STUDY OF THE STRUCTURAL BEHAVIOUR OF THE CONNECTION BETWEEN MULLIONS AND TRANSOMS IN WOOD-GLASS FACADES
|
|
- Brianna Glenn
- 5 years ago
- Views:
Transcription
1 STUDY OF THE STRUCTURAL BEHAVIOUR OF THE CONNECTION BETWEEN MULLIONS AND TRANSOMS IN WOOD-GLASS FACADES Philip Steinhausen Department of Civil Engineering, IST, Technical University of Lisbon 1 Abstract Keywords: Beech, Connection, Facade, Glass, Glulam, Mortise, Mullion, Structure, Tenon, Timber, Transom, Wood This study analyses the structural behaviour of the connections between mullions and transoms in beech glulam wood-glass facades. The use of beech wood in construction can be a response to possible future bottlenecks in the supply of construction wood, which might result from the forest conversion. Another advantage is that it is stiffer and stronger than the usually used coniferous wood, in particular when having in mind the weight of modern three-layered glazing. State-of-the-art CNC milling machines further open up the possibility to link the wooden elements of such a facade through multiple mortise-and-tenon joints. Based on preliminary data, and an FE model, the author comes to the conclusion that beech wood can in fact be used for these purposes. It was proven that, when subjected to dead loads, the failure of these structures occurs perpendicularly to the fibre direction. Tests to determine the transverse tension and transverse bending strength of beech glulam revealed that, compared to spruce/fir glulam, the resistance of this still unconventional construction material is considerable. The results of the FE model confirm these findings, showing the stress peaks in the range of the transverse tension and transverse bending strengths of beech glulam. Further, a design concept consisting of two equations which can be used in future investigations, was formulated. 2 Introduction This study was conducted at the Karlsruhe Institute of Technology (KIT) with the objective of investigating the load bearing capacity of a beech glulam transom (see Figure 1) with multiple mortise-and-tenon connections (see Figure 2). The focus was on the strength of the transom to tensions perpendicular to the grain and the corresponding failure mechanisms that occur due to dead loads (glass loads and own weight), providing a basis for further investigations. The expanding use of three-layer glazing to improve the energy efficiency of buildings and the resulting increasing masses of the window panes intensify the risk of failure of the connections between mullions and transoms. This could make the material wood competitive in comparison to alternative construction materials like steel, even when having high impacts on the supporting structure. So far, connections as used in traditional carpentry are relatively rare in wood-glass facades. Multiple mortise-and-tenon joints themselves are not an innovation but in the last few decades it was more economical to use industrially produced connectors than to hire specialised manpower with the skills to build complex and precise shapes out of the wood. In the last years new technology became available, particularly Computerized Numerically Controlled (CNC) milling machines, which are designed for that task. 1
2 3 Contextualisation In recent decades, the importance given to the forest conversion in Europe has grown. Forest conversion consists in the regeneration of forests with site-adapted tree species, mostly in a semi-natural way because of economical reasons. Nowadays approximately 73% of German forests consist of mixed stands, according to the Federal Ministry of Food, Agriculture and Consumer Protection (2011b). The trends towards a sustainable and nature-oriented forest management led to a strategy of transforming the coniferous monocultures into more stable deciduous ecosystems (de Goede cit. in Nabuurs et al., 2003, p. 26). Moreover, it seems that the limits of sustainable use of coniferous wood are gradually being reached. In central Europe deciduous wood is clearly underutilised and the forest conversion, required due to the climate change, is well underway, increasing the stocks of non-coniferous trees. These facts result in an increasing amount of available deciduous wood and a decreasing production of coniferous wood. This way traditional markets are eliminated and it is therefore necessary and important to develop new products for and adapt existing products to this natural resource. In order to tap into the potential of non-coniferous wood, the timber, pulp and paper industries are called on to develop further innovative and resource-saving areas of use. (Federal Ministry of Food, Agriculture and Consumer Protection, 2011a, p. 13) Being the largest segment of deciduous wood in Germany it is especially interesting to investigate the potentials of beech wood. In this context, one field of use could be the construction industry. 4 State-of-the-art mullion-transom connections In general there are two different solutions for the connection between mullions and transoms: plugged connections (Figure 1a) and slide-in connections (Figure 1b). For plugged connection systems the first mullion is put into place and the corresponding transoms are plugged into the mullion. After that the next mullion is plugged onto the previously connected transoms and the next set of transoms is inserted, etc.. This makes the assembling process difficult. The company Schindler Fenster & Fassaden GmbH suggests a modular concept where all connections are plugged. In that case, each pre-fabricated module consists of two half mullions and the corresponding transoms. When mounted, the two half mullions that stand side by side are connected through the vertical profiles. Apart from being easy to set up, with this solution it would even be possible to screw through the mullions in to the grain side of the transoms to secure the transoms in the direction of their own axis. These screws would be invisible to the user. For slide-in connection systems all the mullions are mounted, and then the corresponding transoms are slid in orthogonally to the transom and mullion axis. This type of connection is convenient because the transoms do not require any additional, support during the assembly and can be slid into the already set up mullions. In addition, no extra securing means are required for loads parallel to the transom axis. However, special locking means are required for wind loads, resulting in relatively complex connector configurations. Most of the connections between mullions and transoms are made through connection elements like bolts, dowels or screws. In contrast to that, multiple mortise-and-tenon joints, which are plugged connections, can work without these connection elements. Only a safety element to prevent the tenons from being pulled out of the mortises could be necessary. 5 Preliminary tests Prior to this study, preliminary tests were conducted with mullion-transom structures made of beech glulam that were connected through mortises and tenons (see Figure 2) and secured in the direction of the transom axis with the aid of steel bolts. The average carried load was Q = 11, 04 kn with a deflection less than 4 mm for all tests. The failure of the multiple mortise-and-tenon joints occurred perpendicularly to the grain, more specifically in two regions: in front the first tenon (hereinafter called zone A) and at the lower edge of the slot that supports an aluminium profile (hereinafter called zone B). Figures 3a and 3b exemplify these types 2
3 (a) Walter Lang mullion-transom connection system (Z ). (b) RAICO mullion-transom connection system (Z ). Figure 1: Examples of plugged-in and slide-in connection systems. of failure. It seems that the failure in zone A occurred as a transverse bending failure that came from the torsional moment which was originated by the glass load. The failure in zone B was a transverse tension failure. Glass load Holes for steel bolts Screws Figure 2: Beech wood transom cross-section with multiple mortise-and-tenon connection and aluminium profile to support the glass panes. The results of the preliminary tests can be compared to tests that were made at the KIT with stateof-the-arts connection systems from different manufacturers (see Table 1). The comparison between the tests of the state-of-the-art connection systems and the multiple mortise-and-tenon joint can only be made within certain limitations because they were not obtained with the same test configurations. The beech glulam multiple mortise-and-tenon connection is stiffer than the other connection systems. It can also be seen that the beech glulam connections had a very high strength. 3
