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Three-dimensional nonlinear finite element model for single and multiple dowel-type wood connections 2007
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Title | Three-dimensional nonlinear finite element model for single and multiple dowel-type wood connections |
Creator |
Hong, Jung-Pyo |
Publisher | University of British Columbia |
Date Created | 2008-09-04T20:29:07Z |
Date Issued | 2008-09-04T20:29:07Z |
Date | 2007 |
Description | A new three-dimensional finite solid element (3D FE) model for dowel-type wood connections was developed using the concept of a beam on a nonlinear wood foundation, which addresses the intricate wood crushing behaviour under the connector in a dowel type connection. In order to implement the concept of wood foundation with solid elements, a 3D FE wood foundation model was defined within a prescribed foundation zone surrounding the dowel. Based on anisotropic plasticity material theory, the material model for the foundation zone was developed using effective foundation material constants that were defined from dowel-embedment test data. New 3D FE single nail connection models were developed that incorporated the wood foundation model. The 3D wood foundation model was justified and validated using dowel-embedment test data with a range of dowel diameters, from a 2.5-mm nail to a 25.4-mm bolt. The connection models provided successful results in simulating the characteristics of load-slip behaviour that were experimentally observed. Based on the success of the single nail connection models, several applications of the 3D FE connection models were investigated including statistical wood material models, bolted connection models and a multiple nail connection model. Throughout the application studies, discussion of the benefits and limitations of the new model approach using the 3D FE wood foundation are presented. Also, future areas of study are proposed in order to improve the 3D FE dowel-type wood connections models. |
Extent | 13727191 bytes |
Subject |
3D FE Dowel Wood Connections |
Genre |
Thesis/Dissertation |
Type |
Text |
File Format | application/pdf |
Language | Eng |
Collection |
Electronic Theses and Dissertations (ETDs) 2008+ |
Date Available | 2008-09-04T20:29:07Z |
DOI | 10.14288/1.0066597 |
Degree |
Doctor of Philosophy - PhD |
Program |
Forestry |
Affiliation |
Forestry, Faculty of |
Degree Grantor | University of British Columbia |
Graduation Date | 2008-05 |
Campus |
UBCV |
Scholarly Level | Graduate |
URI | http://hdl.handle.net/2429/1623 |
Aggregated Source Repository | DSpace |
Digital Resource Original Record | https://open.library.ubc.ca/collections/24/items/1.0066597/source |
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THREE-DIMENSIONAL NONLINEAR FINITE ELEMENT MODEL FOR SINGLE AND MULTIPLE DOWEL-TYPE WOOD CONNECTIONS by JUNG-PYO HONG B.Sc., Seoul National University, 1994 M.Sc., Seoul National University, 1999 A THESIS SUBMITTED IN PARTIAL FULFILMENT OF THE REQUIREMENTS FOR THE DEGREE OF DOCTOR OF PHILOSOPHY in THE FACULTY OF GRADUATE STUDIES (Forestry) THE UNIVERSITY OF BRITISH COLUMBIA December 2007 © Jung-Pyo Hong 2007 ABSTRACT A new three-dimensional finite solid element (3D FE) model for dowel-type wood connections was developed using the concept of a beam on a nonlinear wood foundation, which addresses the intricate wood crushing behaviour under the connector in a dowel type connection. In order to implement the concept of wood foundation with solid elements, a 3D FE wood foundation model was defined within a prescribed foundation zone surrounding the dowel. Based on anisotropic plasticity material theory, the material model for the foundation zone was developed using effective foundation material constants that were defined from dowel-embedment test data. New 3D FE single nail connection models were developed that incorporated the wood foundation model. The 3D wood foundation model was justified and validated using dowel-embedment test data with a range of dowel diameters, from a 2.5-mm nail to a 25.4-mm bolt. The connection models provided successful results in simulating the characteristics of load-slip behaviour that were experimentally observed. Based on the success of the single nail connection models, several applications of the 3D FE connection models were investigated including statistical wood material models, bolted connection models and a multiple nail connection model. Throughout the application studies, discussion of the benefits and limitations of the new model approach using the 3D FE wood foundation are presented. Also, future areas of study are proposed in order to improve the 3D FE dowel-type wood connections models. ii TABLE OF CONTENTS ABSTRACT^ ii TABLE OF CONTENTS^ iii LIST OF TABLES vii LIST OF FIGURES^ viii ACKNOWLEDGEMENTS xvii CHAPTER I. INTRODUCTION^ 1 1.1 Motivation and statement of problem 1 1.2 Objective and Scope^ 4 CHAPTER 2. LITERATURE REVIEW^ 5 2.1 Constitutive model of wood^ 5 2.1.1 Elasticity-based model 6 2.1.2 Plasticity-based model 8 2.2 Finite element models of dowel-type wood connections ^ 9 2.2.1 Three-dimensional finite element models of dowel-type wood connections10 2.2.2 Two-dimensional finite element models of dowel-type wood connections .12 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD^ 16 3.1 Elasto-plastic, transversely isotropic material model for wood^ 16 3.2 Determination of wood material parameters^ 18 3.2.1 Modulus of elasticity and the yield stress 21 3.2.2 Elastic shear modulus and shear yield strain 23 3.2.3 Poisson's ratio^ 25 3.2.4 A spreadsheet tool for generating a code of wood material model^ 25 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION ^ 26 4.1 Compression test^ 26 4.1.1 Specimen preparation^ 26 4.1.2 Test methods 28 iii 4.1.2.1 Parallel to grain compression^ 28 4.1.2.2 Perpendicular to grain compression 29 4.1.2.3 Definitions of compressive MOE and yield stress^ 30 4.1.3 Results and discussion: Material constants of Douglas-fir 31 4.2 Validation of FE material model^ 34 4.2.1 Wood material models 34 4.2.2 General description of the 3D FE model for wood compression^ 35 4.2.3 Simulation of the 1 xl x4 parallel to grain compression^ 38 4.2.4 Simulation of the 1x1 x4 perpendicular to grain compression^ 41 4.2.5 Simulation of the 2x2x6 perpendicular to grain compression 46 4.3 Conclusions for the wood material model^ 50 CHAPTER 5. WOOD FOUNDATION MODEL^ 52 5.1 Problem identification^ 52 5.2 Development of the wood foundation model^ 55 5.2.1 Rationale^ 55 5.2.2 Definitions of foundation modulus and foundation yield point^ 57 5.2.2.1 Nominal foundation properties^ 57 5.2.2.2 Effective foundation material constants^ 59 5.3 Validation of the wood foundation model 60 5.3.1 Dowel embedment test^ 61 5.3.2 Generalization of the wood foundation model^ 65 5.3.3 Model development 69 5.3.3.1 Wood foundation and calibration factors 69 5.3.3.2 Model for the dowel embedment test^ 72 5.3.4 Simulation results^ 76 5.3.4.1 Simulation of 3.3-mm nail-embedment test 77 5.3.4.2 Simulation of the 3 3-mm nail-embedment test in the 45-degree to grain direction^ 81 5.3.4.3 Model verification using Foschi's exponential models^ 84 5.3.4.4 Simulation of bolt embedment tests^ 89 5.3.5 Model application to other species^ 96 5.3.5.1 Model description^ 96 5.3.5.2 Simulation results 98 5.3.6 Calibration factors for intermediate sizes of wood foundation^ 103 5.3.6.1 Model description^ 103 5.3.6.2 Simulation results 104 5.3.6.3 Linear interpolation of calibration factors and size of wood foundation^ 107 iv CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS^ 109 6.1 Lateral resistance test of the single nail connection^ 109 6.2 Development of the single nail connection model 114 6.2.1 Model description^ 114 6.2.2 Steel material model and mechanical properties of the nail and steel platell6 6.2.2.1 Mechanical properties of nail^ 117 6.2.2.2 Mechanical properties of the CP-T steel plate^ 121 6.3 Test results and model validation^ 122 6.3.1 Experimental observations for load-slip behaviour of the nail connection 122 6.3.2 Simulated results and model validation^ 125 6.3.2.1 Simulated deformation^ 125 6.3.2.2 Load-deformation relationship 129 6.3.2.3 Effect of nail yield stress on the 3D FE connection model ^ 130 6.4 Feasibility study on the statistical 3D FE material model^ 138 6.4.1 Approximation of 95 th and 5 th percentile foundation material model ^ 138 6.4.2 Simulation of the Nth percentile lateral resistance of the single nail connection^ 143 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS^ 146 7.1 Preliminary knowledge 146 7.2 Model description^ 149 7.3 Simulation of the 1/d=2 configuration: Full- vs. Half-hole embedment^ 150 7.3.1 The discrepancy and similarity of the full- and half-hole embedment tests151 7.3.2 Deformed shapes of the bolt embedment model^ 153 7.4 Simulation bolted connection: 1/d=5 and 1/d=7^ 156 7.4.1 Deformed shape of bolted connections 156 7.4.2 Load-deformation relationship^ 163 7.4.3 Share of wood and bolt in total strain energy of the connection^ 166 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT^ 169 8.1 Japanese CP-T nail connection model^ 169 8.1.1 Experimental reference work and model description^ 169 8.1.2 Square foundation meshing 176 8.2 Simulation results depending on the loading schemes 181 8.2.1 Deformed shapes of the CP-T connection model^ 181 8.2.1.1 Effect of loading method^ 181 8.2.1.2 Deformation of nail and CP-T connector 183 8.2.2 Load-deformation curve of the CP-T connection^ 188 8.2.3 Influence of the end-tearout of nail in the tenon on model prediction ^ 190 8.2.3.1 Modification of the model^ 192 8.2.3.2 Simulation results of the modified model^ 192 8.2.4 Recommendations for the improvement of the 3D FE CP-T joint model ^ 195 CHAPTER 9. CONCLUSIONS AND RECOMMENDATION^ 196 9.1 Summary of research^ 196 9.2 Scientific contribution of the research^ 197 9.3 Future research^ 197 9.3.1 Compressive perpendicular to grain MOE^ 198 9.3.2 Full bolted connection model^ 198 9.3.3 Failure analysis^ 199 9.3.4 Three-dimensional FE analysis for wood structure^ 199 BIBLIOGRAPHY 200 APPENDIX A^ 205 APPENDIX B 209 APPENDIX C^ 210 vi LIST OF TABLES Table 3.1 Procedures for determining the material constants of the 3D FE model for wood and wood foundation^ 21 Table 4.1 Basic mechanical properties of Douglas-fir lumber.^ 27 Compressive MOEs and yield stresses from the 25x25x100 mm (1x1 x4 in.) test and the conventional standard 50x50x 150 mm (2x2x6 in.) perpendicular to grain test for Douglas-fir. ^ 33 Material constants of 3D FE material model for Douglas-fir^ 35 Summary of specimen preparation for the dowel embedment test. ^ 62 Nominal foundation properties according to dowel diameter.^ 66 Generalized calibration factors for the prescribed foundations^ 70 Table 5.4 Material constants for the generalized wood foundation models of Douglas- fir^ 71 Table 5.5 Individual calibration factors for the 1.8xbolt diameter wood foundation model.^ 90 Table 5.6 Material properties for linear elastic orthotropic wood material.^ 97 Table 5.7 Material constants of wood foundation model for Sugi, Yellow Cedar and Western Hemlock.^ 98 plate^ 117 Steel material constant inputs for 3D FEA of ZN65 nail bending^ 119 Lateral resistances of the single nail connections.^ 123 Comparison of the lateral resistance of nail connection 132 Table 4.2 Table 4.3 Table 5.1 Table 5.2 Table 5.3 Table 5.8 Optimized calibration factors of intermediate wood foundations for a 12.7- mm bolt with Douglas-fir. ^ 104 Table 6.1 Material specifications of the single nail connection^ 110 Table 6.2 Material specification and reference mechanical properties of nail and steel Table 6.3 Table 6.4 Table 6.5 Table 6.6 Fifth percentile and 95 th percentile foundation material model for 3.3-mm diameter nail connection with Douglas-fir. ^ 143 vii LIST OF FIGURES Figure 1.1 Figure 2.1 Figure 3.1 Figure 3.2 Figure 3.3 Figure 4.1 Figure 4.2 Figure 4.3 Figure 4.4 Figure 4.5 Figure 4.6 Figure 4.7 Figure 4.8 Figure 4.9 Figure 4.10 Figure 4.11 Three-dimensional microstructure of wood^ 2 Planes related to modeling: a plane parallel to the length of the dowel (left), a plane normal to the length of the dowel (right). ^ 13 Three principal directions and sections in wood. 18 Bilinear normal stress-strain relationships in the anisotropic plasticity model. ^ 19 An example of a bilinear stress-strain curve fitting to an experimental curve; the yield point should be defined at the break point.^ 22 Douglas-fir specimens for the 25 x25 x 100 mm (1 xl x4 in.) compression tests in longitudinal, radial and tangential direction (from left).^ 28 Compression test setup for the 25 x25 x 100 mm (1 xlx4 in.) prismatic specimen.^ 29 The conventional ASTM D 143 perpendicular to grain compression test. ^ 31 Three-dimensional FE model for the 1 xl x4 compression test^ 37 Three-dimensional FE model for the 2 x2 x6 compression perpendicular to grain test^ 38 Simulated load-deformation curves of parallel to grain compression. ^ 39 Simulated longitudinal plastic strain contour of the 1 xl x4 parallel to grain compression using the WOOD11 model.^ 40 Simulated longitudinal plastic strain contour of the 1 xl x4 parallel to grain compression using the WOOD22 model. The upper steel block was omitted. ^ 40 Compressive failure of the 1 x 1 x4 parallel to grain specimen. For visibility, excessive load was also applied to the failed specimen^ 41 Simulated load-deformation curves of the 1 xl x4 perpendicular to grain compression. ^ 43 Simulated longitudinal plastic strain contour of the 1 xl x4 perpendicular to grain compression at 4 mm-displacement load level using the WOOD11 model.^ 44 viii Figure 4.12 Simulated longitudinal plastic strain contour of the 1x1x4 perpendicular to grain compression at 4 mm-displacement load level using the WOOD22 model.^ 44 Figure 4.13 Progress of longitudinal plastic strain contour under the perpendicular to grain compression, simulated using the WOOD11 material model. ^ 45 Figure 4.14 Actual deformed shapes of the 1x1x4 radial specimen and the 1 x 1 x4 tangential specimen overloaded.^ 46 Figure 4.15 Simulated load-deformation curves of the 2x2x6 perpendicular to grain compression.^ 48 Figure 4.16 Crushed surface of the 2 x2 x6 perpendicular to grain compression specimen. ^ 48 Figure 4.17 Simulated Y-directional stress contour of the 2 x2 x6 perpendicular to grain compression test at 2.54 mm-displacement-load level using the WOOD11 odel. 49 Figure 4.18 Simulated Y-directional stress contour of the 2 x2 x6 perpendicular to grain compression test at 2.54 mm-displacement-load level using the WOOD22 odel. 49 Figure 4.19 End split failure of the 2 x2 x6 perpendicular to grain compression specimen. ^ 50 Three-dimensional finite element analysis for a parallel to grain nail embedment into Douglas-fir block: Y-directional stress.