Joint analysis in wood trusses
|
|
- Kathryn Davidson
- 5 years ago
- Views:
Transcription
1 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 timber structures, the front notched joint with a single tooth and the front notched joint with two teeth. The first one is the most common joint in existing timber roof structures. The analysis covers these two types of connections for different skew angles between the elements forming the roof. The analysis were performed using the automated calculation program SAP Calculation models in joints between the bottom chord and the top chord of a wooden truss The traditional carpentry joints are connections that are only able to transmit compressive stresses, without any type of device to make the connection between the elements other than their surfaces. These joints rely on the compression of internal forces to keep facing surfaces in close contact and seldom in metal fasteners. This practice is more common in Western countries than in the Eastern. (Palma, P. & Cruz, H., 2007) Front notched joint with a simple tooth According to the model calculation based on the Switzerland regulation (SIA), the contact surface on the edge of the cutout transmits the axial loads. The wood has more resistance in the parallel direction of the grain than the perpendicular one. So with the top chord of the truss cut at 90, it will provide maximum strength for this element, but the bottom chord resistance will be reduced, because the force will be acting perpendicularly to the grain. With a cutting angle, ε, equal for the two members the optimal resistance is attained.
2 In cases where the notch is located near the end of the bottom chord, it's necessary to ensure a minimum length, ν, to resist the shear stress that appears on that location. The lower limit of ν length is 15 cm to prevent the weakening of the natural wood nib (Natterer, J., et al 2004). Figure 1 Geometry and forces in the front notched joint with a single tooth 2.2. Front notched joint with double teeth The birdsmouth joint with two teeth is the result of the combination of the characteristics from the birdsmouth joint with a single tooth and the birdsmouth joint with a rear tooth. Although the analysis of the birdsmouth joint with a rear tooth is not considered on this paper, it is important to present it, in order to understand where the front notched joint with double teeth came from. In this type of joint, the cutting angle is generally positioned perpendicularly to the axis of the top chord (Figure 2). This avoids the transmission of loads from the front cutout that would create tensile stresses perpendicular to the fibers. Figure 2 Geometry and forces in the joint with a rear tooth. The force is conducted by contact on the cut surface that is perpendicular to the longitudinal axis of the top chord. Only the back of the connection resists to the applied force, so it requires a verification of the oblique resistance of the bottom chord and the compression strength parallel to the grain of the top chord. If the unit resistance value of the bottom chord and top chord are the same, the oblique resistance of the grain will be the most conditioned for the calculation, because the parallel resistance is higher than the oblique resistance.
3 Therefore, as stated before, the joint with double teeth combines the advantages of the two previous types of joints. The double tooth joint has two different depths (t 1 and t 2). The first one is configurated as a joint with a single tooth and the second one has a joint with a rear tooth. The most of the applied force is transmitted by two surfaces with different inclinations. The angle of the design values of resistance is different for the two surfaces, with α = β/2, characteristic of the front notch with a single tooth with a depth t1, and α = β, characteristic of the birdsmouth joint with a rear tooth with a depth t2. To simplify the calculation, it is assumed that the angle of the design value of resistance is the mean between the two, ie, α = 3/4β. Therefore, the condition is given by the thickness (Natterer, J., et al 2004): t N dcosβ bf c,α,d with t = t 1 + t 2 e α = 3 4 β (2-1) Figure 3 Geometry and forces in the joint with two teeth 3. Modeling The modeled joints were constructed by taking in account the structure of a wooden truss. The main objective of this paper is to study the transmission of the forces on the joints, so the model was done locally using only half of the truss. The characteristics used for all the carpentry joints are the same and the class C18 of the wood was used (Table 1). Wood C18 Modulus of elasticity (kn/mm 2 ) EO,mean 9 Modulus of distortion (kn/mm 2 ) G,mean 0.56 Characteristic density (kg/m 3 ) ρk 320 Mean density (kg/m 3 ) ρmean 380 Table 1 Physical wood characteristics used on the model The geometric characteristics used are shown on the Table 2