4 (a) Failure of specimen V1-2 in zone A. (b) Failure of specimen V1-1 in zone B. Figure 3: Failure pattern at the connection cross section of the tested transoms. Connection system Experimental strength (dead loads) Transom size Qav in δav in (h/b/l) in mm kn mm Walter Lang 50/260/845 6,85 6,96 Seufert-Niklaus 50/160/845 7,93 5,41 Knapp 50/180/500 8,78 5,54 RAICO 50/260/850 11,43 8,82 Hoffmann 50/150/850 3,32 5,12 Table 1: Experimental loads that were carried by different connection systems. 6 Tests Having in mind the results and specially the failure modes of the preliminary tests, two different types of tests were made with beech glulam: four point transverse bending tests (see Figure 4a), to determine the transverse bending strength and transverse tension tests (see Figure 4b), to determine the transverse tensile strength. The four point transverse bending tests were made based on the directives described in DIN EN 408 (2012), section 10 and 19 and the transverse tension tests were based on section 16 and 17 of the same standard. For the transverse tension tests the loads were applied with the aid of screws, instead of metal plates. The use of screws implies a stress peak in the region of the screw tip, making this point a predetermined breaking point. Some samples had to be glued together to get specimens with sufficient length for the tests. Those specimens often failed due to problems with the glue joint. This way, the tests series with those specimens are not further referred in this paper. Within the transverse bending test series V1 it was interesting to observe that the failure always occurred in layer 5, except for the last tested specimen (V1.9.2), which failed in layer 7. For all of these tests the failure occurred in radial direction, parallel to the medullary rays (see Figure 5), which is the weakest direction of wood. The results of test series V1, especially the tests with bsp hsp = mm2, show that within the same beam/transom, and even within the same layer, there is a great dispersion of the strength (from 6, 60 N/mm2 to 13, 59 N/mm2 ) due to the anisotropic structure of wood. Within the transverse tension tests, the failure often occurred in the region of the screw tip where the stress peak occurred (see Figure 6). This means that, in those cases, the measured strengths are lower than the ones that could have been obtained with an optimized test set-up without stress peaks. The pre-drilled holes of series V2 were not straight. This flaw had no visible negative impact on the strength of the specimens when compared to test series V3. In fact, when observed separately, the average strength of series V2 is higher: ft,90,v 2 = 7, 07 N/mm2, compared to ft,90,v 3main = 5, 67 N/mm2 for the main series of V3. 4
5 (a) Transverse bending. (b) Transverse tension. Figure 4: Transverse bending and tension test set-up. Figure 5: Failure of specimen V1.3. Figures 7a and 7b, show the force-deflection curves of one test of series V2 and V3, respectively. It can be observed that the effect of the not straight pre-drilled holes is a pronounced differential deflection of the front- and backside of the specimen. In fact it can be seen in Figure 7a that the backside (blue line) starts with negative deflections, which lead to compressions. The front side (red line) starts with pronounced tensions. This behaviour can be explained with the tendency of the screws to become straight, introducing a moment which causes tension on one side and compression on the other. Moreover, it can be seen in both Figures that the average force deflection curve is approximately linear and that the failure is sudden (brittle). This last observation was made in all other tests and stands for both tension, as well as bending tests. As explained before, the force-deflection curves were approximately linear for both the tension and bending tests. Figure 8a emphasizes this fact, showing the results for all the bending tests of series V1. This Figure also shows that, as can be expected, the slope varies with the cross-section dimensions (black lines: b sp = mm 2 ; red lines: b sp = mm 2 ;green lines: b sp = mm 2 ). Nevertheless, as can be seen on Figure 8b, the slope of the stress-strain curves is very similar, even with a high variation of the maximum strength. 5
6 Figure 6: Failure of specimen V2.2 due to the stress peak at the screw tip. (a) Force-deflection curve of test V2.3. (b) Force-deflection curve of test V3.1. Figure 7: Examples of force-deflection diagrams of test series V2 and V3. (a) Force-deflection curves of tests series V1. (b) Stress-strain curves of test series V1. Figure 8: Results from test series V1 displayed graphically. The specimens of test series V7 and V5 were made of five different beams of strength class GL40h. The following average results were obtained: Transverse tension test series V5: ft,90,av = 5, 92 N/mm2 Et,90,av = 1254, 25 N/mm2 Transverse bending test series V7: fm,90,av = 10, 84 N/mm2 Em,90,av = 1305, 29 N/mm2 These results can be compared to the values given in the general technical approval for beech Glulam (Z ): ft,90,k = 0.5 N/mm2 E90,mean = 690 N/mm2 E90,05 = 550 N/mm2 It can be seen that the average traverse tension strength is ten times higher than the one that is allowed according to the general technical approval. It is also worth a notice that even the lowest transverse 6
7 tension strength f t,90 = 2.20 N/mm 2, obtained for test V8.5 which had a considerable imperfection, is four times higher. The average modulus of elasticity that was measured in the tests is approximately twice as high as the one given in Z (2009). 7 Finite element model The model built for this investigation was a simulation of a transom with multiple tenons. It was a three-dimensional model because the focus was on a singularity, the connection, where the behaviour can not be simplified. The glass load was applied to a metal profile on two points, to simulate the effect of the two glass supports. The profile had a T -shaped cross-section and was supported by a continuous slot in the transom. The load was transmitted from the profile to the transom by screws and through contact, leading to a local compression. Since the interaction between profile and slot was similar to the behaviour of a notched beam, transverse tensions occurred. The screws through both flanges of the profile transmitted forces through shear/hole bearing and pulling out. To reduce the processing time of the simulation, the symmetry of the problem was taken into account. This way, considering the symmetry conditions, only half of the transom had to modelled. The fact that the transom to be studied was made of glulam was not explicitly taken into account in the model, neglecting that in general the glue joint should be more resistant than the wood. This was a conservative assumption. In the tests the transoms were supported on each side by tenons that were slid into mortises (the slide-in direction is parallel to the z-axis). In x and y direction the tenons were held by the mortises. As a simplification, the mullions, and consequently the mortises, were not modelled and their influence on the behaviour of the tenons was simplified by fixing two lines of each tenon in x and y direction. The model ignored the effect of the friction between mortises and tenons, putting no restrictions in z direction. To use the advantage of the symmetry of this model, only half of the transom (400 mm) was modelled and the nodes that were located on the plane of symmetry were fixed in z direction. In general, it is common practice to support glass panes only at two points/regions (glass supports), to have a defined static system. This was simulated by applying the force at a point located