending Moment. However, the behaviour of STC beams subjected to negative Bending Moments, where the comparatively high tensile strength of the timber slab (compared to a concrete slab) can significantly increase the Bending Moment Capacity and stiffness of STC beam-to-column joints, remains unexplored. Accordingly, this paper investigates the negative Bending Moment Capacity, stiffness and the rotational Capacity of STC beam-to-column joints with flush end-plates. Six full-scale STC beam-to-column cruciform joints were fabricated and subjected to monotonically increasing static loading up to failure. The cross-laminated timber (CLT) slab width, the connection type between the CLT panels across the column (either steel plate or gluing) and degree of composite action between the CLT-slab and the steel beam were the main variables considered in the experimental program. It is shown that the composite action between the CLT-slabs and steel beam has a minor influence on the negative Bending Capacity and initial stiffness of the beam-to-column connection, but the type of CLT slab-to-CLT slab connection (spline with steel plate and/or glued butt joint) has a major influence on the structural behaviour of the STC beam-to-column connections.