^ 54 Comparison of experimental and predicted load-embedment curves based on the WOOD11 material model.^ 54 A load-embedment curve can be converted to a bilinear stress-strain curve, in order to obtain the material constants for the wood foundation model.... 56 Key points in a bilinear load per unit length-embedment plot from the dowel-embedment test.^ 58 Test specimen and setup for the nail-embedment test. ^ 63 Test specimen and setup for the bolt-embedment test. 64 Relationship between the nominal foundation modulus and the dowel diameter in the parallel to grain direction.^ 67 Relationship between the nominal foundation modulus and the dowel diameter in the perpendicular to grain direction.^ 67 Figure 5.1 Figure 5.2 Figure 5.3 Figure 5.4 Figure 5.5 Figure 5.6 Figure 5.7 Figure 5.8 ix Figure 5.9 Relationship between the nominal foundation yield strain and the dowel diameter in the parallel to grain direction.^ 68 Figure 5.10 Relationship between the nominal foundation yield strain and the dowel diameter in the perpendicular to grain direction.^ 68 Figure 5.11 Three-dimensional finite element model for the nail-embedment test. (Radius of the wood foundation = 4.5xd)^ 74 Figure 5.12 Three-dimensional finite element model for the bolt-embedment test. (Radius of the wood foundation = 1.8xd)^ 75 Figure 5.13 Simulated parallel to grain load-embedment curve of 3.3-mm nail- embedment in Douglas-fir.^ 79 Figure 5.14 Simulated perpendicular to grain load-embedment curve of 3.3-mm nail- embedment in Douglas-fir.^ 79 Figure 5.15 Simulated Y-directional plastic strain contour of 3.3-mm nail-embedment in Douglas-fir in the parallel to grain direction. Half of the wood elements are show . 80 Figure 5.16 Simulated Y-directional plastic strain contour of 3.3-mm nail-embedment in Douglas-fir in the perpendicular to grain direction. Half of the wood elements are shown.^ 80 Figure 5.17 Simulated Y-directional plastic strain contour of 3.3-mm nail-embedment in Douglas-fir in the parallel to grain direction using the WOOD 11 model only. Half of the wood elements only are shown 81 Figure 5.18 Grain angle of 45-degree embedment specimen^ 82 Figure 5.19 Schematic unbalanced foundation in 45-degree grain angle embedment test. ^ 83 Figure 5.20 Simulated Y-directional plastic strain contour of 45-degree to grain embedment; the force-controlled case (left) showed the tilted embedment of the nail compared to the uniform embedment of the displacement-controlled case (right). ^ 83 Figure 5.21 Simulated 45-degree to grain load-embedment curve of 3.3-mm nail- embedment in Douglas-fir. Force-controlled method showed better prediction.^ 84 Figure 5.22 Simulated parallel to grain load-embedment curve of Foschi's nail embedment in Douglas-fir. ^ 87 x Figure 5.23 Simulated perpendicular to grain load-embedment curve of Foschi's nail embedment in Douglas-fir. ^ 87 Figure 5.24 Simulated Y-directional strain contours for nail embedment in Douglas-fir with 2.5-, 4.1- and 6.4-mm nails in parallel/perpendicular to grain directions. Half models are shown.^ 88 Figure 5.25 Simulated parallel to grain load-embedment curve of 12.7-mm bolt embedment in Douglas-fir. ^ 91 Figure 5.26 Simulated perpendicular to grain load-embedment curve of 12.7-mm bolt embedment in Douglas-fir. ^ 91 Figure 5.27 Simulated parallel to grain load-embedment curve of 19.1-mm bolt embedment in Douglas-fir. ^ 92 Figure 5.28 Simulated perpendicular to grain load-embedment curve of 19.1-mm bolt embedment in Douglas-fir. ^ 92 Figure 5.29 Simulated parallel to grain load-embedment curve of 25.4-mm bolt embedment in Douglas-fir. ^ 93 Figure 5.30 Simulated perpendicular to grain load-embedment curve of 25.4-mm bolt embedment in Douglas-fir. ^ 93 Figure 5.31 Simulated Y-directional plastic strain contours for bolt embedment in Douglas-fir with 12.7-, 19.1- and 25.4-mm bolts in parallel/perpendicular to grain directions. ^ 94 Figure 5.32 Comparison of wood crushing shape for 25.4-mm bolt parallel to grain embedment test. The simulated Y-directional plastic strain contour is shown (bottom). ^ 95 Figure 5.33 Simulated parallel to grain load-embedment curve of 3.8-mm nail embedment in Sugi. ^ 100 Figure 5.34 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Sugi. ^ 100 Figure 5.35 Simulated parallel to grain load-embedment curve of 3.8-mm nail embedment in Yellow Cedar. ^ 101 Figure 5.36 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Yellow Cedar. ^ 101 Figure 5.37 Simulated parallel to grain load-embedment curve of 3.8-mm nail embedment in Western Hemlock^ 102 xi Figure 5.38 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Western Hemlock^ 102 Figure 5.39 Simulated Y-directional plastic strain contours for 12.7-mm (d) bolt embedment in Douglas-fir in parallel/perpendicular to grain directions, using the intermediate sized wood foundations^ 105 Figure 5.40 Comparison of the parallel to grain load-embedment curves, predicted using the intermediate sized wood foundations^ 106 Figure 5.41 Comparison of the perpendicular to grain load-embedment curves, predicted the intermediate sized wood foundations^ 106 Figure 5.42 Assumed linear relationships between the radius multiplier and the calibration factors. ^ 107 Figure 6.1 Specification of Japanese CP-T connector (units: mm)^ 111 Figure 6.2 Lateral resistance test of single nail connection in parallel to grain direction and the corresponding three-dimensional FE model (units: mm)^ 112 Figure 6.3 Lateral resistance test of the single nail connection in the perpendicular to grain direction and the corresponding three-dimensional FE model (units: mm). 113 Figure 6.4 Sectioned single nail connection FE model.^ 115 Figure 6.5 Surface-to-surface contact elements of the single nail connection model ^ 115 Figure 6.6 Three-point nail bending test setup (top) and simulated bending of ZN65 nail with the yield stress of 517 MPa (bottom)^ 120 Figure 6.7 Load-deflection curve of three-point ZN65 nail bending and trace of 3D FE analysis for the yield stress. ^ 121 Figure 6.8 Localized wood crushing failure in the parallel to grain direction: nail on the tangential surface-PAT (left), and nail on the radial surface-PAR (right) ^ 124 Figure 6.9 Localized wood crushing failure in the perpendicular to grain direction: nail on the tangential surface-PET (left), and nail on the radial surface-PER (right). ^ 124 Figure 6.10 Slip behaviour in the parallel to grain direction: experiment (top) vs. simulation (bottom) for the PA test. ^ 126 Figure 6.11 Simulated deformation of the nail connection was superimposed on the best fit photo image from the real deformation (the PAT specimen)^ 127 xii Figure 6.12 Simulated Y-directional plastic strain contour of the steel plate in the PA test. Wood-to-steel plate contact surface view including transparent nail elements. 127 Figure 6.13 Simulated wood crushing shapes. Y-directional plastic strain contour plots; PA simulation (top), PE simulation (bottom).^ 128 Figure 6.14 Simulated load-deformation curve of the single nail connection in the parallel to grain direction.^ 131 Figure 6.15 Simulated load-deformation curve of the single nail connection in the perpendicular to grain direction.^ 131 Figure 6.16 Comparison of the simulated nail-slip curve to the average test data at intervals of the 1.5 mm slip for the parallel to grain nail connection test (PA test)^ 133 Figure 6.17 Comparison of the simulated nail-slip curve to the average test data at intervals of the 1.5 mm slip for the perpendicular to grain nail connection test (PE test).^ 133 Figure 6.18 Deformation progress at each interval slip for the parallel to grain connection test. Y-directional plastic strain (PA simulation)^ 134 Figure 6.19 Deformation progress at each interval slip for the perpendicular to grain connection test. Y-directional plastic strain (PE simulation). ^ 135 Figure 6.20 Progress of Z-directional plastic strain for the PA connection model with a nail yield stress of a 310 MPa.^ 136 Figure 6.21 Progress of Z-directional plastic strain for the PE connection model with a nail yield stress of 310 MPa^ 137 Figure 6.22 Two-parametric Weibull distribution fit to the parallel to grain nominal foundation modulus. ^ 141 Figure 6.23 Linear relationship between the parallel to grain foundation nominal modulus and the perpendicular to grain nominal foundation modulus. ^ 141 Figure 6.24 Linear relationship between the parallel to grain nominal foundation modulus and the parallel to grain nominal yield strain^ 142 Figure 6.25 Linear relationship between the perpendicular to grain nominal foundation modulus and the perpendicular nominal yield strain.^ 142 Figure 6.26 Approximations of the 5th percentile limit and the 95th percentile curves in the parallel to grain lateral resistance of the single nail connection.^ 145 Figure 6.27 Approximations of the 5th percentile limit and the 95th percentile curves in the perpendicular to grain lateral resistance of the single nail connection. 145 Figure 7.1 Configuration and parameters of the compression loaded bolted connection test analogous to the full-hole embedment test. The 1/d=2, e/d=7 and w/d=4 configuration is shown. 148 Figure 7.2 Bi-sectioned bolted connection model with and without the wood foundation. The 1/d=7 , e/d=7 and w/d=4 configuration is shown.^ 150 Figure 7.3 Comparison of the simulated load-embedment curves between the full-hole FEA and the half—hole FEA, using the wood foundation-based model,for the l/d = 2, e/d = 7 configuration. ^ 152 Figure 7.4 Comparison of the simulated load-embedment curves between the full-hole FEA and the half—hole FEA, using the conventional model (wood material only), for the l/d = 2, e/d = 7 configuration. 152 Figure 7.5 Progress of the Z-directional plastic strain contour for the 1/d=2, e/d=7 half- hole embedment test: the wood foundation—based model (top) and the conventional model (bottom)^ 154 Figure 7.6 Progress of the Z-directional plastic strain contour for the 1/d=2, e/d=7 full- hole embedment test: the wood foundation—based model (top) and the conventional model (bottom).^ 155 Figure 7.7 Comparison of the apparent deformed shapes of the 1/d=5 bolted connection: the wood foundation-based model (left) and the wood material model only (right). ^ 158 Figure 7.8 Progress of the Z-directional plastic strain contour for the 1/d=5, e/d=7 bolted connection: the wood foundation—based model (top) and the conventional model (bottom). ^ 159 Figure 7.9 Progress of the Z-directional plastic strain contour for the 1/d=7 , e/d=7 bolted connection: the wood foundation-based model (top) and the conventional model (bottom). ^ 160 Figure 7.10 Distribution of contact pressure over the wood-to-bolt interface at a deformation of 2.5 mm for the 1/d=5 bolted connection: the wood foundation-based model (top) and the conventional model (bottom). Contact element-CONTA174^ 161 Figure 7.11 Distribution of contact pressure over the wood-to-bolt interface at a deformation of 0.5 mm for the 1/d=7 bolted connection: the wood foundation-based model (top) and the conventional model (bottom). Contact element-CONTA174^ 162 xiv Figure 7.12 Comparison of the predicted load-deformation curves of 12.7-mm bolted connection with aspect ratios of l/d = 2, 5 and 7, and the predicted half-hole load-embedment curve obtained by the wood foundation-based model simulation^ 165 Figure 7.13 Comparison of the predicted load-deformation curves of 12.7-mm bolted connection with aspect ratios of l/d = 2, 5 and 7, and the predicted half-hole load-embedment curve obtained by the conventional model simulation. .. 165 Figure 7.14 Change of material sharing in the total strain energy for the 1/d=2 connection. ^ 167 Figure 7.15 Change of material sharing in the total strain energy for the 1/d=5 connection. ^ 168 Figure 7.16 Changes of material sharing in the total strain energy for the 1/d=7 connection.^ 168 Figure 8.1 The reference test setup by Stefanescu (2000) and the corresponding 3D FE CP-T connection model (units: mm).^ 172 Figure 8.2 A tilted CP-T connection under loading. 0 was the tilting angle. (photo by Stefanescu 2000).^ 173 Figure 8.3 Failure mode; perpendicular to grain tension splitting (photo by Stefanescu 2000).^ 173 Figure 8.4 Failure modes; nail pull-out (left) and CP-T connector in shear (right) (photo by Stefanescu 2000). ^ 174 Figure 8.5 Illustration of the meshed model of the Japanese CP-T joint.^ 175 Figure 8.6 Square wood foundation model overlapped (colored portions)^ 177 Figure 8.7 Wood foundation models: Square foundation model (left) and cylindrical foundation model (right).^ 178 Figure 8.8 Figure 8.9 Comparison of the simulated parallel to grain load-embedment curves between the square foundation and cylindrical foundation models. 3.3-mm diameter nail in Douglas-fir.^ 179 Comparison of the simulated perpendicular to grain load-embedment curves between the square foundation and cylindrical foundation models. 3.3-mm diameter nail on Douglas-fir. ^ 179 Figure 8.10 Definitions of the contact elements and the coefficients of friction.^ 180 XV Figure 8.11 Simulated deformations by the two different loading schemes: 0-tilting angle, (i) and ©- points for displacement measurement.^ 182 Figure 8.12 The Y-directional plastic strain contour for the nails: displacement- controlled loading (top) and force-controlled loading (bottom).^ 184 Figure 8.13 The Y-directional plastic strain contour for the CP-T connector: displacement-controlled loading (top) and force-controlled loading (bottom). ^ 185 Figure 8.14 Progress of the simulated deformation by the displacement-controlled loading scheme. Sectioned views.^ 186 Figure 8.15 Progress of the simulated deformation by the force-controlled loading scheme. Sectioned views.^ 187 Figure 8.16 Simulated load-deformation curve of the displacement-controlled loading method, superimposed on Stefanescu's experimental curves.^ 189 Figure 8.17 Simulated load-deformation curve of the force (pressure)-controlled loading method, superimposed on Stefanescu's experimental curves.^ 189 Figure 8.18 Typical failure types of the three nails penetrating the tenon: nail edge splitting (off) in the side nails and nail end-tearout in the centre nail. ^ 191 Figure 8.19 Simulated deformed shape of the three nail connections in the tenon. The model could not reproduce the edge wood splitting and the nail end-tearout. ^ 191 Figure 8.20 Deformed shaped of the CP-T model modified with the initial edge split of the side nail connections.^ 194 Figure 8.21 Simulated load-deformation curve of the modified CP-T model.^ 194 xvi ACKNOWLEDGEMENTS I wish first to express my deep appreciation to my supervisor, Dr. J. David Barrett, not only for his thoughtful guidance, encouragement and financial support, but also for showing me a good model of scholarly dignity. I would like to thank my advisory committee members, Drs. Frank Lam and Ricardo. 