l a = 100 mm from the transom supports (tenons). The applied load for the main run was the average load that was obtained from the preliminary tests with beech glulam transoms was applied (Q = N). The resulting stresses of the FE modeling are shown in Figure 9a and Figure 9b. As can be seen the results are in the range of the results obtained from the transverse bending and tension tests: σ x,max = 11, 13 N/mm 2 can be compared to the obtained f m,90 = 10, 84 N/mm 2 and σ y,max = 13, 76 N/mm 2 to f t,90 = 5, 92 N/mm 2. The stresses in zone A and B (as defined in Figure 3) are the highest transverse tensions in x and y direction, as can be seen in Figures 9a and 9b respectively. This can be interpreted as a realistic result since it is confirmed by the failure modes of the preliminary tests. One reason for the difference in the values might a non-ideal element size and the fact that the the model is based on the linear elastic theory, which is not an ideal explanation for singularities. Another possibility is that the stressed volume of the tests is much higher than the one that would be admitted in practice. This way, and admitting that the size effect has to be taken into account for the occurred types of failure, the kn that were applied to the FE model would have occurred for higher localized stress peaks. A third possibility could be that the average maximum load of the preliminary tests happened after a partial failure of the transom. This would mean that the initial failure would have happened for lower loads and that the stresses that this lower load would cause in the FE model would be lower too. 8 Design concept According to the preliminary tests and the main run of the FE model, zones A and B seem to be the ones that limit the strength of the whole transom. With the objective of formulating a design concept that enables the prediction of the stresses in zones A and B, the FE model was run to show the variation of the stresses when varying three parameters: the applied load (Q), the distance of the load application point to the support (l a ) and the slot depth (b n ). The following expressions were deduced: 7
8 (a) Stresses in x direction (σ x) in the connection cross-section. (b) Stresses in y direction (σ y) in the connection cross-section. Figure 9: Stress distributions in the connection cross-section. Zone A (Transverse bending) σ m,90 = 25 Q (2 b st + b t b n ) 8 h 2 k A (1) Zone B (Transverse tension) σ t,90 = Q l a k B (2) In those expressions k A = 1/(d z ) and k B = 1/(d x c z ). To adapt the calculated values to the ones obtained in the modelling, values of k A = 0, 012 mm -1 and k B = 0, 15 mm -1 were chosen. The following graphs (Figures 10a, 10b and 10c) show the results of the different runs that were made with the FE model. In the graphs σ max are the maximum stresses at zone A or B obtained from the FE model and σ calc are the stresses obtained through Equations 1 and 2. In the graphs of Figure 10, the solid lines show the stresses that were obtained from the FE model while the dashed lines show the stresses that the previously deduced expressions predict for k A = 0, 012 and k B = 0, 15. The blue lines refer to zone A and the red lines refer to zone B. It is noted that when l a = 25 mm, the maximum σ x occurs in zone B instead of zone A. Also, the the maximum σ y occures in zone C (below the first tenon) for l a = 150 mm and l a = 175 mm. For l a = 200 mm the the maximum σ y occurs again at the inner edge of the slot but in z direction it occurs at the load application point. It is mentioned that when b n = 10 mm, the maximum σ x occurs in zone B instead of zone A. This leads to the conclusion that the slot should not be to deep. It also has to be mentioned that the obtained expressions only apply to the given geometry and the range of the variations. The values that were given to k A and k B would result in d z 83, 33 mm and d z c z 6, 67 mm. It could be that these values occur due to other geometrical factors that were not taken into account. 8
9 (a) Variation of the stresses in zones A and B when varying Q. (b) Variation of the stresses in zones A and B when varying l a. Figure 10: Variation of the stresses in zones A and B. (c) Variation of the stresses in zones A and B when varying b n. 9 Discussion of the research results It was shown that beech wood is a material that could avoid bottlenecks in the supply of construction wood, which might result from the forest conversion. In fact, beech wood could even open new markets for wood since it is stronger and stiffer than the usually used coniferous wood. In this context it could be a solution for the challenge that the increasing use of three layered glazing posed to the design of wood-glass facades. The availability of CNC milling machines opens up the possibility to establish the connection between mullions and transoms through multiple mortise-and-tenon joints instead of relying on other more or less complex specifically designed connection means. If the milling process is relatively economical, a decrease of the global cost of the structure can be possible due to the reduction, or even elimination, of additional connection means. The results of tests that were made prior to this study show that the use of beech glulam mullion-transom structures with multiple mortise-and-tenon joints can be an alternative to state of the art wood-glass facades. These tests also reveal that, when subjected to dead loads, the failure of these structures occurs due to tension stresses that occur perpendicularly to the fibre direction (transverse tension stresses). With those results in mind there were made test to determine the transverse tension and transverse bending strength of beech glulam. The results revealed that, compared to spruce/fir glulam, considerable transverse tension and transverse bending loads can be carried by beech glulam. In fact, the transverse tension and transverse bending strengths of spruce/fir are often ignored for safety reasons. It seems that this would not be necessary for beech, especially when used in wood-glass facades, due to the high visual requirements that reduce the presence of imperfections (cracks, knotholes, etc.). The FE model showed that there were stress peaks at the zones that failed in the preliminary tests. It could also be seen that the stress peaks were in the range of the transverse tension and transverse bending strengths that were obtained in the preliminary tests. The difference in the values could be explained by a non-ideal size of the finite elements and the fact that the FE model is based on the linear elastic theory. 9
10 Another reason could be the size effect associated to the problem of the need to determine the stressed volume in the affected singularities. It was observed that the variation of different parameters caused variations of the stresses at the two prior identified failure zones. These variations had clear tendencies that helped with the formulation a design concept for the connection. The design concept consists of two equations (Equation 1 and 2) that were deduced through the equilibrium of the forces in the transom. However, for each of the equations a constant had to be defined to adapt the calculated values to the ones obtained from the FE model. The values that were admitted for the constants might be explained by geometrical parameters that were not taken into account in this study. Another approach to the problem through fracture mechanics would result in similar expressions to the ones obtained but in an improved explanation for the admitted values since it gives a better explanation for the fracture behaviour. Nevertheless the equations serve to estimate the stresses at zones A and B for the given geometry and the range of the variations. In further studies, the effects of the wind loads on the transom should be studied. With those results it would be interesting to study the configuration and distribution of the tenons in the connection section to optimize the resistance to the different acting loads. For an extended practical use of beech wood in the construction industry it would be necessary to amplify the number of transverse tension and bending tests to obtain more representative values. These tests could also serve to give a more precise look at the variation of the strength for varying stressed volumes (size effect). Since the failure occurs due to transverse tension and wood is weakest perpendicular to the fibres, one can think about a means to reinforce that direction, in particular in the zones where the stress peaks occur. One option could be the use of longer screws to secure the aluminium profiles. If those screws would be nearly as long as the transom is wide, and had an unthreaded shank, the axial forces in the screws would be transmitted to the less stressed part of the transom. The treadles shank would allow the profile and the front part of the transom to be pulled against the back side of the beam, resulting in compression of the front side. This way the front part could be considered as being pre-stressed. This would have to be done for both the top and bottom screws to prevent possible errors during the assembling process. Thus it would also be necessary to pay attention to the peak compression at the bottom of the transom. 