4 Table 2 Geometric characteristics of the elements. Geometric Characteristics Top Chord Bottom Chord Thickness (m) Width (m) The depths, the skew angles and the ν length used for the joints are presented on the Table 3. Front Notched Joint t 1 (cm) t 2 (cm) v (cm) β ( ) Single Tooth Two Teeth Table 3 Depth, v length and skew angles on the different joints Those values were defined using the equations that exist on the Switzerland regulation (SIA). One of those equations was presented on the previous chapter. Examples from the used models are presented on the Figure 4 and Figure 5. Figure 4 Model of the front joint with a single tooth. Figure 5 - Model of the front joint with two teeth
5 Links elements were used to make the connection between the elements. While separating the top and bottom chords, different pairs of nodes that use the same coordinates were created, with one member of the pairs being assigned to the top chord and the other member to the bottom chord. The connection between the node pairs was made through links with an equivalent rigidity of the axial stiffness of the bottom chord. This is a hypothesis used to ensure that the transmission of the loads occurs without large relative deformations. The program allows one to choose the directions in which the links work. The choice of those directions is related to the way that the force is transmitted between the elements. As already mentioned above, the load is transmitted perpendicularly to the notched surfaces, and the horizontal component is primarily conducted through the front surface. Therefore, to approximate the model in SAP2000 to the theoretical model shown on the previous chapter, three links were created with different axes, for the two types of joints studied in this paper. The joints characteristics are shown on the Table 4. Table 4 Link characteristics. Name Rigid Direction Stiffness (N/mm) LIGACAO 1 U2, U LIGACAO 2 U LIGACAO 3 U Figure 6 Links characteristics on the front notched joint with a single tooth Non linear analysis By abruptly applying a force, a variation in stresses is created, due to the sudden load application. To prevent these fluctuations, a non-linear analysis was performed with a gradual application of the load. The reason why the nonlinear analysis was chosen is related to the conditions that are considered in the support, that allows only the transmission of compressive forces. The loading took place in a gradual way in order to avoid the dynamic response that stems from the instant application of the force. A time interval was defined in which the action is increased to it's maximum value and remaining constant until the end of the analysis. We defined a total analysis time of 10 seconds and the load reached it's maximum value in the 4 th second.
6 Force transmitted (kn) 4. Analysis and Results For the analysis to take place, it was necessary to put a compression load on the top chord. The value of the force is not relevant, because, in this paper, there isn t any verification for the security of the structure, however, as an indicative figure, and to be able to compare the different analysis, the force placed had the value of 30 kn. After the end of the analysis, it was possible to receive the value of the forces transmitted by each link between the top and the bottom chord, and compare the results for each skew angle. Through the stress results obtained, it was also possible to compare the stress along the joints with different v lengths Front notched joint with a single tooth The force F1 and F2 are the forces transmitted by the front surface and the rear surface, respectively F1 F Angle ( ) Figure 7 Force transmitted in function of the skew angle - Front notched joint with one tooth. From the last figure, it is possible to examine the evolution of the importance of each surface by the increase of the skew angle. For small angles, the rear surface almost does not take part of the transmission of the applied force and it starts to become more relevant with a higher angle. In the next graphics, the results for different v lengths are shown, for the trusses with an angle of 40 and 30 degrees, in the direction 1 (direction perpendicular to the first surface). As the length increases, the position of the supports gets further from the joint, but keeping in mind not to have a big eccentricity between the vertical supports and the line of action of the applied force.
7 Stress S11 (kn/m2) Figure 8 Vertical Support location for the joint with a skew angle of 40 a) with v = 10 cm b) with v = 30 cm. The point number 1 in the axis of the graphics represents the first node in the right of the first surface and the point 23 the last node on the left of the second surface v=10 v=15 v=20 v=25 v= Node Figure 9 Stress in the direction 1 along the joint with a single tooth β = 40. In the Figure 9, despite the difference of the stress not being high, it is possible to see that in the nib of the joint (position 8 and 9), the lower stress happens for the bigger v length. This way, when the v length is smaller the concentration of stress in the nib of the joint is higher.