0. Foschi, for sharing their ideas related to my research, and giving me valuable suggestions. Without them, my doubts about the success of the research would never have ended. Indeed, I had originally thought the development of a 3D FE nail connection model was out of the question. At this point, I also thank former committee member, Dr. Helmut G. L. Prion, for his encouragement in my research proposal. Also, I extend special thanks to Dr. J. J. Lee for his encouragement. My thanks are extended to my colleagues and fellow graduate students for their assistance and for all the activities I enjoyed with them. I would like to express my deepest gratitude to my wife, Jiyoung, my son, Sean, and my daughter, Sooah. Jiyoung is given special thanks for all of her love, support and understanding. Also, I thank my parents-in-law for their encouragement and support. In closing, I dedicate this thesis to my parents, Soonuk and Jungja, who have given me their endless love, encouragement and support. xvii CHAPTER 1. INTRODUCTION CHAPTER 1. INTRODUCTION 1.1 Motivation and statement of problem Dowel-type wood connections are widely used in timber construction. This connection often leads to premature failure due to unpredictable brittleness that can occur if the critical stress that evolves in the connection is poorly estimated. Due to the anisotropic strength properties of wood, it has always been a challenge for designers to identify the critical stress and the mode of failure. Currently, the main method for minimizing this catastrophic failure is to adopt design specifications that prescribe minimum edge distance, end distance, connector spacing and member size in the connection. These empirical design specifications have been established mostly through experimental investigations in uniaxial loading tests. However, since output from uniaxial loading tests represents a global load-deformation response, these tests do not provide the fundamental knowledge needed for stress-strain analysis of wood connections. Thus, it has been proposed that the wood connection should be analyzed to determine the three-dimensional stress-strain behaviour. To this end, many attempts have been made to utilize the three-dimensional finite element (3D FE) method in analysis of wood connections. In fact, only 3D FE analysis can produce the entire stress-strain response for the connections. However, as shown in Figure 1.1, the anisotropic, porous and defective material characteristics of wood makes it difficult to construct a wood material model that is suitable for the 3D FE connection model (Patton-Mallory 1996, Moses 2000). 1 CHAPTER 1. INTRODUCTION Figure 1.1 Three-dimensional microstructure of wood. The greatest difficulty in simulating wood behaviour in connections is due to localized wood crushing failure at a contact area between the wood and connector. The crushing behaviour cannot be simulated by simply using general material mechanics based on standard uniaxial loading test-based material properties that represent macroscopic compression behaviour of wood 1 (Foschi 1974, 1977 and 2000, McLain et al. 1983). When a dowel contacts to wood surface under compression the interaction at the contact surface is governed by the wood fibre behaviour rather than by the gross wood behaviour. In this case, the difference of fibre density between earlywood and latewood is also influential in the wood crushing behaviour depending on the direction of loading. This explains why the European yield connection model adopts dowel embedding strengths 1 In this study, the standard uniaxial test-based material properties refer mainly to the modulus of elasticity and yield stress, as determined with the ASTM standard test methods. 2 CHAPTER 1. INTRODUCTION rather than the standard modulus of elasticity or wood compression strengths for the connection design. The difference between the wood compressive behaviour in general compression and in dowel embedding is a major challenge in the development of a 3D FE constitutive model for wood. The conventional 3D FE modeling approach for wood has been to use the orthotropic material model with the standard uniaxial loading test-based elastic constants. When the nonlinear behaviour of wood is considered, the nonlinear stress-strain relationships for the 3D FE material model have been defined using bilinear or multilinear models (Patton-Mallory 1996, Moses 2000). However, due to the characteristics of wood embedment behaviour, the conventional 3D FE models investigated to date have not provided successful simulations of the behaviour of a range of dowel-type connections. Generally, the discrepancy between the predicted and actual behaviour becomes larger as the diameter of a dowel decreases, due to increasing stress concentrations. This explains why many studies using solid finite elements have focused only on bolted connections with a relatively large diameter. Whereas, a solid element model of a small dowel connection, such as a nail connection, have never been attempted, although many one- or two-dimensional finite element models have been developed. The challenge in this study was, therefore, the development of a wood material model that is able to account for dowel-embedment behaviour, in order to model a dowel-type wood connection properly. Since this challenge was the main obstacle to using the 3D FE method as a general analysis tool for dowel-type wood connections, this study was initiated by the goal of overcoming this obstacle and making the 3D FE method a regular tool for studying the behaviour of connections used in timber structures. 3 CHAPTER 1. INTRODUCTION 1.2 Objective and Scope The main objective of this study was the development of a three-dimensional nonlinear finite element (3D FE) model for predicting the behaviour of dowel-type wood connections, including nail and bolted connections, under static loading. Generally, the success of a 3D FE model is governed by the material model. Therefore, the main efforts in this study were directed at developing a wood material model that was able to represent the localized wood crushing behaviour of the wood surrounding a dowel connection. To this end, the following sub-objectives were studied: a) Development of a three-dimensional plasticity-based empirical model for wood. b) Development of a method to model the localized wood crushing behaviour in three dimensions. c) Development of nonlinear 3D FE models of dowel-type wood connections with dowel sizes ranging from nails to bolts. d) Applications of the 3D FE model for selected wood connections. 4 CHAPTER 2. LITERATURE REVIEW CHAPTER 2. LITERATURE REVIEW Although the finite element method has been recognized as the most powerful numerical tool in structural analysis, it has seldom been used for analysis of wood connections, due to the lack of an acceptable wood material model that adequately represents the 3D behaviour of wood. The FE studies of dowel-type connections in literature were mainly limited to bolted connections and, even then, only a few studies using 3D FE models have been reported. In this chapter, the relevant literature is reviewed with a focus on limitations and problems encountered in the FE modeling of wood connections. 2.1 Constitutive model of wood To date, orthotropic material theory has been widely used as the best mathematical description of wood on a 3D macroscopic level (Bodig et al. 1982, Dinwoodie 2000). The orthotropic model includes the assumption that wood is a continuum, regardless of the differences between earlywood and latewood, fibre porosity, and inherent discontinuities, such as knots, pith and ray. The orthotropic model only considers the difference of stress-strain relations according to the longitudinal, radial and tangential directions. The constitutive relationships in the three directions can be determined using the standard uniaxial loading tests. Some appropriate tests are given in the ASTM Standards (ASTM 2003). The linear elastic orthotropic model has been proven to work properly for FE analysis for wood when wood behaves within an elastic range. However, wood material exhibits nonlinear behaviour, for instance, in parallel and perpendicular to grain compression, 5 CHAPTER 2. LITERATURE REVIEW although wood under tension or shear behaves in a more linearly brittle manner. The compressive nonlinear behaviour must be considered when modeling dowel-type connections that show highly nonlinear load-deformation behaviour. The most influential component of this nonlinearity comes from the dowel embedment into the wood in parallel and/or perpendicular to grain compression. In most previous studies, the wood material constants of the orthotropic model have been determined from uniaxial compressive stress-strain relationships. Thus, based on the assumption of the orthotropicity, a more realistic model could be made by incorporating nonlinear stress-strain relationships. In terms of the constitutive model for wood, the nonlinear stress-strain curve could be represented as a linear, bilinear or multilinear curve model. Also, in relation to energy conservation, elasticity-based models and plasticity-based models could be considered. 2.1.1 Elasticity-based model In the 3D FE modeling of wood, the simplest model reported was the linear elastic transversely isotropic model in which the assumption of plane symmetry was added to the orthotropic model. For wood behaviour within the proportional limit, this model produces acceptable results. Teofil (1998) used the transversely isotropic model for wood to study the performance of various mortise and tenon joints using a 3D FE model. Since the main objective of his study was to optimize the geometry of the mortise and tenon joints through a 3D FE parametric study, simulated results within the linear elastic range of the connections were sufficient. However, no consideration of the crushing behaviour for wood-to-wood 6 CHAPTER 2. LITERATURE REVIEW contact resulted in the prediction of stiffer results than were observed in the experimental results. Guan and Rodd (2000 and 2001) developed a 3D FE model for a hollow dowel connection in glued-laminated timber that was locally reinforced by densified veneer wood (DVW). In this connection, the deformation of the timber member could be assumed to remain within the elastic range, because the timber member was sandwiched between the DVW reinforcements and a tube-type dowel connector was used to induce the failure at the connector itself in a ductile manner. This study showed that, if a given connection did not involve too much local nonlinear compression failure, use of the linear orthotropic elastic model for wood may be suitable for a 3D FE connection model. For a general dowel-type connection, however, the nonlinear behaviour of the wood should be taken into account for predicting the full load-deformation response. For these cases, Patton-Mallory (1996) proposed a 3D FE nonlinear material model for wood. Based on the elastic orthotropic model, tri-linear constitutive relations were fitted to parallel to grain compressive stress-strain curves and shear stress-strain curves, which were incorporated into the transversely isotropic elastic material model for modeling bolted connections. The major shortcoming of this tri-linear model was that it needed a process for finding the fictitious material parameters, including Poisson's ratio and break points in the tri-linear curves. If the parameters were not defined properly, negative stiffness coefficients could occur on the diagonal terms of the stiffness matrix, creating a problem in solution convergence. However, it is an interesting model, because it was the first 3D finite solid element nonlinear material model for wood connections. 7 CHAPTER 2. LITERATURE REVIEW In order to trace the nonlinear stress-strain relationship more accurately, function- based method were devised, rather than piecewise linearization methods. Davalos-Sotelo et al. (1992) investigated a two-dimensional incremental-iterative secant stiffness approach. Tabiei et al. (2000) expanded this approach to a 3D nonlinear orthotropic finite element material model for wood. Using power functions of a ratio between incremental- iterative stresses, they developed a model to update the change in modulus of elasticity in order to track the nonlinearity of the stress-strain curve. The model showed good simulations of the uniaxial load-deformation curves in shear and compression, because the nonlinear parameters of the power function were determined from the experimental shear and compression data for the given species. However, with this model, no attempts were made to predict the behaviour of a wood connection, which usually includes a very complex stress state. Also, it is questionable whether this model was free from the occurrence of negative stiffness coefficients that were experienced by Patton-Mallory. Basically, the elasticity-based model is limited in that it can only predict reversible strains. The results of the elasticity-based models can only be justified within the elastic response of the wood. However, in reality, the nonlinear response of wood comes mainly from the permanent deformation of wood fibres, which is a non-conservative and path- dependent phenomenon. Therefore, to overcome the limitation of the elastic model, the development of a plasticity theory-based model was initiated. 2.1.2 Plasticity-based model The most plausible plastic theory applicable for a 3D wood material model is the anisotropic plastic theory. Using this plastic material model, Moses (2000) reproduced Patton-Mallory's 3D FE models of the bolted connections. The material model assumed 8 CHAPTER 2. LITERATURE REVIEW bilinear stress-strain relationships of compression, tension and shear in transverse isotropy. The associative flow rule and work hardening were also assumed. This appears to be the first plasticity-based three-dimensional material model for wood. Kharouf (2001) developed a two-dimensional model, similar to the Moses model, for prediction of the behaviour of bolted connections. These material models used Hill's yield criterion. Theoretically, this yield criterion can be modified to account for differences in yield strength in tension and compression. However, Moses reported that considering these differences made it difficult to satisfy the requirements of the yield criterion, especially for highly orthotropic material like wood (see section 3.1). Thus, by setting tension equal to compression in the stress-strain relationship, only the compression-based plastic model has been implemented in the models of Moses and Kharouf. An ideal plasticity-based model for wood should account for the differences of yield strength and stiffness in tension and compression; however, currently, such a material theory has not yet been explored. The development of a new material theory for wood was not considered in this study. 