10 References 10.1 Bibliography Federal Ministry of Food, Agriculture and Consumer Protection (Nov. 2011a). Forest Strategy Sustainable Forest Management: An Opportunity and a Challenge for Society. Governmental Report. Bonn (Germany): Federal Republic of Germany. Federal Ministry of Food, Agriculture and Consumer Protection (Mar. 2011b). German Forests. Nature and Economic Factor. Governmental Report. Berlin (Germany): Federal Republic of Germany. Nabuurs, G. J., M. J. Schelhaas, A. Ouwehand, A. Pussinen, J. van Brusselen, E. Pesonen, and A. Schuck (2003). Future wood supply from European forests. Implications for the pulp and paper industry Cited Standards and General Technical Approvals DIN EN 408 (2012). Norm DIN EN 408. Timber structures Structural timber and glued laminated timber Determination of some physical and mechanical properties. Brussels, Belgium: Comité Européen de Normalisation (CEN). Z (May 2011). Allgemeine bauaufsichtliche Zulassung Z RAICO Pfosten-Riegel-Verbinder für Holzfassaden. Berlin (Germany): Deutsches Institut für Bautechnik. Z (Oct. 2009). Allgemeine bauaufsichtliche Zulassung Z BS-Holz aus Buche und BS-Holz Buche-Hybridträger. Berlin (Germany): Deutsches Institut für Bautechnik. Z (Nov. 2008). Allgemeine bauaufsichtliche Zulassung Z Lang Posten-Riegel-Verbindungen Holz-Glass-Fassaden. Berlin (Germany): Deutsches Institut für Bautechnik. 10
Moment-Resisting Connections In Laminated Veneer Lumber (LVL) Frames
Moment-Resisting Connections In Laminated Veneer Lumber (LVL) Frames Andy van Houtte Product Engineer-LVL Nelson Pine Industries Nelson, NZ Andy Buchanan Professor of Civil Engineering Peter Moss Associate
More informationHanger bolts and solar fasteners in sandwich panels
Hanger bolts and solar fasteners in sandwich panels Helmut Krüger 1, Thomas Ummenhofer 2, Daniel C. Ruff 3 Abstract For the energetic use of sunlit roofs, photovoltaic and solar thermal elements are mounted
More informationGlued laminated timber beams repair.
Glued laminated timber beams repair. Master s Degree Extended Abstract Ricardo Cardoso Henriques da Silva Keywords: glulam, delamination, self-tapping screw, plywood, repair November 2014 1. INTRODUCTION
More informationMechanical behavior of fiberglass reinforced timber joints
Mechanical behavior of fiberglass reinforced timber joints Chen, Chi-Jen 1 ABSTRACT The objective of this research is to investigate the mechanical performance of dowel-type timber joints reinforced by
More informationEFFECTS OF GEOMETRY ON MECHANICAL BEHAVIOR OF DOVETAIL CONNECTION
EFFECTS OF GEOMETRY ON MECHANICAL BEHAVIOR OF DOVETAIL CONNECTION Gi Young Jeong 1, Moon-Jae Park 2, KweonHwan Hwang 3, Joo-Saeng Park 2 ABSTRACT: The goal of this study is to analyze the effects of geometric
More informationThe Behaviour Of Round Timber Sections Notched Over The Support On The Tension Face. Justin Dewey
The Behaviour Of Round Timber Sections Notched Over The Support On The Tension Face Justin Dewey Need for research In Queensland there are approximately 400 timber bridges still in use. Very little research
More informationSCREWS WITH CONTINUOUS THREADS IN TIMBER CONNECTIONS
SCREWS WITH CONTINUOUS THREADS IN TIMBER CONNECTIONS Prof. Dr.-Ing. H. J. Blaß, Dipl.-Ing. I. Bejtka Universität Karlsruhe (TH), Germany Abstract Screws, bolts and dowels loaded perpendicular to the fastener
More informationCombined stress analysis of mitered spline furniture joints under diagonal loading
Proceedings of the XXVI th International Conference Research for Furniture Industry Combined stress analysis of mitered spline furniture joints under diagonal loading Mosayeb Dalvand, Mohammad Derikvand,
More informationSTRUCTURAL TIMBER DESIGN
STRUCTURAL TIMBER DESIGN to Eurocode 5 2nd Edition Jack Porteous BSc, MSc, DIC, PhD, CEng, MIStructE, FICE Director lack Porteous Consultancy and Abdy Kernlani BSc, MSc, PhD, CEng, FIStructE, FIWSc Professor
More informationPRO LIGNO Vol. 11 N pp
FINITE ELEMENT SIMULATION OF NAILED GLULAM TIMBER JOINTS Mats EKEVAD Luleå University of Technology Division of Wood Science and Engineering SE-931 87 Skellefteå, Sweden Tel: +46 910 585377; E-mail: mats.ekevad@ltu.se
More informationPrediction of Reinforcement Effect by Screw on Triangular Embedment Perpendicular to the Grain with Variation of Screw Locations
Open Journal of Civil Engineering,,, 67-73 http://dx.doi.org/.436/ojce..3 Published Online September (http://www.scirp.org/journal/ojce) of Reinforcement Effect by Screw on Triangular Embedment Perpendicular
More informationLawrence A. Soltis, M. and Robert J. Ross, M. 1
REPAIR OF WHITE OAK GLUED-LAMINATED BEAMS Lawrence A. Soltis, M. and Robert J. Ross, M. 1 Abstract Connections between steel side plates and white oak glued-laminated beams subjected to tension perpendicular-to-grain
More informationBauBuche Fasteners and connections
BauBuche Fasteners and connections Beech laminated veneer lumber Chapter under revision 05 BauBuche Fasteners and connections 05 04-18 - EN Sheet 1 / 10 Fasteners and connections Sheet CONTENTS 2 3 4 9
More informationVerbindungselemente Engel GmbH Weltestraße Weingarten DEUTSCHLAND. Manufacturing plant 74437, , ,
European Technical Assessment ETA-13/0536 of 20 February 2018 - Original version in German language General Part Technical Assessment Body issuing the European Technical Assessment: Trade name of the construction
More informationEngineering Research into Traditional Timber Joints
Engineering Research into Traditional Timber Joints Richard Harris, Wen- Shao Chang, Peter Walker (BRE CICM, The University of Bath) and Jon Shanks (CSAW Research Fellow, School of Architecture & Design,
More informationAMTS STANDARD WORKSHOP PRACTICE. Bond Design
AMTS STANDARD WORKSHOP PRACTICE Reference Number: AMTS_SWP_0027_2008 Date: December 2008 Version: A 1 Contents 1 Technical Terms...3 2 Scope...3 3 Primary References...3 4 Basic...3 4.1 Typical joint types...4
More informationZ January 2017
Certified True Translation 11 January 2017 I 36-1.14.4-100/16 Z-14.4-776 11 January 2017 30 September 2021 SFS intec GmbH In den Schwarzwiesen 2 61440 Oberursel, Germany Zulassungsnummer = Approval Number
More informationLoad carrying capacity of dowelled connections
Load carrying capacity of dowelled connections H.J. Blass, Karlsruhe Institute of Technology F. Colling, Augsburg University of Applied Sciences Keywords: Dowel, yield moment, connection 1 Introduction
More informationConnection and performance of two-way CLT plates
Connection and performance of two-way CLT plates by Chao (Tom) Zhang George Lee Dr. Frank Lam Prepared for Forestry Innovation Investment 1130 W Pender St, Vancouver BC V6E 4A4 Timber Engineering and Applied
More informationDowel-type fasteners. Timber Connections. Academic resources. Introduction. Deferent types of dowel-type fasteners. Version 1
Academic resources Timber Connections Dowel-type fasteners Version 1 This unit covers the following topics: Deferent types of dowel-type fasteners Introduction There are four criteria designers should
More informationBolts and Set Screws Are they interchangeable?