8 Stress S11 (kn/m2) v=10 v=15 v=20 v=25 v= Node Figure 10 - Stress in the direction 1 along the joint with a single tooth β = 30. The same happen for the angle of 30 degrees as shown in Figure Front notched joint with two teeth For the double tooth joint, four different areas transmit the force, as illustrated in Figure 11. Figure 11 Forces transmitted in each surface. As was done for the birdsmouth joint with a single tooth, the forces were calculated in all surfaces for various angles, with the results given by the links between the elements. Those results are shown in the Figure 12.
9 Stress S11 (kn/m2) Total Force Transmitted (kn) F1 F2 F3 F Ângle ( ) Figure 12 - Force transmitted in function of the skew angle Front notched joint with two teeth. Analyzing the Figure 12 it is possible to see how each surface evolves with the increasing of the skew angle. On the 4th surface, the force transmitted between the element is null or close to null for the trusses with a lower skew angle. For example, in the cases of the trusses with 25⁰ and 30⁰, the 4th surface is parallel to the direction of the applied force, so there isn t any percentage of the applied force transmitted by this surface to the bottom chord. For the angles of 40⁰ and 45⁰ a percentage of transmission already exists, this happens because the surface and the applied force are no longer parallel, and has the skew angle increases, the percentage will be higher. As expected, the forces F1 and F3 are those with the highest load transmission, and when the skew angle increases, it appears that the force F2 is gaining prevalence. The analysis of these curves cannot be treated as exact results because the joint is optimized for an angle of 30 degrees, and not to one of 45 degrees. Therefore, depending on the arrangement of the several geometry variables of a wood truss, the results can be different Node Série1 Série2 Série3 Série4 Série5 Figure 13 - Stress in the direction 1 along the joint with two teeth β = 45.
10 Stress S11 (kn/m2) Node v=10 v=15 v=20 v=25 v=30 Figure 14 - Stress in the direction 1 along the joint with two teeth β = 30. In Figure 13 it is observed a clear tendency toward one surface (1-8) and the third surface (12-19) of the joint with two teeth. For a smaller length ν, the first surface will have a lower stress concentration and, in turn, the surface 3 will have a greater stress concentration. To a greater length ν the reverse happens. This happens by the change that happens to the direction of the transmission of the charges from one surface to another depending on the support location. For bigger ν lengths, the vertical supports were placed further apart from the join, taking care not to create a large eccentricity between the position of the supports and the line of action of the applied force. Having the support further, the surface number 2 forwards more load to the supports. In Figure 14 the tendency is identical, as expected. 5. Conclusions After performing the analysis, it can be concluded that the geometry of the truss has a great influence in terms of the transmission of efforts. This is so because, depending on the geometry, the most conditioning areas are different. Due to the various geometrical solutions, the wooden trusses are complex elements. So it is important to collect the maximum data about those type of elements to be able to give the best solutions for their rehabilitation. 6. References Natterer, J., Sandoz, J-L., Rey, M. (2004). Construction en bois: matériau, technologie et dimensionnement. Presse Polytechniques et Universitaires Romandes. Palma, P. & Cruz, H. (2007). Mechanical Behaviour of traditional timber carpentry joints in service conditions Result of monotonic tests. ICOMOS IWC XVI Internation Symposium: Florence, Venice and Vicenza.