2.2 Finite element models of dowel-type wood connections Finite element models of dowel-type wood connections can be categorized into one-, two- and three-dimensional models. In terms of the modeling process, the approach to one-dimensional models is quite different from other two because the one-dimensional model does not necessarily need an independent process of constitutive modeling for the wood itself, as should be studied in two- and three-dimensional models. That is, in a one- dimensional model, wood behaviour under a dowel is generally described by a load- 9 CHAPTER 2. LITERATURE REVIEW dowel embedment equation; while in two- and three-dimensional models, the wood material model itself should be capable of predicting the wood behaviour under a dowel. To date, a number of one-dimensional models have been proposed. The salient load- dowel embedment equations can be found in Foschi's exponential model (Foschi 1974), McLain's logarithmic model (McLain 1983) and Hirai's stress-embedment model (Hirai 1991). However, this one-dimensional equation approach is not suitable for inclusion in the solid element model of the connection, because a solid element requires its own 3D material model. The review on FE models of the connections was, therefore, done with the focus on wood material model approaches. 2.2.1 Three-dimensional finite element models of dowel-type wood connections Using 8-node brick elements and a tri-linear material model, Patton-Mallory (1996) developed a 3D FE model of single bolted connections with a 12.7 mm (0.5 in.)-diameter bolt. The connection geometries studied had aspect ratios (l/d = member thickness/bolt diameter) of 2, 5 and 7, and end distance ratios (e/d= end distance/bolt diameter) of 2, 4, and 7. The configuration of the test was actually more like a full-hole bolt-embedment test rather than a single bolted connection test. The model did not include the slip behaviour from the side members, because these members were not considered. In respect to the complexity of modeling, this model had a simple load-transfer path, where loads applied directly at the end of the pin element were transferred to the wood element via contact elements. On this point, Patton-Mallory's model was insufficient to be regarded as a full 3D connection model. However, the analysis gave fairly good agreement between the 10 CHAPTER 2. LITERATURE REVIEW measured and predicted load-deformation curves, although the predicted load- deformation curves were always stiffer than the experimental curves. Based on the Patton-Mallory's bolted connection model, Moses (2000) re-analyzed the same bolted connections using an anisotropic plasticity material model for wood. Moses' model showed improvement in the prediction of the load-deformation curve in the post-elastic region. The models of Patton-Mallory and Moses appear to be the only 3D FE models for wood connection using a nonlinear 3D FE material model for the wood. However, it was found that these connection models could not be used for general application to a broader class of bolted or dowel connections. The wood material models, which they constructed with the standard uniaxial loading test-based material properties, did not work for small dowel connections involving highly localized crushing failure, (for example, failure found in the slip process of a nailed connection). In terms of reality of 3D FE models, as they excluded modeling of side members, the effect of existence of side members on the results could not be assessed. Also, their analyses on the predictions for the load-deformation curves were not based on realistic deformed shapes. Their predicted deformations were different from the observed deformations in the real tests. The evidence was that the predicted deformed shape showed plastic bending of the bolt in the l/d = 2 bolted connection, which should not occur in the connection with the ratio of l/d = 2 as observed in the Patton-Mallory's experimental test (more details on this are given in section 7.3). A full 3D FE connection model including the side members could be found in many composite laminated connection models (Guan et al. 2000 and 2001, Tserpes et al. 2001, 11 CHAPTER 2. LITERATURE REVIEW McCarthy et al. 2005). A full 3D FE model for wood connections, however, does not appear to have been developed yet. Guan and Rodd's hollow-dowel connection model (Guan et al. 2000 and 2001) included solid wood members in their DVW reinforced composite laminates. This connection was a special case for 3D FE modeling, in that the linear elastic orthotropic model worked successfully, because the contribution of the wood members to the total deformation of the connection was relatively small. The special features of this connection design were that DVW resisted most of the dowel-embedding load and that the dowel was hollowed to increase ductility of the connection. From this standpoint, the development of a full 3D nonlinear finite element model for a dowel-type wood connection was still needed for general applications. In particular, the analysis of nailed connections using a full 3D FE models has remained unexplored since the conventional approach to wood material models reviewed did not work for the 3D FE nailed connection model (Hong and Barrett 2006a, 2006b). The major reason for this was that the predicted stiffness behaviour was too high for the dowel-embedding behaviour. More explanations for this are provided in the following section, which reviews 2D FE connection models. 2.2.2 Two -dimensional finite element models of dowel -type wood connections There are two different approaches to two-dimensional finite element models of dowel-type wood connections, depending on the plane concerned (Figure 2.1). One type of model uses a plane parallel to the length of the dowel. This model should predict the lateral slip, the lateral resistance and the withdrawal behaviour in the connection. Previously, most mechanics-based models and FE models for dowel-type wood 12 CHAPTER 2. LITERATURE REVIEW connections were made in this plane, where the behaviour normal to the plane was ignored. The other approach is to develop a model in a plane normal to the length of the dowel, with the assumption of uniform stress across the thickness of wood member when either very thin or very thick wood members can justify neglecting dowel bending. This 2D model has been used to predict the load-deformation behaviour, the effects of a pre- drilled hole, the stress distribution around a dowel, and dowel-embedding behaviour (Tsujimoto et al. 1986, Lessard et al. 1995, Kharouf 2001, Chen et al. 2003). Most of the models in this plane were developed for analysis of the bolted connection. Load Figure 2.1 Planes related to modeling: a plane parallel to the length of the dowel (left), a plane normal to the length of the dowel (right). The plane-dependent limitation to the modeling was that the predicted behaviour on the selected plane did not include any influences from the response in the other plane. This explains why the 3D FE model is needed for the dowel-type connection. Only the 3D model can overcome this limitation. 13 CHAPTER 2. LITERATURE REVIEW For nailed connections, the FE model has been developed only in a plane parallel to dowel length. Most of the 2D nailed connection models employed one-dimensional finite element approximations with the assumption of a beam on nonlinear foundation (Foschi 1974, Erki 1991, Ni 1997, He 2002). Basically, these models were nonlinear spring- based models. A pure 2D FE model, which would use plane elements and an explicitly defined material model, has not yet been developed for nailed connections. The pure 2D FE model has only been studied for bolted connections in a plane normal to dowel length. Chen et al. (2003) did a plane stress analysis for a 16 mm-diameter dowel wood connection, with or without fiberglass reinforcement. This 2D model used two-dimensional tri-node elements and a linear elastic model for the wood. The uniqueness of the model was that they introduced a soft zone for the bolt-embedding area, in order to account for localized wood crushing behaviour. The soft zone was modeled by reducing the original elastic moduli of wood by a factor of 0.5. Although dimensions of the soft zone and the reduction factor of 0.5 were not clearly explained, the general approach took into account dowel-embedment behaviour in the FE model. Using similar model geometry, a 2D FE model with a plasticity-based wood material model was developed by Kharouf (2001). This model can be regarded as a two- dimensional version of Moses' 3D FE model with the assumption of uniform stress along the member thickness. The major criticism of this model is that it gave an unacceptably high initial stiffness for the load-deformation curve. The high stiffness prediction was attributed to the standard uniaxial loading test-based modulus of elasticity (MOE) of wood, which was used for modeling the dowel-embedding region where the model of Chen et al. used the 0.5x MOE for the soft zone. 14 CHAPTER 2. LITERATURE REVIEW Returning to the 3D FE models of Patton-Mallory and Moses, the predicted load- deformation curve showed relatively good agreement when compared with Kharour s 2D FE model predictions, although the 3D FE models used the same standard uniaxial loading test-based MOE values. The reason for this may be found in unrealistic bolt bending in the 3D FE models. Erroneous energy dissipation due to unrealistic bolt bending compensated for the wood crushing behaviour under the dowel, thereby contributing to the matching of the predicted and observed load-deformation curves. However, Kharouf s 2D FE model, did not consider wood crushing behaviour, as Chen et al. (2003) did. Consequently, it is obvious that a prospective FE model of dowel-type connections should take into account localized wood crushing behaviour under the dowel. 15 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD The finite element model chosen for this study uses solid elements to construct the actual shape of a dowel-type wood connection. The key challenge in implementing the model was the development of an appropriate wood material model to represent the complex nonlinear stress-strain behaviour of wood in the region surrounding a dowel- type connector. Since there was no generally accepted 3D FE material model that described the complete nonlinear behaviour of wood, the primary focus of this study was to develop and validate the suitability of a wood material model that could be used to predict the behaviour of dowel-type connections. An "anisotropic plasticity material model" was chosen, and the suitability of the previous models that have been reported in the literature was discussed. 3.1 Elasto-plastic, transversely isotropic material model for wood By accounting for permanent deformation and energy dissipation, the anisotropic plasticity material model has proven to be effective in 3D FE modeling of wood material (Moses, 2000). Bilinear stress-strain relationships were assumed in the three orthogonal directions of compression, tension and shear respectively. Based on each directional compressive constitutive relationship, the same bilinear stress-strain relationships were assumed in tension (Patton-Mallory 1996, Moses 2000, Kharouf 2001, Chen et al. 2003). 16 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD Although introducing the different yield stresses in tension is theoretically possible, it is usually abandoned because it causes a high chance of failing two criteria; the consistency equation and the closed yield surface requirement. Equation [3.1] defines the consistency equation of the anisotropic plasticity model that must be satisfied, due to the requirement of plastic incompressibility. The yield strengths must also be satisfied, in order to maintain the elliptical cross section of the yield surface. Equation [3.2] provides the condition when an elliptical yield surface is defined (ANSYS, Inc. 2006). Details on the anisotropic plasticity model adopted in this study are presented in Appendix A. Basically, the uniaxial yield strengths are interrelated by these the two aforementioned criteria, in theory. This means that all experimental yield strengths are not guaranteed for model application. Ideally, in order to apply the anisotropic plasticity theory for wood, the tensile and compressive yield stresses in the three principal directions should be determined using uniaxial loading tests. For most structural timber, especially, highly orthotropic species such as Hemlock, it cannot be assumed that these raw experimental yield strengths will always meet the criteria throughout the loading history. To overcome this restriction, transverse isotropy was assumed and compressive-based stress-strain relationships were adopted for both tension and compression. These assumptions reduce the number of input parameters from six to two yield stresses for the three principal directions. This assumption also provided practical benefits, in terms of the cost of developing experimental data. 17 Radial (Z) Tangential (X) CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD 6+1 —a-1 ± 6+2 —6-2 + 6+3 —a-3 n= 6+1 6-1^6+2 6-2^6+3 6-3 [3.1] + AL +A3332 — 2( A li A 22 + A 22 A 33 ± A n A 33 )< 0^[3.2] A = K ,^(i= 1, 2, 3) ^ [3.3] 6+1 6_ 1 Where, 6+1 and 6 = yield stresses in tension (+) and compression (-), respectively K = material parameter 3.2 Determination of wood material parameters Figure 3.1 defines the directions and sections in wood that are used to describe wood as an orthotropic material. A bilinear normal stress-strain curve and the relevant material constants in the three principal directions are shown in Figure 3.2. Longitudinal (Y) Figure 3.1 Three principal directions and sections in wood. 18 Tensile a^yield point Tensile Etangent E Compressive E tangent Compressive yield point CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD Figure 3.2 Bilinear normal stress-strain relationships in the anisotropic plasticity model. A generalized 3D FE anisotropic plasticity material model with bilinear stress-strain relationships requires the following 27 material constants: ■ Elastic moduli in X-, Y- and Z-directions. ■ Tensile tangent moduli in X-, Y- and Z-directions. ■ Compressive tangent moduli in X-, Y- and Z-directions. ■ Tensile yield stresses in X-, Y- and Z-directions. ■ Compressive yield stresses in X-, Y- and Z-directions. ■ Shear elastic moduli in XY-, YZ- and XZ-directions. ■ Tangent shear moduli in XY-, YZ- and XZ-directions. ■ Shear yield stresses in XY-, YZ- and XZ-directions. ■ Poisson's ratios in XY-, YZ- and XZ-directions. 