1903191HA Bolts and Set Screws Are they interchangeable? Prof. Saman Fernando Centre for Sustainable Infrastructure SUT Introduction: This technical note discusses the definitions, standards and variations
More informationMoment resistance of bolted timber connections with perpendicular to grain reinforcements
Moment resistance of bolted timber connections with perpendicular to grain reinforcements Frank LAM Ph.D. P.Eng., Professor The University of British Columbia Vancouver, BC, Canada Michael SchulteWREDE
More informationPull-compression tests on glued-in metric thread rods parallel to grain in different timber species and laminated veneer lumber
COST FP1004 15-17 April 2015 Lisbon, Portugal Pull-compression tests on glued-in metric thread rods parallel to grain in different timber species and laminated veneer lumber Frank Hunger 1, Mislav Stepinac
More informationTension Perpendicular to Grain Strength of Wood, Laminated Veneer Lumber (LVL), and Cross-Banded LVL (LVL-C)
Tension Perpendicular to Grain Strength of Wood, Laminated Veneer Lumber (LVL), and Cross-Banded LVL (LVL-C) M. Ardalany PhD candidate, Department of Civil and Natural Resources Engineering, University
More informationNON-LINEAR CONNECTION MODELS IN TIMBER ENGINEERING
NON-LINEAR CONNECTION MODELS IN TIMBER ENGINEERING Michael Dorn 1, Thomas K. Bader 2 ABSTRACT: In this contribution, a numerical model for connections in engineered timber structures, using specially designed
More informationLOAD CARRYING CAPACITY OF METAL DOWEL TYPE CONNECTIONS OF TIMBER STRUCTURES
Vol. 10, Issue /014, 51-60 DOI: 10.478/cee-014-0011 LOAD CARRYING CAPACITY OF METAL DOWEL TYPE CONNECTIONS OF TIMBER STRUCTURES Jozef GOCÁL 1,* 1 Department of Structures and Bridges, Faculty of Civil
More informationCINEMATIC VISUALIZATION OF FAILURE MECHANISMS IN TIMBER STRUCTURES
CINEMATIC VISUALIZATION OF FAILURE MECHANISMS IN TIMBER STRUCTURES Philipp Dietsch 1, Simon Schmid 2, Michael Merk 3, Stefan Winter 4 ABSTRACT: The objective of the project presented was to visualize typical
More informationHours / 100 Marks Seat No.
17610 15116 4 Hours / 100 Seat No. Instructions (1) All Questions are Compulsory. (2) Answer each next main Question on a new page. (3) Illustrate your answers with neat sketches wherever necessary. (4)
More informationDowel type joints Influence of moisture changes and dowel surface smoothness. Erik Serrano and Johan Sjödin, Växjö University, Sweden
Dowel type joints Influence of moisture changes and dowel surface smoothness Erik Serrano and Johan Sjödin, Växjö University, Sweden Background and introduction With the increased use of glulam in large-span
More informationSIMPLIFIED DESIGN PROCEDURE FOR GLUED-LAMINATED BRIDGE DECKS
ABSTRACT Procedures have recently been developed for the design of glued-laminated bridge decks and for steel dowel connectors. However, since most bridges are designed in accordance with the Specifications
More information1/2/2016. Lecture Slides. Screws, Fasteners, and the Design of Nonpermanent Joints. Reasons for Non-permanent Fasteners
Lecture Slides Screws, Fasteners, and the Design of Nonpermanent Joints Reasons for Non-permanent Fasteners Field assembly Disassembly Maintenance Adjustment 1 Introduction There are two distinct uses
More informationAn Investigation of Optimal Pitch Selection to Reduce Self-Loosening of Threaded Fastener under Transverse Loading
IJSTE - International Journal of Science Technology & Engineering Volume 3 Issue 01 July 2016 ISSN (online): 2349-784X An Investigation of Optimal Pitch Selection to Reduce Self-Loosening of Threaded Fastener
More informationTensile strength of ASSY plus VG screws wood-wood (softwood)
Tensile strength of ASSY plus VG screws wood-wood (softwood) STRENGTHENS THE WOOD - INSTEAD OF SPLITTING IT 23.05.2017 Table of contents for tensile strength Determining the tensile strength - Table values
More informationTHE GATE COACHAll Rights Reserved 28, Jia Sarai N.Delhi ,-9998
1 P a g e 1 DESIGN AGAINST STATIC AND FLUCTUATING LOADS 2 SHAFT, KEYS AND COUPLINGS CONTENTS Introduction 6 Factor of safety 6 Stress concentration 7 Stress concentration factors 8 Reduction of stress
More informationNUMERICAL ANALYSIS OF SCREW ANCHOR FOR CONCRETE
VIII International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-8 J.G.M. Van Mier, G. Ruiz, C. Andrade, R.C. Yu and X.X. Zhang (Eds) NUMERICAL ANALYSIS OF SCREW ANCHOR FOR
More informationInvestigations on the Effectiveness of Self-tapping Screws in Reinforcing Bolted Timber Connections
Investigations on the Effectiveness of Self-tapping Screws in Reinforcing Bolted Timber Connections Mohammad Mohammad Group Leader, Building Systems Forintek Canada Corp, Eastern Division Quebec, Canada
More informationIngenious hardwood. Ingenious hardwood. Order our BauBuche sample box free of charge. 1
1 www.pollmeier.com +49 (0)36926 945-163 baubuche@pollmeier.com www.pollmeier.com Order our BauBuche sample box free of charge. Pollmeier Massivholz GmbH & Co.KG Pferdsdorfer Weg 6 99831 Creuzburg Errors
More informationSIMULATION AND EXPERIMENTAL WORK OF SINGLE LAP BOLTED JOINT TESTED IN BENDING
SIMULATION AND EXPERIMENTAL WORK OF SINGLE LAP BOLTED JOINT TESTED IN BENDING Aidy Ali *, Ting Wei Yao, Nuraini Abdul Aziz, Muhammad Yunin Hassan and Barkawi Sahari Received: Jun 13, 2007; Revised: Nov
More informationJoint analysis in wood trusses
Joint analysis in wood trusses Traditional carpentry joints Samuel Soares Instituto Superior Técnico, Universidade de Lisboa 1. Introduction This study consists in analyzing two traditional joints of roof
More informationStress Analysis of T-Flange Bolted Joint with a Simplified Spring and Beam Model
Ann. Rep. Fac. Educ., Iwate Univ., Vol.51 No.2 (Feb.1992) 65 `73 Stress Analysis of T-Flange Bolted Joint with a Simplified Spring and Beam Model Minoru TANAKA*, Takashi SASAKI**, Satoru HOSHINO***, and
More informationButt Two pieces of wood meeting with flat sides adjoining usually at right angles. Some type of connector is needed to prevent movement.