MONOTONIC TESTS OF STRUCTURAL CARPENTRY JOINTS
MONOTONIC TESTS OF STRUCTURAL CARPENTRY JOINTS Pedro Palma 1, João Ferreira 2, Helena Cruz 3 ABSTRACT: An experimental campaign on traditional diagonal front notched timber joints was carried out in order
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 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 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 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 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 informationLoad tables for a transport anchor system with Würth ASSY 3.0 combi self-tapping screws = 12 mm as defined under ETA-11/0190 (6/27/2013)
prof. dr.-ing. erner hartmut Load tables for a transport anchor system d with Würth ASSY 3.0 combi self-tapping screws = 12 mm as defined under ETA-11/0190 (6/27/2013) Threaded length lg = 80 mm Transport
More informationLoad tables for a transport anchor system with Würth ASSY 3.0 combi self-tapping screws = 12 mm as defined under ETA-11/0190 (6/27/2013)
erner hartmut Load tables for a transport anchor system d with Würth ASSY 3.0 combi self-tapping screws = 12 mm as defined under ETA-11/0190 (6/27/2013) Threaded length lg = 120 mm Transport anchor system
More informationLoad tables for a transport anchor system with Würth ASSY 3.0 combi self-tapping screws = 10 mm as defined under ETA-11/0190 (6/27/2013)
prof. dr.-ing. erner hartmut Load tables for a transport anchor system d with Würth ASSY 3.0 combi self-tapping screws = 10 mm as defined under ETA-11/0190 (6/27/2013) Threaded length lg = 60 mm Transport
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 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 informationCapacity of a traditional timber mortise and tenon joint
Structural Analysis of Historic Construction D Ayala & Fodde (eds) 8 Taylor & Francis Group, London, ISBN 978--415-46872-5 Capacity of a traditional timber mortise and tenon joint Artur O. Feio Madeicávado
More informationWOODEN BUILDINGS 6.1 INTRODUCTION 6.2 TYPICAL DAMAGE AND FAILURE OF WOODEN BUILDINGS. Chapter 6
Chapter 6 WOODEN BUILDINGS 6.1 INTRODUCTION Wood has higher strength per unit weight and is, therefore, very suitable for earthquake resistant construction. But heavy cladding walls could impose high lateral
More informationDESIGN OF MACHINE MEMBERS-I
Code No: R31035 R10 Set No: 1 JNT University Kakinada III B.Tech. I Semester Regular/Supplementary Examinations, Dec - 2014/Jan -2015 DESIGN OF MACHINE MEMBERS-I (Mechanical Engineering) Time: 3 Hours
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 informationProject Name Structural Calculation for Coping
Project Name Structural Calculation for Coping Presented to: Client Logo Revision Generated by Date Reviewed by Date Comment 0 PN 05.01.2017 JP 05.01.2017 1 2 3 Incorporated in England No. 10926287 INDEX:
More informationIN-PLANE STIFFNESS OF TRADITIONAL TIMBER FLOORS STRENGTHENED WITH CLT
IN-PLANE STIFFNESS OF TRADITIONAL TIMBER FLOORS STRENGTHENED WITH CLT Jorge M. Branco, Milos Kekeliak, Paulo B. Lourenço ISISE, University of Minho, Department of Civil Engineering, Guimarães, Portugal
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 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 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 informationMaterials. Density, Hooke's law, Young modulus. 174 minutes. 174 marks. Page 1 of 29
Materials Density, Hooke's law, Young modulus 174 minutes 174 marks Page 1 of 29 Q1. A uniform wooden beam of mass 35.0 kg and length 5.52 m is supported by two identical vertical steel cables A and B
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 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 information2.3 SPECIFIC DESIGN DHS PURLINS
2.3 SPECIFIC DESIGN DHS PURLINS 2.3.1 INTRODUCTION Dimond Hi-Span (DHS) Purlin Systems have been designed to comply with AS/NZS 4600:1996, based on physical testing and analysis carried out by the University
More informationMonopile as Part of Aeroelastic Wind Turbine Simulation Code
Monopile as Part of Aeroelastic Wind Turbine Simulation Code Rune Rubak and Jørgen Thirstrup Petersen Siemens Wind Power A/S Borupvej 16 DK-7330 Brande Denmark Abstract The influence on wind turbine design
More informationVERSA-LAM. An Introduction to VERSA-LAM Products