19 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD In the wood material model developed here, the assumptions of transverse isotropy and compressive-based stress-strain relationships reduced the number of material constants from 27 to 14. The average values of the tangential and radial material constants were used to represent the perpendicular to grain material constants. The tension material constants were set equal to the compressive constants. The shear material constants were determined theoretically using the functions of the parallel and perpendicular to grain material constants, instead of using purely experimental values. The tangent moduli of compression and shear were calculated by applying the multiplier of 0.01 to the elastic modulus to include work-hardening behaviour. Eventually, this process for determining the material constants required four independent material constants, excluding the Poisson's ratios. The four material constants were the elastic MOE and yield stress in both the parallel and perpendicular to grain directions, respectively. More details on the procedures for determining each material constant are presented in the following sections and summarized in Table 3.1. 20 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD Table 3.1 Procedures for determining the material constants of the 3D FE model for wood and wood foundation. Requisite constant^Direction'^Method of determination Elastic modulus Elastic shear modulus Poisson's ratio Tensile yield stress Tensile tangent modulus Compressive yield stress Compressive tangent modulus Shear yield stress Shear tangent modulus X, Y, Z XY, YZ, XZ XY, YZ, XZ X, Y, Z X, Y, Z X, Y, Z X, Y, Z XY,YZ,XZ XY,YZ,XZ Compression test or dowel embedment test Coupled bilinear constitutive model 2 Average values from the Wood Handbook Equal to compressive properties Equal to compressive properties Compression test or dowel embedment test 0.01 x elastic modulus Coupled bilinear constitutive model 2 0.01 x elastic shear modulus 1 Y=parallel to grain and X=Z=perpendicular to grain. 2 Calculated values by theoretical relationships with the normal material constants. see section 3.2.2 for details. 3.2.1 Modulus of elasticity and the yield stress The connection model developed in this study employed two different sets of wood material constants; one for original wood and the other for a wood foundation that accounts for wood crushing behaviour under a dowel. Accordingly, two different test methods were required to define the MOEs for the corresponding material model. For the original wood material model, ASTM D 143 parallel and perpendicular to grain compression tests were used to determine the conventional MOEs and the associated yield stresses. The moduli for wood foundation material were determined from dowel-embedment tests that conformed to ASTM D 5764 in parallel and perpendicular to grain directions. Both tests provided load-deformation (embedment) curves. In order to determine the modulus and the yield stress, bilinear curve fitting was 21 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD then applied to the experimental stress-strain curves, which was converted from the load- deformation (embedment) curve (Figure 3.3). The tangent modulus was taken as 0.01 times the initial modulus, and the break point of the bilinear curve was chosen as a yield point. The assumption of 0.01 xinitial modulus for tangent modulus may not be reasonable in perpendicular to grain direction since the actual tangent modulus was usually higher than 0.01 xinitial modulus (see Figure 4.15). However, it was found empirically that the use of the same fixed fraction of initial modulus for the parallel, and perpendicular to grain tangent modulus provided good solution convergence beyond the elastic behaviour. Otherwise, the chance of obtaining a solution in an incremental step became very low. 50 45 40 35 (-^30a_ 2 25 17; 20 - 15 10 5 0 0.00 Tangent MOE=0.01xElastic MOE Yield point^—^.114 Elastic MOE x^ Compression test - - - - Bilinear curve fit - - - - 0.01x elastic MOE X Break point 0.00^0.00^0.00^0.00^0.01^0.01 ^ 0.01 strain (mm/mm) Figure 3.3 An example of a bilinear stress-strain curve fitting to an experimental curve; the yield point should be defined at the break point. 22 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD 3.2.2 Elastic shear modulus and shear yield strain Saliklis et al. (2003) developed a theoretical model to estimate the bilinear shear stress-strain curve using known axial material properties. This model can easily be implemented in finite element applications. In the current study, this theoretical estimation of shear constants was used to determine the elastic shear modulus and the shear yield strain for the wood and wood foundation material models. Introduction of the theoretical shear constants to the wood foundation material model was necessary since there was no method to evaluate the wood foundation shear constants under the dowel-embedment testing. Based on Saliklis et al.'s work (2003), the following equations were employed to calculate the theoretical shear constants. 23 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD ■ Initial shear modulus GTL , GLT = AI EL • ET [3.4] 2 . (1+ Vvii, • vLT ) VET • ET^ET GTT = 2 . (1 + V1/77, • VTT )^2 . (1+ v7T ) [3.5] ■ Shear strain ET GTL [3.6](0-o )T(Yy )1L 5 (Ty ) LT = 2 . (ET — (Et)r) \ ( fy )77 =^ (CO) T 2 - (ET — (Et ) T ) 1 Where, L = (subscript) parallel to grain direction (or longitudinal) T = (subscript) perpendicular to grain direction (or transverse) E = Initial modulus; compressive MOE or foundation modulus [MPa] E, = Tangent modulus (0.01 X E) [MPa] G = shear modulus [MPa] v = Poisson's ratio 2/ y = shear yield strain in bilinear shear stress-strain curve [mm/mm] 60 = stress intercept in bilinear normal stress-strain curve [MPa] ET Grr [3.7] 24 CHAPTER 3. THREE-DIMENSIONAL MATERIAL MODEL FOR WOOD 3.2.3 Poisson's ratio Owing to the assumption of transverse isotropy, two independent Poisson's ratios ( vLT and vTT ) and one calculated Poisson's ratio ( vTL ) were required for the wood material model. The independent ratios, vLT and vTT , averaged for transverse plane were taken from the Wood Handbook (Forest Products Laboratory 1999). Using the known vLT , the Poisson's ratio of vTL was determined using Equation [3.8], in order to meet the symmetry requirement for the stiffness matrix. The same Poisson's ratios were used for the wood foundation model. These ratios were assumed to remain constant, regardless of the plastic response. VTL =VLT . (ET / EL) ^ [3.8] 3.2.4A spreadsheet tool for generating a code of wood material model With the six independent wood material constants of MOEs ( EL , ET ), yield stresses ( (0-L y ')^(crT ) y ) and Poisson's ratios ( vLT and vT7' ), all other dependent material constants could be obtained using the procedures shown in Table 3.1. In order to facilitate preparation of the code of the FE material models, a tool was developed using an EXCEL ® spreadsheet. Having received user input for the six independent constants, the spreadsheet was programmed to check the two criteria (Equations [3.1] and [3.2]) up to 50% plastic strain and, then, generate the dependent constants. Finally, the ANSYS material input code was produced for the ANSYS input file. The interface of the spreadsheet is shown in Appendix B. 25 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Compression tests were conducted to obtain compressive MOE and compressive yield stress for the empirical wood material model developed in this study. This chapter describes the experimental compression tests and the model suitability. Emphasis was placed on the effect of the test methods on the determination of the material constants and on the choice of the appropriate material constants for the subsequent FE modeling. 4.1 Compression test 4.1.1 Specimen preparation Three pieces of 105 mm (width) x 105 mm (depth) x 4000 mm (length) dry Douglas- fir (Pseudotsuga menziesii) with average moisture content of 14.5%, were used as the source for compression test specimens (Table 4.1). These lumber specimens were carefully selected to have flat growth rings that were parallel to one of the faces of the specimen. To match sampling for other test programs, including the nail embedment test and the single nail connection test, the same number of compression test specimens were cut from each lumber specimen. The remnants of each sample piece were numbered and saved for other test programs. A typical cutting pattern is illustrated in Appendix C. ASTM D 143 provides primary and secondary methods for determining compression parallel to grain strength properties. The specimen for the secondary method had the dimensions of 25 x25 x100 mm (1 xl x4 in.), whereas the specimen for the primary 26 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION method was 50x50x200 mm (2x2x8 in). In this study, using the secondary method, the 50 x50 x200 mm (1 xl x4 in.) compression specimens were prepared for longitudinal, radial and tangential direction tests (Figure 4.1). Herein, this specimen was called "1 xl x4" specimen. For perpendicular to grain compression, conventional ASTM D 143, 50 x50 x150 mm (2x2x6 in.) test specimens (called "2x2x6" specimen) were also prepared (Figure 4.3). The summary of test specimens is presented in Table 4.2. Table 4.1 Basic mechanical properties of Douglas-fir lumber. Lumber sample number Moisture content* [%] Specific Gravity** [^] Bending MOE** [GPa] 1 14.4 0.481 10.5 2 14.3 0.538 13.1 3 14.5 0.585 14.7 Mean 14.4 0.535 12.8 * Measured by the Delmhorst® 2-pin moisture meter. ** Measured by the Metriguard® 340 E transverse vibration system. 27 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.1 Douglas-fir specimens for the 25 x25 x100 mm (1x1x4 in.) compression tests in longitudinal, radial and tangential direction (from left). 4.1.2 Test methods 4.1.2.1 Parallel to grain compression ASTM D 143 parallel to grain uniaxial compression tests were conducted with the 25 x25 x 100 mm (1 xl x4 in.) prismatic specimen. Deformation measurements were made using a jig with a direct current differential transformer (DCDT) (Figure 4.2). Deformation was measured over a gauge length of 50 mm. A SINTECH test system was used to apply continuous compression loading at the rate of 0.6 mm/min. on a full cross section of the specimen, so that it induced uniform compressive stress over the specimen. 28 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.2 Compression test setup for the 25 x25 x 100 mm (1 xl x4 in.) prismatic specimen. 4.1.2.2 Perpendicular to grain compression Perpendicular to grain compression tests were conducted using a 25 x25 x 100 mm (1 xl x4 in.) specimen in radial and tangential directions. The conventional ASTM D 143, perpendicular to grain compression test was also conducted on a 50 x50x150 mm (2 x2 x6 in.) specimen. For the conventional perpendicular to grain compression test, the load was applied through a 50.0 mm (width) x 63.5 mm (depth) x 50.0 mm (height) (2 x 2.5 x 2 in.) steel bearing block, which provided a loading contact area of 50x50 mm, (4 in. 2) placed at the centre of the specimen (Figure 4.3). The test jig for obtaining deformation included a pivoting rod connected to two perpendicular arms interacting with brackets on opposite 29 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION sides of the steel bearing block. At the far end of one of theses arms, a single DCDT was used to obtain average compression deformation. A SINTECH test system applied the load at a rate of 0.6 mm/min. It should be noted that the conventional perpendicular to grain compression test used a partial contact loading area, which caused non-uniform stress in the specimen and a combined crushing and shear failure at the edges of the steel bearing block. 4.1.2.3 Definitions of compressive MOE and yield stress The load-deformation curve obtained from the experiment was converted to a stress- strain curve for obtaining the MOE and yield stress. The stress and strain were calculated according to Equation [4.1] and Equation [4.2], respectively. A bilinear curve was fitted to the stress-strain curve. The initial slope of the bilinear curve was taken as the compressive MOE, and the stress at the breaking point of the bilinear curve was designated as a yield point (see Figure 3.3). ■ Stress = applied load / loading contact area^ [4.1] DCDT displacement reading • Strain —^ [4.2] original (gauge) length along the center line of loading 30 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.3 The conventional ASTM D 143 perpendicular to grain compression test. 4.1.3 Results and discussion: Material constants of Douglas -fire Table 4.2 summarizes the MOE values and yield stresses obtained from the compression tests for the Douglas-fir specimens. For parallel to grain material constants, the average MOE of 16,900 MPa and average yield stress of 44.2 MPa were obtained from the 1 x 1 x4 compression tests. Compared with the 1 xl x4 tangential compression results, the conventional perpendicular to grain compression test (2x2x6 test) results showed significantly higher MOE and yield stress. The yield stress of the 2 x2x6 specimen (10.3 MPa) was 114% higher than that of the 1 xl x4 specimen (4.81 MPa). If, for comparison, averages of the 2 1 X 1 x4 tests and 2X2 x6 test represent the compression tests using 25 x25 x 100 mm specimen and 50 x50 x150 mm specimen, respectively. 