Wood Connections There are basically five different types of connectors: Interlocking (carpentry joints), Dowel, Metal Connectors, Special Formed Connectors and Adhesives. I Interlocking (Carpentry Joints)
More informationADDENDUM (February 2014) 2012 NDS Changes John Buddy Showalter, P.E., Bradford K. Douglas, P.E., Philip Line, P.E., and Peter Mazikins, P.Eng.
ADDENDUM (February 2014) 2012 NDS Changes John Buddy Showalter, P.E., Bradford K. Douglas, P.E., Philip Line, P.E., and Peter Mazikins, P.Eng. 1) Add to section on Dowel-type Fasteners as follows: Section
More informationDowel connections in laminated strand lumber
Dowel connections in laminated strand lumber Cranswick, Chad J. 1, M c Gregor, Stuart I. 2 ABSTRACT Laminated strand lumber (LSL) is a relatively new structural composite lumber. As such, very limited
More informationKeywords: Bracing bracket connection, local deformation, selective pallet racks, shear stiffness, spine bracings.
Send Orders for Reprints to reprints@benthamscience.ae The Open Construction and Building Technology Journal, 2015, 9, 1-6 1 Open Access Investigation of Shear Stiffness of Spine Bracing Systems in Selective
More informationCOST Action FP1402. Basis of Structural Timber Design - from research to standards. Short Term Scientific Mission (STSM) Report
COST Action FP1402 Basis of Structural Timber Design - from research to standards Short Term Scientific Mission (STSM) Report Strength Properties of CLT by Tension Perpendicular to Grain COST-STSM-FP1402-101016-080077
More informationLoad-carrying capacity of timber frame diaphragms with unidirectional support
Load-carrying capacity of timber frame diaphragms with unidirectional support Jørgen Munch-Andersen, Danish Timber Information, 2012-06-26 Introduction The rules for determining the load-carrying capacity
More informationM. Bücker*, M. Magin. Institute for Composite Materials, Erwin-Schrödinger-Straße 58, Kaiserslautern, Germany
TESTING OF THE STRENGTH OF AN ALTERNATIVE MANUFACTURING METHOD FOR BOLTED JOINTS USED IN A GFRP-ROTOR OF AN AXIAL-FLUX ELEKTRIC MOTOR FOR SERIAL PRODUCTION IN AUTOMOTIVE M. Bücker*, M. Magin Institute
More informationGlulam Connection Details
T E C H N I C A L N O T E Glulam Connection Details Note: This version is superseded by a more current edition. Check the current edition for updated design and application recommendations. ENGINEERED
More informationImproved Arcan Shear Test For Wood
Improved Arcan Shear Test For Wood Jen Y. Liu, Robert J. Ross, and Douglas R. Rammer USDA Forest Service, Forest Products Laboratory, 1 Madison, WI, USA Abstract A new shear test fixture design that uses
More informationA Shell construction
A Shell construction A 4/2012 Content 1 BASE AND WALL ANCHORING 1.1 Base with mortar bed 1.2 Base with sill plate 1.3 Base with raised sill plate 1.4 Concrete base (mortar bed) 1.5 Concrete base (sill
More informationSimplified analysis of timber rivet connections
Simplified analysis of timber rivet connections Stahl, Douglas C., 1 Begel, Marshall, 2 and Wolfe, Ronald W. 3 ABSTRACT Timber rivets, fasteners for glulam and heavy timber construction, have been used
More informationTENSION STRENGTH OF FURNITURE MIDDLE JOINTS CONSTRUCTED WITH BISCUITS
TENSION STRENGTH OF FURNITURE MIDDLE JOINTS CONSTRUCTED WITH BISCUITS Vassilios Vassiliou and Ioannis Barboutis Aristotle University of Thessaloniki, School of Forestry and Natural Environment, Department
More informationEVALUATING ROLLING SHEAR STRENGTH PROPERTIES OF CROSS LAMINATED TIMBER BY TORSIONAL SHEAR TESTS AND BENDING TESTS
EVALUATING ROLLING SHEAR STRENGTH PROPERTIES OF CROSS LAMINATED TIMBER BY TORSIONAL SHEAR TESTS AND BENDING TESTS Minghao Li 1, Frank Lam 2, and Yuan Li 3 ABSTRACT: This paper presents a study on evaluating
More informationA STUDY ON PATTERN DAMAGE OF FINGER JOINTS IN BAMBOO LAMINATED BEAMS
A STUDY ON PATTERN DAMAGE OF FINGER JOINTS IN BAMBOO LAMINATED BEAMS Agus Rivani * * Abstract The aim of this study was to know the pattern damage of finger joints in bamboo laminated beams. The dimension
More informationExpressed Hardwood Structures
Expressed Hardwood Structures Introduction This guide provides ideas and design information to assist in the development of expressed native timber structures in buildings. Basic information on how to
More informationStrength Grading of Hardwoods
Strength Grading of Hardwoods Katja FRÜHWALD R&D Assistant UIZ Judenburg c/o. Graz University of Technology Inffeldgasse 24 A-8010 Graz, Austria katja.fruehwald@lignum. tugraz.at 1999 Diploma Degree in
More informationKorean standards of visual grading and establishing allowable properties of softwood structural lumber
Korean standards of visual grading and establishing allowable properties of softwood structural lumber Park, Moon-Jae 1, Shim, Kug-Bo 1 ABSTRACT Korean standards related to wood products such as "Sizes
More informationChanges in the 2001 NDS for Wood Construction
Changes in the 2001 NDS for Wood Construction Philip Line, P.E.; Dr. Robert Taylor, P.Eng.; John Buddy Showalter, P.E.; Bradford K. Douglas, P.E. Introduction The 2001 Edition of the National Design Specification
More informationEFFECT OF HOLE CLEARANCE ON BOLT LOADS IN PULTRUDED GRP TENSION JOINTS
16 TH INTERNATIONAL CONFERENCE ON COMPOSITE MATERIALS EFFECT OF HOLE CLEARANCE ON BOLT LOADS IN PULTRUDED GRP TENSION JOINTS Geoffrey J Turvey*, Pu Wang** *Lancaster University, **Schlumberger Keywords:
More informationComponents made of special materials. Floor Elements for Profile St Profile KH. Fastening Elements for Profile KH
Profile Fastening Elements for Profile Floor Elements for Profile Profile KH Fastening Elements for Profile KH Components made of special materials Products in this section Profile 8 x eel profile that
More informationEFFECT OF YARN CROSS-SECTIONAL SHAPES AND CRIMP ON THE MECHANICAL PROPERTIES OF 3D WOVEN COMPOSITES
EFFECT OF YARN CROSS-SECTIONAL SHAPES AND CRIMP ON THE MECHANICAL PROPERTIES OF 3D WOVEN COMPOSITES S. Kari, M. Kumar, I.A. Jones, N.A. Warrior and A.C. Long Division of Materials, Mechanics & Structures,
More informationThe predictive model for strength of inclined screws as shear connection in timber-concrete composite floor
The predictive model for strength of inclined screws as shear connection in timber-concrete composite floor F. Moshiri, C. Gerber, H.R. Valipour, R. Shrestha & K.I. Crews Centre for built infrastructure,
More informationExperimental Evaluation of Metal Composite Multi Bolt Radial Joint on Laminate Level, under uni Axial Tensile Loading
RESEARCH ARTICLE OPEN ACCESS Experimental Evaluation of Metal Composite Multi Bolt Radial Joint on Laminate Level, under uni Axial Tensile Loading C Sharada Prabhakar *, P Rameshbabu** *Scientist, Advanced
More informationQuality control of glulam: Improved method for shear testing of glue lines
Quality control of glulam: Improved method for shear testing of glue lines R. Steiger 1 & E. Gehri 2 Abstract Among other tests, shear tests of glue lines are required in the course of quality control
More informationPlease do not open this exam until you are told to do so.