44 VERSA-LAM An Introduction to VERSA-LAM Products VERSA-LAM is one of the strongest and stiffest engineered wood products approved in the UK. 241 302 356 406 VERSA-LAM products are excellent as floor
More informationSplitting strength of beams loaded perpendicular to grain by connections, a fracture mechanical approach
Splitting strength of beams loaded perpendicular to grain by connections, a fracture mechanical approach Ad Leijten Civil Eng. PhD, Senior Researcr University of Techn. Delft Delft, T Netrlands A.Leijten@citg.tudelft.nl
More informationT Wooden Structures 1
T512903 Wooden Structures 1 Load Bearing Wooden Structures Structure of Wood Structural Properties of Wood Timber Glued Laminated Timber Laminated Veneer Lumber 1 T512903 Wooden Structures 1 Load Bearing
More informationDesign Manual for M.C.M.E.L ALUMINUM STAIRCASE System
Design Manual for M.C.M.E.L ALUMINUM STAIRCASE System FOR DESIGNERS, ENGINEERS, ARCHITECTS, CONTRACTORS & INSTALLERS. 1 - USES OF STAIRCASES M.C.M.E.L. aluminum staircase systems are used in homes and
More informationEffect of Masonry Infills on Seismic Performance of RC Frame Buildings
Effect of Masonry Infills on Seismic Performance of RC Frame Buildings Dev Raj Paudel 1, Santosh Kumar Adhikari 2 P.G. Student, Department of Civil Engineering, Andhra University, Visakhapatnam, Andhra
More informationStatement for nail plate LL13 Combi
STATEMENT NO VTT-S-0369-17 1 (5) Request by Order Contact person Ristek Oy Askonkatu 11 FI-15110 Lahti 15.3.017 Kimmo Köntti VTT Expert Services Ltd Ari Kevarinmäki P.O. Box 1001, FI-0044 VTT Tel. +358
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 informationFASTENERS - BOLTED CONNECTIONS
1. FASTENERS FASTENERS - BOLTED CONNECTIONS A set of n bolts is to be used to provide a clamping force of F between two components. The load is shared equally among the bolts. Specify suitable bolts, including
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 informationSection Downloads. Lumber Design Values. Lumber Standard. Western Lumber Product Use Manual. Section 05: Truss Materials.
Section Downloads Download & Print TTT I Sec 05 Slides TTT I Sec 05 Problem Handout TTT I Sec 05 Design Values Section 05: Truss Materials 1 PS 20-2010 Non-Printable Downloads Version 2.1 2 Lumber Design
More informationEffect of Pile Bending Stiffness on Static Lateral Behavior of a Short Monopile in Dry Sand
INTERNATIONAL JOURNAL OF COASTAL & OFFSHORE ENGINEERING JCOE No. 5/ Winter 217 (25-32) Effect of Pile Bending Stiffness on Static Lateral Behavior of a Short Monopile in Dry Sand Saeed Darvishi Alamouti
More informationModule 2 WAVE PROPAGATION (Lectures 7 to 9)
Module 2 WAVE PROPAGATION (Lectures 7 to 9) Lecture 9 Topics 2.4 WAVES IN A LAYERED BODY 2.4.1 One-dimensional case: material boundary in an infinite rod 2.4.2 Three dimensional case: inclined waves 2.5
More informationINFLUENCE OF PILES ON LOAD- SETTLEMENT BEHAVIOUR OF RAFT FOUNDATION
INFLUENCE OF PILES ON LOAD- SETTLEMENT BEHAVIOUR OF RAFT FOUNDATION BALESHWAR SINGH Department of Civil Engineering Indian Institute of Technology Guwahati Guwahati 78139, India NINGOMBAM THOIBA SINGH
More informationFinite Element Modeling and Analysis of Aged Timber Trusses located in Northern Italy
Finite Element Modeling and Analysis of Aged Timber Trusses located in Northern Italy Claudio Carino and Fabio Carli Department of Civil Engineering and Architecture University of Pavia - Via Ferrata,
More informationIDEA Connections. User guide
IDEA Connections user guide IDEA Connections User guide IDEA Connections user guide Content 1.1 Program requirements... 4 1.1 Installation guidelines... 4 2 User interface... 5 2.1 3D view in the main
More informationJoining timber rafters
EN 1995-1-1 Joining timber rafters WT WT Convincing advantages: Data sheet No. 03 3.03 n easy design n high performance n rapid assembly n not visible fasteners n no predrill n no retightening n ETA-12/0063
More informationAttach Trusses and Rafters Faster
Attach Trusses and Rafters Faster SDWC TRUSS Screw Truss-to-Plate Connections For Truss-to-Plate Connections The Strong-Drive SDWC TRUSS screw provides a truss- and rafter-to-top-plate connection. The
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 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 informationMira Dedijer 1, Stéphane Roche 2, Yves Weinand 3 1 INTRODUCTION 123. θ rotations.