31 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION radial and tangential data from the 1 x1 x4 compression tests were used as the perpendicular to grain material constants, the two different test methods made little difference in MOE (average 832 MPa for the 1x1 x4 perpendicular to grain MOE versus 835 MPa for the 2x2x6 perpendicular to grain MOE). However, there was still a large difference in the yield stress, depending on the test method (average 4.45 MPa for the 1 xl x4 perpendicular to grain yield stress versus 10.3 MPa for the 2x2x6 perpendicular to grain yield stress). Currently, there is no specific ASTM procedure for determining MOE and yield stress in the perpendicular to grain direction. The conventional 2x2x6 ASTM D 143 perpendicular to grain compression test was originally devised for determining standardized compression strength rather than material properties, such as MOE and yield stress. The validity of this test method for determining material properties has, therefore, been challenged due to the non-uniform stress distribution induced by partial contact loading (Korin 1990, Leicester et al. 1998, Madsen 2000, Blass et al. 2004). The major difference between the two test methods arises because of the local crushing and shear failure at the edges of the load bearing block, which always happens in compression test with a partial loading contact area, in the 2x2x6 test. The MOE and yield stress determined from the lx 1 x4 uniformly stressed test specimens produced more valid wood material constants. However, data from the conventional ASTM perpendicular to grain test standard, which has a philosophy that the test method should simulate in-service use as closely as possible, may be more effective for practical applications. It is important to note that the previous nonlinear wood 32 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION material models developed by others (Patton-Mallory 1996, Moses 2000, Kharouf 2001) used the 2 x2x 6 specimens for perpendicular to grain compression to develop the material properties for their models. For comparison purposes, two material models for wood that employed the two different compression perpendicular to grain test data sets were used in this study. Validation studies were then conducted, in order to assess the influence of the choice of material properties on predicted load-deformation behaviour. Table 4.2 Compressive MOEs and yield stresses from the 25 x25 x 100 mm (1 xl x4 in.) test and the conventional standard 50 x50 x150 mm (2x2 x6 in.) perpendicular to grain test for Douglas-fir. Test program Dimension of specimen [mm] Loading direction Repetition* Compressive MOE (coy) [MPa] Yield stress (cov) [MPa] Wood Handbook MOE /Strength [MPa] Parallel to grain compression 25x25x100 Longitudinal 45 16,900 (11.6%) 44.30 (11.4%) 14,900 /50.0 923 4.08 25x25x100 Radial 45 (44.0%) (22.7%) 740 4.81 Perpendicular to grain 25x25x100 Tangential 45 (43.2%) (28.5%) 883 compression mean 832 4.45 /6.0 (45.1%) (27.5%) 835 10.30 50x50x150 Tangential 12 (39.3%) (31.0%) * Fifteen 25x25x100 mm samples and four 50x50x150 mm samples per each lumber specimen. 33 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION 4.2 Validation of FE material model Three-dimensional finite element models for the compression tests were developed using the finite element analysis (FEA) software package, ANSYS ver.8.0. The compressive behaviour of wood observed in the tests was simulated using the wood material model containing the material properties developed in the experimental program. 4.2.1 Wood material models Using two sets of the perpendicular to grain material constants from the 1 x1 x4 test and the 2x2 x6 tests, two wood material models, called "WOOD11" and "WOOD22", respectively, were coded for ANSYS material model inputs 3 . Table 4.3 shows the material constants for the two wood material models, which were established through the process in Table 3.1. Note that the computed shear constants and the computed Poisson's ratio, va , should also be changed according to the perpendicular to grain MOE selected. 3 Note: WOOD 11 properties were developed from the 1 xl x4 specimen only. However, WOOD22 properties included the 2x2 x6 perpendicular to grain compression test data. 34 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Table 4.3 Material constants of 3D FE material model for Douglas-fir. Material constant* WOOD11 WOOD22 Elastic MOE: L [MPa] 16,900 16,900 Elastic MOE: R / T [MPa] 832 / 832 835 / 835 Elastic shear modulus: RL / LT [MPa] 1,740 / 1,740 1,550 / 1,550 Elastic shear modulus: RT [MPa] 301 302 Poisson's ratio: RL 0.018 0.023 Poisson's ratio: LT 0.37 0.37 Poisson's ratio: RT 0.38 0.38 Compressive, tensile yield stress: R / L / T [MPa] 4.5 / 44.3 / 4.5 10.3 / 44.3 / 10.3 Compressive, tensile tangent modulus: R / L / T 8.3 / 169 / 8.3 8.4 / 169 / 8.4 [MPa] Shear yield stress: RL / LT / RT [MPa] 3.2 / 3.2 / 1.3 7.0 / 7.0 / 3.1 Shear tangent modulus: RL / LT / RT [MPa] 17.4 / 17.4 / 3.0 15.5 / 15.5 / 3.0 * L= longitudinal, R= radial and T= tangential. 4.2.2 General description of the 3D FE model for wood compression SOLID45 (from ANSYS, Inc.) is a three-dimensional eight-noded, quadrilateral isoparametric brick element that has three degrees of freedom at each node; and, these elements were used for creating the prismatic wood specimen model and the steel bearing block model. The shape function used for the solid element is given in Equation [4.3]. shape functions, N = 8 (1 ± )( 1 ±7 7)(1 ± ) ^ [4.3] Where, i = node number, 1,2,3,4,5,6,7 and 8 7 7, and 4" = natural coordinate 35 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION In order to simulate real test conditions as closely as possible, the wood compression model included a steel bearing block, and the displacement-controlled loading was defined at the top surface (Figure 4.4, Figure 4.5). This approach was chosen to investigate the capability of the model to simulate the local crushing failure at the steel- to-wood contact zone. Thus, all the contact surfaces between the steel block and wood specimen were modeled with surface-to-surface contact elements (CONTA174 and TARGE170 from ANSYS, Inc.). The coefficient of friction for the contact interface was assigned a value of 0.7, which was generally reported for FE implementation in wood applications (Smith 1983). For the steel material model, elastic-perfectly plastic behaviour was assumed with an MOE of 200 GPa, yield stress of 250 MPa and Poisson's ratio of 0.3. Mesh convergence was identified for all the compression models by checking the convergence of the simulated load-deformation curves through the process of mesh enrichment (or the h- refinement process) (Zienkiewicz et al. 1991). The nodes on the bottom surface of the model were fixed for the boundary condition. Initially, the restraint of the nodes had been applied only in the loading direction (Y- direction). However, it caused rotation of the entire model. Thus, zero-displacements in X- and Z-directions were also set for specific nodes. The additional restraint did not influence the final results. (Note that, herein X-, Y-, and Z-directions are the coordinates of the global coordinate system). For construction of the simulated load-deformation curve, the Y-directional reaction at the boundary nodes was summed; and, the deformation was obtained from the specified Y-directional nodal displacement. For the 1 x1 x4 specimen model, the two nodes at the 36 Fixed top surface nodes of the steel bearing block in X and Z direction only Y A Contact interface Fixed bottom surface nodes in all directions CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION ends of the 50-mm gauge were selected to calculate the contraction within the gauge length. For the 2x2x6 specimen model, the displacement of the centre node on the top surface of the wood specimen was chosen for deformation analysis. Displacement-controlled loading on the surface of the steel bearing block Figure 4.4 Three-dimensional FE model for the 1 x 1 x4 compression test. 37 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Displacement-controlled loading on the surface of the steel bearing block Fixed top surface nodes of the steel bearing block in X and Z direction only 41111k°444%IV%1011 40%%Vitt..040%%%. At%0041%+% %144.0414414111404%4444111•11141+0144 1%111414411+4104Contact interface %11411 4111q4441 % 1141110 41411111kik% 101101111 4411110111%401 11110111 1 %IA 44100 000IS■taa 101111110 -(%1■41011"1 Fixed bottom surface nodes in all directions • Figure 4.5 Three-dimensional FE model for the 2x2x6 compression perpendicular to grain test. 4.2.3 Simulation of the lx 1x4 parallel to grain compression For the parallel to grain compressive load-deformation curve, both material models showed very good agreement with the experimental average bilinear curve (Figure 4.6). However, as expected, the simulated curves showed acute elastic-plastic transition compared to the more gradual experimental transition. As long as the assumption of a bilinear stress-strain relationship was adopted, the acute transition was inevitable. Overall, the deformed shape of the model agreed with the observed deformation. Figure 4.7 and Figure 4.8 show the non-uniform plastic strain contours in the longitudinal direction, including zones with an orientation of 45 degrees from the middle 38 Experiment —Aw. bilinear curve fit --e—WOOD11-3D FEA —e— WOOD22-3D FEA CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION of the specimen. This is a notable finding, because it agreed well with the fact that most of the test specimens failed with a 45-degree failure line (Figure 4.9). In terms of model reality, the boundary condition used in this simulation was "as-is", in that the inclusion of the steel bearing blocks provided the real loading condition for the wood component of the model. The issue of the loading condition has been controversial, because the analysis results vary depending on the assumed boundary conditions in 2D and 3D FE implementation (Tsujimoto et al. 1986, Chen et al. 2003). The as-is condition used here eliminates this kind of issue. 40000 35000 -.±. 30000 -oco 250000_1 a) 20000> co 92 co 15000 0_ Eo 10000 0 5000 0 0.00^0.05^0.10^0.15^0.20^0.25^0.30 ^ 0.35 Deformation (mm) Figure 4.6 Simulated load-deformation curves of parallel to grain compression. 39 ELEMENT SOLUTION STEP=1 SUB =50 TIME=200 EPPLY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.024352 SMN =-.017372 -.017372 -.015442 -.013512 -.011582 -.009651 -.007721 II -.005791-.003861 -.00193 0 I^I I^I I^I I^1 I^I ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 EPPLY^(NOAVG) RSYS=U PowerGraphics EFACET=1 DMX =.023895 SMN =-.017649 -.017649 -.015688 -.013727 -.011766 -.009805 -.007844 -.005883 -.003922 -.001961 0 NM CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.7 Simulated longitudinal plastic strain contour of the 1x1x4 parallel to grain compression using the WOOD 11 model. Figure 4.8 Simulated longitudinal plastic strain contour of the 1x1x4 parallel to grain compression using the WOOD22 model. The upper steel block was omitted. 40 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.9 Compressive failure of the 1 xl x4 parallel to grain specimen. For visibility, excessive load was also applied to the failed specimen. 4.2.4 Simulation of the lx 1 x4 perpendicular to grain compression The simulated load-deformation curve using the WOOD 11 material properties showed good agreement with the perpendicular to grain experimental data (Figure 4.10). The model with the WOOD22 material properties gave good agreement only in the initial stiffness response. The simulated yield load using WOOD22 was too high (6,640 N) compared to the experimental yield load (2,950 N). The different input of the perpendicular to grain yield stress for WOOD 11 and WOOD22 (4.5 MPa and 10.3 MPa, respectively) was directly reflected in the difference of the simulated yield load. The difference of the yield stress influenced the deformation pattern. As shown in Figure 4.11 and Figure 4.12, compared to the WOOD22 deformation of 4 mm, the WOOD11 deformation revealed severe contraction and a slight bulge in the middle of the 41 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION specimen. The deformation based on the WOOD22 material properties tended to buckle rather than bulge out. In fact, the contour of the WOOD22 case, shown in Figure 4.12, could also be found in the WOOD11 contour when the WOOD11 specimen was partially plasticized at a low displacement-load sub-step. Figure 4.13 shows the progress of the plastic contour of the model using the WOOD11 material properties. The higher yield stress input for WOOD22 created the tendency for the specimen to buckle. The WOOD22 deformation seemed to agree with the phenomenological deformation of the real specimen, since most of the test specimens showed the buckling behaviour illustrated in Figure 4.14. However, it was thought that the buckling was due to a crooked grain in the real test specimen, which was not considered in the model specimen. For the tangential test specimen especially, the buckling direction was guided by the arc of the grain along the length of the specimen. This buckling behaviour also explains why the experimental curves of the 1 x 1 x4 perpendicular to grain compression showed inconsistent tails in the post-elastic region with high variability (Figure 4.10). Indeed, the effect of the grain slope has been one of the difficulties in the FE macroscopic modeling of wood. Assuming that, ideally, the grain in the real specimen was straight, the WOOD 11 deformation would be a more realistic pattern than the WOOD22 deformation, because the fully plastic behaviour in the middle of the specimen conformed to a band of crushing wood cells, which is usually observed in wood under uniform compression in the perpendicular to grain direction. 42 8000 7000 2, 6000 l'as 5000 0 (1), 4000 P2 3000 E 0 0 2000 1000 0 Experiment Abe. bilinear curve fit —.—WOOD11-3D FEA —e—WOOD22-3D FEA _J 0.00 0.50 1.00 1.50^2.00 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Use of the WOOD22 material properties was abandoned in subsequent studies, because the high yield stress input turned out to be invalid in the simulated perpendicular to grain load-deformation curve (Figure 4.10). Deformation (mm) Figure 4.10 Simulated load-deformation curves of the 1x1x4 perpendicular to grain compression. ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 EPPLY (NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.160072 SMN =-.062324 !!! M-MM -.062324 -.055399 -.048474 I^I -.041549 I^I -.034625El-] -.0277 I^I -.020775 I^I -.01385 I^I -.006925 0 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 EPPLY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.159723 SMN =- . 043003 -.043003 III -.038225 -.033447 I I -.028669 -.023891 -.019113 I^1 -.014334 I^I -.009556 -.004778 I^I^0 Figure 4.11 Simulated longitudinal plastic strain contour of the 1 xl x4 perpendicular to grain compression at 4 mm-displacement load level using the WOOD 11 model. Figure 4.12 Simulated longitudinal plastic strain contour of the lx1 x4 perpendicular to grain compression at 4 mm-displacement load level using the WOOD22 model. 44 A IW A . 41112 6 I , 0 IV L V A V I W KI kg M il; ^ i i . 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(1) 77i 00 > . -c-71cn d i) ci) tO0t+-■OJDCI)di)0 rf")0bO W V% ^ N a m tm E m e E T A L . lio n z t:;:m W atr * 14 ^ olporm iull" ^ i m a o k l m a t i g a 5 6 "7 1,2 /11:: 45::14, :vA FFr ir f f: N A I K I 7 1 6 : 7 1:17̂ A W A I V A M P ea. u.vem om m ym w m ilim m ■ w eepam m w ...1 ,‘ , , ,x extu n k lem elsw aosw w w w w w w w w w w " - ya k A. w w s 17 1: I1M 1 II LI LI Ill al I [7 L■1 I LI M I ZIM IN1 LW , 1,1 OM k . e n .A 1 1 ..■ ■ •■ 7 1 1 1 .̂ , s A e , r . -11 m ew it. V aN , IvA ingaw alla ,k.v. A + fr , ^ % IL + N M ^ M a l k A IM A # i rIL IM IN IS W Ô IIM PIIIM A IF IV II^ A Z M Y 415”^ M O '^ V ■III N IW IN IM̂ A ger ifrIG IIIIM M IM IW A V A IV IIM IN IM M W ^ . . , m , ^ ? . A . . . , Atiff M W E IZ E ,̂ S A M A I M I l f o w T M ^ 4 1 1 5 1 1 1 1 M W M E M IN IM M IN IIIÎ O i r M 1 A III L̂ t. IrM R M I N I F N M E M I D W A M M I I M I A W I E N Ŵ A I N ' A M I ,717 45 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.14 Actual deformed shapes of the 1 xlx4 radial specimen and the 1 x 1 x4 tangential specimen overloaded. 