Seat # Name a General examination rules: 1) Do not put your completed work anywhere that it can be seen. If any part of your work can be seen by others it will be confiscated and you will not be permitted
More informationExperimental and numerical study of nailed laminated timber elements for in plane and transverse loading
Experimental and numerical study of nailed laminated timber elements for in plane and transverse loading Haller, Peer 1 SUMMARY Nailed laminated timber elements are used in housing construction for floor,
More informationComparison of behaviour of laterally loaded round and squared timber bolted joints
Focussed on Modelling in Mechanics Comparison of behaviour of laterally loaded round and squared timber bolted joints Antonín Lokaj, Kristýna Klajmonová VŠB echnical University of Ostrava, Faculty of Civil
More information1. Enumerate the most commonly used engineering materials and state some important properties and their engineering applications.
Code No: R05310305 Set No. 1 III B.Tech I Semester Regular Examinations, November 2008 DESIGN OF MACHINE MEMBERS-I ( Common to Mechanical Engineering and Production Engineering) Time: 3 hours Max Marks:
More informationEnglish translation authorized by DIBt Original version in German language
Date: Reference: 12/02/2014 I 36-1.14.4-104/13 English translation authorized by DIBt Original version in German language Approval number: Validity Z-14.4-407 from: 1 February 2014 Applicant: IFBS Europark
More informationDEUTSCHE NORM DIN EN ISO 10447
DEUTSCHE NORM DIN EN ISO 10447 September 2007 D ICS 25.160.40 Supersedes DIN ISO 10447:1994-11 Resistance welding Peel and chisel testing of resistance spot and projection welds (ISO 10447:2006) English
More informationAmerican Institute of Timber Construction 7012 South Revere Parkway Suite 140 Centennial, CO Phone: 303/ Fax: 303/
American Institute of Timber Construction 7012 South Revere Parkway Suite 140 Centennial, CO 80112 Phone: 303/792-9559 Fax: 303/792-0669 404.1. SCOPE STANDARD FOR RADIALLY REINFORCING CURVED GLUED LAMINATED
More informationGlulam Curved Members. Glulam Design. General Glulam Design. General Glulam Beams are Designed in the SAME Manner as Solid Sawn Beams
Glulam Curved Members Glulam Design General Glulam Beams are Designed in the SAME Manner as Solid Sawn Beams There is an Additional Adjustment Factor, C v, the Volume Factor C v and C L (Lateral Stability
More informationRafter Purlins D7+ FRILO Software GmbH As of 16/01/2019
Rafter Purlins D7+ FRILO Software GmbH www.frilo.com info@frilo.com As of 16/01/2019 Rafter Purlins - D7+ Contents Application options 3 Basis of calculation 5 Definition of the structural system 6 Basic
More informationEuropean Technical Assessment ETA-17/1005 of
ETA-Danmark A/S Göteborg Plads 1 DK-2150 Nordhavn Tel. +45 72 24 59 00 Fax +45 72 24 59 04 Internet www.etadanmark.dk Authorised and notified according to Article 29 of the Regulation (EU) No 305/2011
More informationShear Capacity of Dowelled Mortise and Tenon in Tropical Timber
IOP Conference Series: Materials Science and Engineering Shear Capacity of Dowelled Mortise and Tenon in Tropical Timber To cite this article: Rohana Hassan et al 2011 IOP Conf. Ser.: Mater. Sci. Eng.
More informationAN IMPROVED SHEAR TEST FIXTURE USING THE IOSIPESCU SPECIMEN
AMD-VOl. 231/MD-VOl. 85 Mechanics of Cellulosic Materials 1999 ASME 1999 ABSTRACT AN IMPROVED SHEAR TEST FIXTURE USING THE IOSIPESCU SPECIMEN Jen Y. Liu, Dwight D. Flach, Robert J. Ross, and Gary J. Lichtenberg
More informationEuropean Technical Assessment ETA-04/0038 English translation prepared by DIBt. Page 2 of July 2016
European Technical Assessment ETA-04/0038 Page 2 of 15 29 July 2016 The European Technical Assessment is issued by the Technical Assessment Body in its official language. Translations of this European
More informationStructural Strength of Lapped Cold-Formed Steel Z-Shaped Purlin Connections with Vertical Slotted Holes
Missouri University of Science and Technology Scholars' Mine International Specialty Conference on Cold- Formed Steel Structures (2014) - 22nd International Specialty Conference on Cold-Formed Steel Structures
More informationPrying of a Large Span Base Plate Undergoing a Moment Load Applied by a Round Pier
Prying of a Large Span Base Plate Undergoing a Moment Load Applied by a Round Pier by Anastasia Wickeler A thesis submitted in conformity with the requirements for the degree of Masters of Applied Science
More informationConnection and Tension Member Design
Connection and Tension Member Design Notation: A = area (net = with holes, bearing = in contact, etc...) Ae = effective net area found from the product of the net area An by the shear lag factor U Ab =
More informationBolt Material Types and Grades 1- Bolts made of carbon steel and alloy steel: 4.6, 4.8, 5.6, 5.8, 6.8, 8.8, 10.9 Nuts made of carbon steel and alloy
Bolt Material Types and Grades 1- Bolts made of carbon steel and alloy steel: 4.6, 4.8, 5.6, 5.8, 6.8, 8.8, 10.9 Nuts made of carbon steel and alloy steel: 4, 5, 6, 8, 10, 12 2- Bolts made of stainless
More informationHO12 - Timber Construction Details. FRILO Software GmbH As of 13/12/2017
HO12 - Timber Construction Details FRILO Software GmbH www.frilo.com info@frilo.eu As of 13/12/2017 HO12 HO12 Timber Construction Details Note: This document describes the Eurocode-specific application.