SHEAR RESISTANCE AND FAILURE MODES OF EDGEWISE MULTIPLE TAB-AND-SLOT JOINT (MTSJ) CONNECTION WITH DOVETAIL DESIGN FOR THIN LVL SPRUCE PLYWOOD KERTO-Q PANELS Mira Dedijer, Stéphane Roche, Yves Weinand ABSTRACT:
More informationSTRUCTURAL FINGER JOINTED SOLID TIMBER
STRUCTURAL FINGER JOINTED SOLID TIMBER THE BEAM WITH THE CHARACTER OF SOLID TIMBER. 01 AT A GLANCE AREAS OF APPLICATION Single and multiple family houses Multi-storey residential buildings Industrial and
More informationWELDA FASTENING PLATES
FASTENING PLATES Author: Markus Junes, M. Sc. Civ. Eng. R&D Manager, Peikko Group 1. INTRODUCTION Peikko Group has launched a new family of Fastening Plate products with resistances calculated on the basis
More informationSpace-frame connection for small-diameter round timber
Space-frame connection for small-diameter round timber Wolfe, Ronald W., 1 Gjinolli, Agron E., 1 and King, John R. 2 ABSTRACT To promote more efficient use of small-diameter timber, research efforts are
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 informationEurocode EN Eurocode 3: 3 Design of steel structures. Part 1-1: General rules and rules for buildings
Eurocode EN 1993-1-1 Eurocode 3: 3 Design of steel structures Part 1-1: General rules and rules for buildings Eurocode EN 1993-1-1 Eurocode 3 applies to the design of buildings and civil engineering works
More informationFailure of Engineering Materials & Structures. Code 34. Bolted Joint s Relaxation Behavior: A FEA Study. Muhammad Abid and Saad Hussain
Failure of Engineering Materials & Structures Code 3 UET TAXILA MECHNICAL ENGINEERING DEPARTMENT Bolted Joint s Relaxation Behavior: A FEA Study Muhammad Abid and Saad Hussain Faculty of Mechanical Engineering,
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 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 informationEuropean Technical Assessment ETA-13/0029 of 11/07/2017
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 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 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 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 informationANALYSIS OF LATERAL STIFFNESS FOR INFILLED FRAME WITH OPENING
ANALYSIS OF LATERAL STIFFNESS FOR INFILLED FRAME WITH OPENING A.S. KASNALE 1 & SANJAY JAMKAR 2 Professor in Civil Engineering Department, M.S. Bidve Engineering College, Latur, India Professor in Civil
More informationSchöck dowel Type SLD plus
Schöck dowel Type plus Schöck dowel type plus Contents Page Design joints 10 Connection options 11 Dimensions 12-13 Installation information/notes 14-15 Design/On-site reinforcement 16-29 Punching shear
More informationSEISMIC STRENGTHENING OF TRADITIONAL CARPENTRY JOINTS
SEISMIC STRENGTHENING OF TRADITIONAL CARPENTRY JOINTS ABSTRACT : M.A. Parisi 1 and M. Piazza 2 1 Associate Professor, Dept. of Structural Engineering, Poliecnico di Milano, Italy 2 Professor, Dept. of
More informationKEITH PANEL SYSTEMS FUNDERMAX- MAX EXTERIOR CONCEALED FASTENERS PRESSURE EQUALIZED WALL SYSTEM
S Y S T E M D E T A I L S FUNDERMAX- MAX EXTERIOR CONCEALED FASTENERS PRESSURE EQUALIZED WALL SYSTEM PAGE TITLE PAGE Table of Contents Fundermax Max Exterior Product Information Design and Installation
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 informationTIMBER-CONCRETE COMPOSITE STRUCTURES WITH PREFABRICATED FRC SLAB
TIMBER-CONCRETE COMPOSITE STRUCTURES WITH PREFABRICATED FRC SLAB Roberto Crocetti 1, Tiziano Sartori 2, Mathias Flansbjer 3 ABSTRACT: This study relates to the development of innovative composite structures,
More informationIDEA Connection 8. User guide. IDEA Connection user guide
IDEA Connection user guide IDEA Connection 8 User guide IDEA Connection user guide Content 1.1 Program requirements... 5 1.2 Installation guidelines... 5 2 User interface... 6 2.1 3D view in the main window...