4.2.5 Simulation of the 2x2x6 perpendicular to grain compression The key focus of this simulation was to model the local crushing failure at the edge of the steel bearing block. Unfortunately, as shown Figure 4.15, both material models did not give desirable load-deformation predictions. The simulated initial stiffness was slightly higher than the tested one. The WOOD11 and WOOD 22 models produced lower yield points that were lower and higher, respectively, than the average bilinear yield point derived from the experimental data. Although the simulated load-deformation curve of WOOD11 could be judged acceptable, the accuracy of the simulation became much less acceptable when compared with the cases of the 1 x 1 x4 compression test, which employed uniform stress loading. It is thought that one of the causes for the poor results may be attributed to the details of the fibre crushing and shear failure process at the edges of the steel bearing block. 46 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Also, the disagreement in the yield point could not be clearly explained. It was assumed that the correct yield stress for this simulation should have been between 4.5 MPa (used for WOOD11 input) and 10.3 MPa (used for WOOD22 input). Therefore, it was concluded that both yield stress inputs for the material models were not appropriate for simulations where wood was subjected to crushing (or bearing) due to partial loading on the wood surface. It has been reported that the apparent perpendicular to grain bearing strength increases as the length of the contact edge of the bearing block on the wood specimen increases (Madsen 2000, Blass et al. 2004). For the FE modeling of the dowel connection, this response must be understood and resolved, because the slip behaviour of the dowel connection always includes this kind of local crushing failure. For deformed shape, the WOOD11 simulation showed quite acceptable results, showing a strong indication of the end split that was observed in a few test specimens (Figure 4.16, Figure 4.17 and Figure 4.19). As in the case of the 1 xl x4 perpendicular to grain compression, the stress contour of WOOD22 in Figure 4.18 showed only the previous contour that the WOOD11 experienced at a low displacement-load sub-step. 47 3.00 0 0.00^1.00^2.00 Deformation (mm) 60000 50000 40000 ±-, -0 30000as0_i 20000 10000 Experiment Ave. bilinear curve fit ---0-- WOOD11-3D FEA --0"-- WOOD22-3D FEA CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.15 Simulated load-deformation curves of the 2x2x6 perpendicular to grain compression. Figure 4.16 Crushed surface of the 2x2x6 perpendicular to grain compression specimen. 48 ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 SY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.101376 SMN =-6682 SMX =1133 -6682 -5814 -4946 -4077 -3209 -2341 -1472 -604.027 264.325 1133 Ell CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.17 Simulated Y-directional stress contour of the 2x2x6 perpendicular to grain compression test at 2.54 mm-displacement-load level using the WOOD11 model. ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 SY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.100332 SMN =-9063 SMX =1893 - 90 63 -7846 -6628 -5411 -4194 -2977 -1759 -542.032 675.241 18 93 Figure 4.18 Simulated Y-directional stress contour of the 2x2x6 perpendicular to grain compression test at 2.54 mm-displacement-load level using the WOOD22 model. 49 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION Figure 4.19 End split failure of the 2 x2 x6 perpendicular to grain compression specimen. 4.3 Conclusions for the wood material model A plasticity-based compressive wood material model for solid finite elements was devised and validated. The procedure for writing the code of the material model used the minimum independent number of material constants. Comparisons of the two candidate models revealed that the material constants should be determined by a uniform stress- based test, such as the 1 x 1 x4 compression test. The ASTM D 143, 2 x2x6 perpendicular to grain compression test was not appropriate for determination of the yield point. For Douglas-fir, both perpendicular to grain compression tests produced almost the same MOE. Thus, where only linear elastic behaviour is concerned and the yield stresses are unnecessary, both tests provide acceptable results. In cases where wood was 50 CHAPTER 4. COMPRESSION TEST AND MODEL VALIDATION subjected to a bearing load on a partial surface, it was found that the wood material model developed here could not properly simulate the local crushing behaviour. Consequently, this remained a major challenge that needed to be resolved in order to advance the 3D FE analysis of dowel-type wood connections. 51 CHAPTER 5. WOOD FOUNDATION MODEL CHAPTER 5. WOOD FOUNDATION MODEL Results in the last chapter showed that the three-dimensional wood material model employing the ASTM standard compression test-based material constants (WOOD1 1 and WOOD22) did not successfully simulate the local crushing behaviour of wood under a partial bearing load. For modeling a dowel-type wood connection, this limitation must be overcome because deformation of the connection is always accompanied by local wood crushing around the dowel. In this chapter, a wood foundation model is introduced that addresses the local crushing around the dowel connector. This wood foundation model was a useful technique for developing a three-dimensional finite element model of dowel-type connections that is applicable for a broad range of connectors, from nails to bolts. The model development started with a nailed connection, due to its importance in structural applications and the complexities of its load-deformation behaviour. The study was then extended to the 3D FE analysis of bolted connections and other applications. 5.1 Problem identification For many designs of dowel-type connectors, the dowel-embedment strength is a critical characteristic governing the connection design. Therefore, if a 3D FE model for the connection behaviour is to be successful, an acceptable material model must be able to simulate dowel-embedment. However, as determined in the previous chapter, the wood material model with the standard test-based material constants does not have the ability to model the local bearing behaviour. 52 CHAPTER 5. WOOD FOUNDATION MODEL In order to study the effect of the material model on the predicted embedment, a 3D FE analysis of nail-embedment parallel to grain behaviour was illustrated. As shown in Figure 5.1, a 3D FE model of the actual nail embedment test was developed (more details on the model development are given in section 5.3.3.2). The test consisted of a 65 mm- length, 3.3 mm-diameter wire nail and a 50 mm (height) x 50 mm (width) x 38 mm (length) Douglas-fir specimen. The WOOD 11 material model was used to predict the load-deformation response. The predicted response overestimated the experimental load-embedment results derived in this study (Figure 5.2). This implies that the WOOD 11 material model was too stiff, and the poor prediction can be attributed to the fact that the material model was not appropriate in the region surrounding the dowel connector (further discussion is given in section 5.3.4.1). To address these inconsistencies, a modified material model was employed that used material constants derived from the dowel-to-wood interaction. This special wood material model is called the "wood foundation (material) model". 53 ANSYS 8.0 ELEMENT SOLUTION OTEP=1 SUB =50 TIME=50 SY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.050006 awl =-47750 SMX =8530 -47750 -41496 ^ -35243 -28990 -22736 -16483 -10230 -3977 2277 8530 t^1 I^I I^IINI CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.1 Three-dimensional finite element analysis for a parallel to grain nail embedment into Douglas-fir block: Y-directional stress. 25000 20000 15000 0 -o —' 10000 5000 Experiment WOOD11-3D FEA 0 0.00^0.50 ^ 1.00 ^ 1.50^2.00 Embedment (mm) Figure 5.2 Comparison of experimental and predicted load-embedment curves based on the WOOD 11 material model. 54 CHAPTER 5. WOOD FOUNDATION MODEL 5.2 Development of the wood foundation model 5.2.1 Rationale To model the load-slip behaviour of nailed connections, Foschi (1974) treated the wood under the nail as a nonlinear foundation. The load-deformation response of the wood was expressed by an exponential function (Equation [5.1]) fit to experimental data that was derived from nail-embedment tests. Basically, the exponential function contains the backbone of a bilinear relationship (Figure 5.3). This implies that, if the backbone load-embedment relationships in the three directions are converted to the corresponding bilinear stress-strain relationships, a material model accounting for the embedment behaviour can be defined using the material model properties provided in Table 3.1. Then, a zone around the nail shank can be defined as the 3D wood foundation. This approach allows the zone around the shank to be modeled as a bilinear wood foundation material model. A three-dimensional conceptual illustration for the wood foundation model is shown in Figure 5. By adopting this approach, a method was devised for determining the requisite material constants for the wood foundation model, including the foundation modulus and foundation yield point. 55 CHAPTER 5. WOOD FOUNDATION MODEL -Kw P=(Po+ Piw)(1— e ) ^ [5.1] Figure 5.3 A load-embedment curve can be converted to a bilinear stress-strain curve, in order to obtain the material constants for the wood foundation model. Elasto-perfectly plastic model Wood foundation material model Wood material model Nodes in bottom surface are fixed in all directions Figure 5. Conceptual illustration for the wood foundation model in the 3D FE nail-embedment model. 56 CHAPTER 5. WOOD FOUNDATION MODEL 5.2.2 Definitions of foundation modulus and foundation yield point 5.2.2.1 Nominal foundation properties The foundation modulus and foundation yield point were defined based on the load- embedment curve from dowel-embedment tests. Firstly, the load-embedment plot was converted to a bilinear load per unit length-embedment curve (Figure 5.4). From this curve, an initial slope and break point between two linear regions were identified. The nominal foundation modulus and nominal yield point were then calculated using Equations [5.2], [5.3] and [5.4]. The equation for the nominal yield stress (Equation [5.2]) is identical to the calculation of dowel-embedment strength in ASTM D 5764. For the nominal yield strain, the units of the yield deformation should be converted to dimensionless units. The diameter of the dowel, which was presumed to be the most important non-material factor governing the local wood crushing behaviour (Equation [5.3]), was chosen to normalize the dimensions of variables involved. Once the yield stress and yield strain were defined, the nominal foundation modulus could be obtained (Equation [5.4]). Then, these nominal properties should be calibrated to the effective foundation material constants, depending on a prescribed volume of the foundation. 57 CHAPTER 5. WOOD FOUNDATION MODEL ^ WY^Embedment (mm) Figure 5.4 Key points in a bilinear load per unit length-embedment plot from the dowel-embedment test. ■ Nominal yield stress of wood foundation, a y (Py I L) p 0/1Pa) ^Y =^ ■ Nominal yield strain of wood foundation, ey WY ^£ Y d =^(rnm I min) ■ Nominal foundation modulus, S S = K= ^ = -- (MPa) W Y EY Where, d= diameter of the nail shank L = length of the wood block P = applied load at the breaking point in the load-embedment curve Py = P = yield load in the load/unit length-embedment curve w = yield deformation in the load/unit length-embedment curve e v = yield strain of the wood foundation [5.2] [5.3] [5.4] 58 CHAPTER 5. WOOD FOUNDATION MODEL 5.2.2.2 Effective foundation material constants The calibrated foundation properties are called the "effective foundation material constants". To convert the nominal foundation properties to the effective foundation material constants, dimensionless calibration factors were introduced into the nominal modulus and nominal yield strain, as shown in Equations [5.5] and [5.6]. Factors denoted by a, (i = parallel to grain, //, or perpendicular to grain, I) were used for calibrating the nominal modulus in the parallel to grain and perpendicular to grain directions, respectively. After calibrating the nominal foundation moduli, a factor,^, was introduced as a locator to find the effective yield point by calibration of the nominal yield strain in each direction. Before these factors could be determined, the size and shape of the foundation must be prescribed. Judgment and trial and error methods were used to determine the appropriate size and shape of the foundation. Based on the prescribed foundation, the factors were determined by iterative runs of the dowel-embedment FE simulation. Starting with the nominal foundation material constants as seed input for the wood foundation material model (factors a, and /3, , were set equal to one), an updating technique was used in the simulation of the load-embedment curves until the predicted curve agreed with the average bilinear experimental curves in parallel to grain and perpendicular to grain directions simultaneously. The optimized factors produced by this process were selected as the final calibration factors. 59 CHAPTER 5. WOOD FOUNDATION MODEL ■ Effective foundation modulus, (S„), (SFE ), — a,. K, ■ Effective foundation yield strain, (EFE ), 1 ( (^ (wY) 6. FE =^=^Y)i13 d 16 Where, i = parallel to grain direction (//) or perpendicular to grain (1) direction a, = calibration factor for the foundation modulus 13, = calibration factor for the foundation yield strain 5.3 Validation of the wood foundation model Originally, the wood foundation model was developed for nail connections. In order to generalize the foundation model, the 3D FE dowel-embedment model was applied to the embedment tests with a wide range of dowel sizes. A database on the embedment test with the range of dowel sizes was created, combining new test data with existing experimental data taken from the literature. This made it possible to validate the model for a range of dowel diameters from 2.5 mm (0.1 in.) diameter nails to 25.4 mm (1.0 in.) diameter bolts, based on embedment tests with Douglas-fir (Pseudotsuga menziesii). New data in this thesis was derived from dowel-embedment tests conducted for 3.3 mm (0.13 in.) diameter nails and 12.7 mm (0.50 in.), 19.1 mm (0.75 in.) and 25.4 mm (1.00 in.) diameter bolts. The existing data were taken from Foschi (1977). The database also contains test data for other species, including Sugi (Cryptomeria japonica), Yellow Cedar (Chamaecyparis nootkatensis) and Western Hemlock (Tsuga heterophylla), [5.5] [5.6] 60 CHAPTER 5. WOOD FOUNDATION MODEL developed by the UBC Wood Mechanics Group (Lam et al. 2004). The 3D FE embedment models for these species were also tested. 