More informationDESIGN EQUATION FOR MULTIPLE- FASTENER WOOD CONNECTIONS
DESIGN EQUATION FOR MULTIPLE- FASTENER WOOD CONNECTIONS By John J. Zahn, 1 Member, ASCE ABSTRACT: A compared design equation is presented for the design of multiple fastener connections of wood members.
More informationEuropean Technical Assessment. ETA-16/0902 of 17 March English translation prepared by DIBt - Original version in German language.
European Technical Assessment ETA-16/0902 of 17 March 2017 - Original version in German language General Part Technical Assessment Body issuing the European Technical Assessment: Trade name of the construction
More informationAnti-check bolts as means of repair for damaged split ring connections
Anti-check bolts as means of repair for damaged split ring connections Quenneville, J.H.P. 1 and Mohammad, M. 2 ABSTRACT There are numerous large span timber hangars dating back to the Second World War.
More informationDouble Shear Testing of Bolts
University of Wollongong Research Online Coal Operators' Conference Faculty of Engineering and Information Sciences 23 Double Shear Testing of Bolts N. Aziz University of Wollongong, naj@uow.edu.au D.
More informationDESIGN OPTIMISATION OF 3D WOVEN T-JOINT REINFORCEMENTS
st International Conference on Composite Materials Xi an, 0- th August 07 DESIGN OPTIMISATION OF D WOVEN T-JOINT REINFORCEMENTS Shibo Yan, Andrew Long and Xuesen Zeng Polymer Composites Group, Faculty
More informationNote: Conditions where bending loads are imposed on the bolt e.g. non-parallel bolting surfaces, should be avoided.
Bolted Joint Design Introduction A most important factor is machine design, and structural design is the rigid fastening together of different components. This should include the following considerations..
More informationConnections in CLT Assemblies
Creating forest sector solutions www.fpinnovations.ca Connections in CLT Assemblies Cross Laminated Timber Symposium Vancouver, BC February 8-9, 2011 M. Mohammad Building Systems Wood Products Division
More informationThe fracture of wood under torsional loading
J Mater Sci (2006) 41:7247 7259 DOI 10.1007/s10853-006-0913-y The fracture of wood under torsional loading Zheng Chen Æ Brian Gabbitas Æ David Hunt Received: 14 September 2005 / Accepted: 22 December 2005
More informationnineteen Wood Construction 1 and design APPLIED ARCHITECTURAL STRUCTURES: DR. ANNE NICHOLS FALL 2016 lecture STRUCTURAL ANALYSIS AND SYSTEMS ARCH 631
APPLIED ARCHITECTURAL STRUCTURES: STRUCTURAL ANALYSIS AND SYSTEMS DR. ANNE NICHOLS FALL 2016 lecture nineteen wood construction and design Wood Construction 1 Timber Construction all-wood framing systems
More informationSkewed connections result when members frame to each
Design of Skewed Connections LARRY KLOIBER and WILLIAM THORNTON ABSTRACT Skewed connections result when members frame to each other at an angle other than 90º. This paper provides some guidance in the
More informationTEST SERIES TO EVALUATE THE STRUCTURAL BEHAVIOUR OF ISOBOARD OVER RAFTER SYSTEM
TEST SERIES TO EVALUATE THE STRUCTURAL BEHAVIOUR OF ISOBOARD OVER RAFTER SYSTEM J A Wium Institute of Structural Engineering 19 November 2007 ISI2007-3 TEST SERIES TO EVALUATE THE STRUCTURAL BEHAVIOUR
More informationHPD Aerated concrete anchor. Approvals / certificates. Basic loading data (for a single anchor)
HPD Anchor version HPD Benefits - anchor for autoclaved aerated concrete - maximum use of base material capacity - setting without drilling Autoclaved aerated concrete Fire resistance Sprinkler approved
More informationSubject of approval: fischer concrete screw ULTRACUT FBS II for the temporary fastening of building site equipment
Date: Reference: 13 July 2016 I 25-1.21.8-49/15 Approval number: Validity Z-21.8-2049 from: 13 July 2016 Applicant: fischerwerke GmbH & Co. KG Klaus-Fischer-Straße 1 72178 Waldachtal to: 13 July 2021 Subject
More informationBENDING STRENGTH PROPERTIES OF SCARF JOINTED EUROPEAN SPRUCE WOOD (Picea excelsa) Sotirios Karastergiou and George Ntalos ABSTRACT
BENDING STRENGTH PROPERTIES OF SCARF JOINTED EUROPEAN SPRUCE WOOD (Picea excelsa) Sotirios Karastergiou and George Ntalos Technological Education Institute of Larissa, Karditsa Branch, Dept. of Wood &
More informationFinite Element Analysis of Multi-Fastened Bolted Joint Connecting Composite Components in Aircraft Structures
Finite Element Analysis of Multi-Fastened Bolted Joint Connecting Composite Components in Aircraft Structures Dr. M Satyanarayana Gupta Professor & HoD, Dept. of Aeronautical Engineering MLRIT, Hyderabad.
More informationStrength of Material-I (CE-207)
Strength of Material-I (CE-207) Course Contents: Types of stresses and strains Statically indeterminate problems Mechanical Properties of materials Thermal stresses Advanced cases of shearing forces and
More informationPERFORMANCE OF COMPOSITE SHEAR WALL PANEL OF LVL AND GRC BOARD
PERFORMANCE OF COMPOSITE SHEAR WALL PANEL OF LVL AND GRC BOARD Maryoko Hadi 1, Rudi Setiadji 2, Anita Firmanti 3, Bambang Subiyanto 4, Kohei Komatsu 5 ABSTRACT: The low-cost housing for the people is the
More informationEuropean Technical Assessment. ETA-12/0373 of Member of. General part
INSTITU Schenkenstrasse 4 T +43 1 533 65 50 1010 Vienna Ι Austria F +43 1 533 64 23 www.oib.or.at Ι mail@oib.or.at Designated according to Article 29 of Regulation (EU) No 305/2011 Member of www.eota.eu
More information