More informationSeismic Performance of Brick Infill in RCC Structure
Seismic Performance of Brick Infill in RCC Structure Ms. Vaishnavi Battul, Mr. Rohit M. Shinde, Mr. Shivkumar Hallale, Ms. Tejashree Gulve Dr. D. Y. Patil Institute of Engineering, Management and Research,
More informationISO 7465 INTERNATIONAL STANDARD. Passenger lifts and service lifts Guide rails for lift cars and counterweights T-type
INTERNATIONAL STANDARD ISO 7465 Fourth edition 27-11-15 Passenger lifts and service lifts Guide rails for lift cars and counterweights T-type Ascenseurs et monte-charges Guides de cabine et de contrepoids
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 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 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 informationRigid Connections. Between Wood posts and concrete
Research + Technology Research + Technology Rigid Connections Between Wood posts and concrete By David R. Bohnhoff, PHD, PE Modeling Connections The primary goal of a structural engineer is to ensure that
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 informationStress Analysis of Flanged Joint Using Finite Element Method
Stress Analysis of Flanged Joint Using Finite Element Method Shivaji G. Chavan Assistant Professor, Mechanical Engineering Department, Finolex Academy of Management and Technology, Ratnagiri, Maharashtra,
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 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 informationBRACING BRACING SECTION 7 SECTION 7
If we are to learn from the past, it is clear that there is generally a lack of understanding of the purpose of roof bracing and who should be responsible for it. This has led to disputes, claims and,
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 informationOil tempered SiCrV-alloyed high tensile valve spring wire Only manudactured in China
1/5 Oil tempered SiCrV-alloyed high tensile valve spring wire Only manudactured in China is a Super Clean steel, especially intended for the manufacture of valve springs and other springs requiring high
More informationEvaluation of the Partial Compressive Strength according to the Wood Grain Direction* 1
J. Korean Wood Sci. & Tech. 41(2) : 100~104, 2013 http://dx.doi.org/doi : 10.5658/WOOD.2013.41.2.100 Evaluation of the Partial Compressive Strength according to the Wood Grain Direction* 1 Chun-Young Park*
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 informationTUTORIAL 4: Combined Axial and Bending Problem Sketch Path Sweep Initial Project Space Setup Static Structural ANSYS
TUTORIAL 4: Combined Axial and Bending Problem In this tutorial you will learn how to draw a bar that has bends along its length and therefore will have both axial and bending stresses acting on cross-sections
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 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 information2. Timber frameworks and carpentry connections
Branco, J.M., Descamps, T., Analysis and strengthening http://www.foxitsoftware.com of carpentry joints. Construction and For Building evaluation Materials. only. (2015), 97: 34 47. http://dx.doi.org/10.1016/j.conbuildmat.2015.05.089
More informationAspen Art Museum Creating Innovative Wood Structure
Aspen Art Museum Creating Innovative Wood Structure Tallinn Wood Architecture Conference November 25-26, 2015 Aspen Art Museum Wood Space Frame THE PLAYERS OUTLINE THE BUILDING CONCEPT THE ARCHITECT S
More information3-D Finite Element Analysis of Bolted Joint Using Helical Thread Model
3-D Finite Element Analysis of Bolted Joint Using Helical Thread Model Shaik Gousia Yasmin 1, P. Punna Rao 2, Kondaiah Bommisetty 3 1 M.Tech(CAD/CAM), Nimra College of Engineering & Technology, Vijayawada,
More informationFinite Element Study of Using Concrete Tie Beams to Reduce Differential Settlement Between Footings
Finite Element Study of Using Concrete Tie Beams to Reduce Differential Settlement Between Footings AMIN H. ALMASRI* AND ZIAD N. TAQIEDDIN** *Assistant Professor, Department of Civil Engineering, Jordan
More informationWood. Wood construction
CEEN 3144 Construction Materials Wood Francisco Aguíñiga Assistant Professor Civil Engineering Program Texas A&M University Kingsville Page 1 Wood construction Page 2 1 Wood construction Page 3 Advantages
More informationINFLUENCE OF SOME MODIFICATIONS OF LOCAL GEOMETRY ON THE STRESS STATES IN ADHESIVE BONDED LAP JOINTS
SISOM 2009 and Session of the Commission of Acoustics, Bucharest 28-29 May INFLUENCE OF SOME MODIFICATIONS OF LOCAL GEOMETRY ON THE STRESS STATES IN ADHESIVE BONDED LAP JOINTS Adriana SANDU *, Marin SANDU
More informationALUMIDI. Concealed beam hanger with and without holes Aluminum alloy tridimensional perforated plate ALUMIDI - 01 CERTIFIED STEEL-ALUMINUM
ALUMIDI Concealed beam hanger with and without holes Aluminum alloy tridimensional perforated plate CERTIFIED Available with and without holes. The 2200 mm model is also certified FIELD OF USE Timber-to-Timber
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 informationA Study on Effect of Sizing Bolt Hole in Single-Lap Connection Using FEA
Journal of Scientific Research & Reports 19(1): 1-14, 2018; Article no.jsrr.40498 ISSN: 2320-0227 A Study on Effect of Sizing Bolt Hole in Single-Lap Connection Using FEA Anil Zafer 1, Orkun Yilmaz 1*
More informationHACETTEPE UNIVERSITY MINING ENGINEERIN DEPARTMENT
HACETTEPE UNIVERSITY MINING ENGINEERIN DEPARTMENT Name: Cem LAFCI ID: 20521066 LECTURE:TUNNELING and SUPPORT DESIGN LECTURER:Prof. Dr. Bahtiyar UNVER INTRODUCTION BOLTING THEORIES TYPE OF ROCK BOLTS, VARIATIONS
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 informationCHARACTERISTICS OF LUMBER-TO-LUMBER FRAMING CONNECTIONS IN LIGHT-FRAME WOOD STRUCTURES
CHARACTERISTICS OF LUMBER-TO-LUMBER FRAMING CONNECTIONS IN LIGHT-FRAME WOOD STRUCTURES Andi Asiz 1*, Lina Zhou 1, Ying Hei Chui 1 ABSTRACT: Connections are arguably the most important part of light-frame
More informationCLT Cross Laminated Timber
CLT Cross Laminated Timber Connections Date: 21.08.2014 Disclaimer The below presented structural analysis is an exemplified calculation. This calculation is solely a proposal for a design approach. This
More informationREVIEW OF THREADED FASTENERS LOOSENING AND ITS EFFECTS
REVIEW OF THREADED FASTENERS LOOSENING AND ITS EFFECTS Mr. Kale Amol Scholar, M.E. Mechanical Design, V. V. P. Institute of Engineering and Technology, Solapur, India Prof. S. M. Shaikh A.P. Mechanical
More informationAnalysis of a Nailed Soil Slope Using Limit Equilibrium and Finite Element Methods
Int. J. of Geosynth. and Ground Eng. (2016) 2:34 DOI 10.1007/s40891-016-0076-0 Analysis of a Nailed Soil Slope Using Limit Equilibrium and Finite Element Methods S. Rawat 1 A. K. Gupta 1 Received: 5 September
More informationDevelopment of Wooden Portal Frame Structures with Improved Columns
Development of Wooden Portal Frame Structures with Improved Columns by Dr. Masahiro Noguchi Post Doctoral Fellow Tokyo Institute of Technology, Yokohama, Kanagawa, Japan Prof. dr. Kohei Komatsu Professor
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 information