5.3.1 Dowel embedment test As shown in Figure 5.5, the wood blocks for the nail-embedment tests were prepared for longitudinal, radial and tangential directions using specimens cut from the lumber described in section 4.1.1. Additionally, wood embedment blocks with a 45-degree ring orientation were prepared to investigate the model's ability of prediction in a non- principal direction. Extension to the bolt-embedment test required additional lumber. A piece of lumber with similar properties (specific gravity (SG) = 0.54, bending MOE = 12.2 GPa and moisture content (MC) = 14.7%) to the three pieces previously used was selected and cut into the specimens for the bolt-embedment tests. Details of the test specimen are listed in Table 5.1. The ASTM D 5764 half-hole embedment test method was selected, because the full- hole test method is not appropriate for nails due to the high likelihood of nail bending. A perfectly fitting half-hole was drilled for the nail on the loaded surface of the wood block, in order to remove any influences of pre-stresses that may have been produced by a smaller half-hole. The dowels were placed on the wood blocks. The test setups are shown in Figure 5.5 and Figure 5.6. For bolts, the diameter of the half hole was 1.6 mm (1/16 in.) larger than the bolt diameter, according to ASTM D 5764. The load was applied through a steel bearing block to the specimen with the loading rate of 0.1 mm/sec. using a SINTECH test system. 61 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.1 Summary of specimen preparation for the dowel embedment test. Dowel diameter [mm] Species Repetitions*[parallel/perpendicular] Size of wood block [WxHxD (mm)]** 3.3-nail Douglas-fir 14(L), 14(R), 15(T), 15(45-degree) 50x50x38 (L, R, T) 50x33x33 (45-degree) 12.7-bolt 19.1-bolt 25.4-bolt Douglas-fir Douglas-fir Douglas-fir 14/15 16/12 20/12 100x50x38 100x76x38 100x50x38 * L = longitudinal, R = radial and T = Tangential ** WxHxD = width x height x depth 62 CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.5 Test specimen and setup for the nail-embedment test. 63 CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.6 Test specimen and setup for the bolt-embedment test. 64 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.2 Generalization of the wood foundation model To investigate relationships between dowel diameter and the foundation material properties, a database for dowel embedment into Douglas-fir was developed for dowel diameters ranging from 2.5 mm to 25.4 mm. The dowel-embedment results included data from Foschi (1977) (Table 5.2). The goal was to generalize the foundation material model by establishing relationships between the dowel diameter and the foundation material properties. For the nominal foundation modulus, a linear relationship with the diameter was found in the parallel to grain direction (Figure 5.7). In the perpendicular to grain direction, the foundation modulus was taken to be a constant of 150 MPa, regardless of the dowel diameter (Figure 5.8). The foundation moduli showed a consistent trend with to the dowel diameter, suggesting that the calibration modulus factors (a,) may be constant over the range of the dowel size. The relationships between the nominal yield strain and the diameter were nonlinear in both directions. However, the relationship in the parallel to grain direction was assumed to be linear since its nonlinearity is mild (Figure 5.9). In the perpendicular to grain direction, it was found that the nominal yield strain became almost constant with diameters of 6.4 mm and larger (Figure 5.10). In fact, for the perpendicular to grain embedment curve, it was hard to define a yield point, because the load-embedment response showed so much nonlinearity in a ductile manner that the linear part in the curve was obscured (see dowel-embedment experimental curves in section 5.3.4). Based on this investigation, the possibility for generalization of the wood foundation model was assured. It is confirmed in the next section. 65 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.2 Nominal foundation properties according to dowel diameter. Shank Diameter [mm] Nominal foundation modulus (//). [MPa] Nominal foundation modulus (1) [MPa] Nominal foundation yield strain (//) [mm/mm] Nominal foundation yield strain (1) [mm/mm] Data source 2.5 390 160 0.123 0.144 Foschi 3.3 430 160 0.098 0.136 Test 4.1 430 150 0.103 0.117 Foschi 6.4 520 150 0.085 0.085 Foschi 12.7 500 160 0.063 0.071 Test 19.1 770 140 0.042 0.079 Test 25.4 990 140 0.031 0.061 Test * // = parallel to grain direction, 1= perpendicular to grain direction 66 CHAPTER 5. WOOD FOUNDATION MODEL 1200 - 1000 - 800 - y = 24.195x + 320.58 R2 = 0.9248 • 25.4 mm bolt 4, 19.0 mm bolt 600 - 400 - • 12.7 mm bolt ■ Foschi's data • Test data Regression 200 - nails 0 0.0^5.0^10.0^15.0^20.0^25.0^30.0 Diameter of dowel [mm] Figure 5.7 Relationship between the nominal foundation modulus and the dowel diameter in the parallel to grain direction. 250 200 = -0.7685x + 159.49 R2 = 0.5743 me_^•• ----___ - -•150 - 100 50 - ■ Foschi's data • Test data Regression 0 ^ 0.0^5.0^10.0^15.0 20.0^25.0 30.0 Diameter of dowel [mm] Figure 5.8 Relationship between the nominal foundation modulus and the dowel diameter in the perpendicular to grain direction. 67 CHAPTER 5. WOOD FOUNDATION MODEL 0.14 0.12 - • y = 0.0001x2 - 0.0071x + 0.1297 E R2 = 0.9683 E 0.10 - E ■ Foschi's data0.08- I- 0.06- • Test data Regression 0.04 - To . 0.02 - E z 0.00 0.0 ^ 5.0^10.0^15.0^20.0^25.0^30.0 Diameter of dowel [mm] Figure 5.9 Relationship between the nominal foundation yield strain and the dowel diameter in the parallel to grain direction. 0.16 y = 0.192x-413516 0.14 ■• R2 = 0.9004 0.12 0.10 ■ • Foschi's data Test data 0.08 ■ • 0.06 • Regression 0.04 0.02 0.00 0.0^5.0^10.0^15.0^20.0^25.0^30.0 Diameter of dowel [in] Figure 5.10 Relationship between the nominal foundation yield strain and the dowel diameter in the perpendicular to grain direction. 68 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.3 Model development 5.3.3.1 Wood foundation and calibration factors The geometry of the wood foundation was defined as a half-cylinder along the length of a dowel. The radius of the half-cylinder was chosen as a multiple of the dowel diameter (d). In this study, the multipliers were selected empirically to be 4.5 for nails and 1.8 for bolts that provided foundation zones enough to accommodate the localized wood crushing failure around a dowel. The corresponding calibration factors were determined using the iterative method introduced in section 5.2.2.2. By calculating the effective foundation properties and applying the procedures in Table 3.1, the full set of the material constants for the wood foundation model was established. For the nail-embedment test, the only data available was for the 3.3 mm-diameter nail. Therefore, using the 4.5 x d foundation, the calibration factors were first identified as a„ =1.7, a1 =0.9, 18 =4.2 and Al =2.8 for 3.3-mm nail embedment in Douglas-fir. It was then confirmed, with simulation, that these factors were appropriate for the 2.5-, 4.1-, and 6.4-mm nail embedment. The factors for 12.7-, 19.1-, and 25.4-mm diameter bolt-embedment test data were determined individually. Then, averages of three sets of the factors were used as the generalized factors for the 1.8xd wood foundation model. It resulted in a =1.50, a1 =0.73, 13 =1.70 and AL =1.63. The individual factors that were determined are described in section 5.3.4.4. Table 5.3 shows the list of the generalized factors determined for the prescribed volume of the foundations. 69 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.3 Generalized calibration factors for the prescribed foundations. Calibration factors Direction For nails [4.5 xcil For bolts [1.8xd] Foundation modulus Parallel to grain, a 1.7 1.50 factor, a i Perpendicular to grain, a1 0.9 0.73 Foundation yield strain factor, /3, Parallel to grain, p, Perpendicular to grain, fil 4.2 2.8 1.70 1.63 70 O"C)O Osn—0 CH APTER 5. W O O D FO UN D ATIO N M O D EL 0 0 e n 5 0 0 (11 0 C r) C,1 6 6 6 O C ) C ) ‘. 1 D 0 ^ 0 0 C7 14- ) 0 0 ^ 0 N LEIN 0 0 0 .^ o o (4)^ 0 0 . D r n ^ M 6 6 c o oRSN1-4 0 0 0 ^ V '1 S 0 0 - c r s 7 1 - 0 e n v- 4^ 6 6 6 0 < = . 1 0 0 0 ‘. 0 ^ 0 0 C I •^ re)^ tfi ^ O ^ r) 0 0 •— ■ ^ 6 6 6 0 0 0 0 S ^ M • z t . k r ) c o M 6 6 6 C h k r ") 0 0 N O 0 1r-- N S kr) N O O ^ 00 c t^ ‘71-^ d ^ v. 6 6 o 0 0 0 N 0 0 5 0 0 ■ 0 C h r n L n c > M r n O 6 6 'C r 0 0 in 0 0 in 0 VS) VS 01 N 71 - C T M 01 - 00 '7 t. 71" 7r. '71" - S •71 -. - 1/4..C; N NO 1 S 1.1- 1^ ICS v-) ,__, 6 N O a) 0) -0^ to .75^ 0 .;-,^ +J cd a)^ a) 7)^ ' ri1^ 7 ^ -o co =^ z^ C.) 4.,^ 0 0-1 a)^ a) .— ,^ ca.n)^ E al + 4 , c Ti , 7 , al tz.., p.,^ .6 -4 — ,^ ,— ,^ '5 "— ' 7 , 0^ ct .,.?,^ >^ -0 ,-. F D) ,__, 7 ^ — H ^ to p -, cil^ .2 ,— ^ = ,_ ) 2 .), P ^,—... s-- E-1^ > -, II`— ' ^ y II CI. II^ 0. II^ ....,^ ,_, ,..—, 0 P4 — .) ^ 0 r=4 )— ^ = 8 71 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.3.2 Model for the dowel embedment test Technically, the creation, boundary condition and analysis method of the 3D FE dowel-embedment model followed the same procedure as used for the wood compression model (see section 4.2.2), except for the inclusion of the wood foundation. Brick element (SOLID45) was used to create the dowel and the wood block. Surface contact elements (CONTA174 and TARGE170) with the coefficient of friction of 0.7 (Smith, 1983) were used for the wood-to-dowel contact interface. The radius of the wood foundation zone was a multiple of the dowel diameter. Figure 5.11 and Figure 5.12 show the dowel-embedment models with the wood foundation geometry. The wood foundation material model was assigned to the solid elements within the foundation. The WOOD 11 material model and the steel material model (MOE = 200 GPa, ay = 250 MPa and v = 0.3) were used for the wood and dowel elements, respectively. For Foschi's 2.5- and 4.1-mm nail-embedment data, it was assumed that the dimensions of the wood block were 50 mm (width) x 50 mm (height) x 38 mm (depth), because the exact dimensions of the wood block were not available. For the 6.4 mm nail- embedment data, a 76 mm (width) x 76 mm (height) x 38 mm (depth) wood block was assumed, so that the block was able to accommodate the 4.5xd foundation geometry (resulted in the half cylinder diameter of 57.2 mm). Generally, if the size of the wood block exceeds the minimum requirements addressed in ASTM D 5764, it is assumed that the size of the block does not affect the results of the dowel-embedment test. The assumed size of the block model in this study met the minimum requirements. 72 CHAPTER 5. WOOD FOUNDATION MODEL For the bolt-embedment model, the geometry of the real-test specimen was used with the 1.8 xd foundation incorporated. In fact, the reason for choosing the multiplier of 1.8 was to accommodate the foundation model within the size of the bolt-embedment wood block. Using parametric modeling, all FE models were re-created from a prototype model (3.3-mm nail-embedment model) by changing the size parameters of the dowel and the wood block geometry. 73 CHAPTER 5. WOOD FOUNDATION MODEL 2.5-mm nail 3 3-mm nail 3.3-mm nail: 45-degree to grain 4.1-mm nail 6.4-mm nail Figure 5.11 Three-dimensional finite element model for the nail-embedment test. (Radius of the wood foundation = 4.5xd). 74 CHAPTER 5. WOOD FOUNDATION MODEL 12 7-mm bolt 19 1-mm bolt 25.4-mm bolt Figure 5.12 Three-dimensional finite element model for the bolt-embedment test. (Radius of the wood foundation = 1.8X0). 75 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.4 Simulation results Three-dimensional finite element simulations for selected dowel-embedment behaviour are presented in the following sequence. The simulated load-embedment curves superimposed on the experimental curves and the three-dimensional deformed shapes will be illustrated. ■ Dowel embedment in Douglas-fir a) 3.3-mm diameter nail (parallel/perpendicular to grain) b) 3.3-mm diameter nail (45-degree-to grain) c) 2.5-, 4.1- and 6.4-mm diameter nail using Foschi's exponential model (parallel/perpendicular to grain) d) 12.7-mm diameter bolt (parallel/perpendicular to grain) e) 19.1-mm diameter bolt (parallel/perpendicular to grain) f) 25.4-mm diameter bolt (parallel/perpendicular to grain) ■ Nail embedment in on Sugi (Japanese Cedar) and Yellow Cedar g) 3.8-mm diameter nail on Sugi (parallel/perpendicular to grain) h) 3.8-mm diameter nail on Yellow Cedar (parallel/perpendicular to grain) i) 3.8-mm diameter nail on Western Hemlock (parallel/perpendicular to grain) 76 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.4.1 Simulation of 3.3-mm nail-embedment test For 3.3-mm nail-embedment simulation, good matching of the experimental and simulated curves in the parallel to grain and perpendicular to grain directions was anticipated, because the process for determining the calibration factors was based on matching these curves as closely as possible (Figure 5.13 and Figure 5.14). For these tests, Foschi's exponential model (Foschi et al. 1977) was used for comparisons. The embedment parameters of the exponential model corresponding to 3.3- mm nail in Douglas-fir were obtained by interpolation between the parameters for the 2.5- and 4.1-mm nails, as instructed in their paper. Equations [5.7] and [5.8] provided the exponential models for 3.3-mm nail embedment on Douglas-fir in the parallel to grain and perpendicular to grain directions. The exponential curves were superimposed on the experimental curves. Good agreement between the Foschi's model and the 3D FE model implied that the same rationale of the Foschi's nail-slip model (Foschi et al. 1977), which used the exponential model for wood foundation, was valid for the three-dimensional finite element model of the dowel-type connection. Simulated deformed shapes also showed good results in the parallel to grain and perpendicular to grain directions. For the real tests, the indentation of the wood by the 3.3-mm diameter nail was not discernable in both directions. As shown in Figure 5.15 and Figure 5.16, the models also predicted plastic strain contour only within a small region. The plastic strain contour simulated by a model without the wood foundation (only WOOD11 material model was applied to whole wood elements) is presented for comparison purposes in Figure 5.17. The apparent contour showed no significant 77 CHAPTER 5. WOOD FOUNDATION MODEL difference from that of the model with wood foundation; but, it gave an invalid load- embedment curve (see Figure 5.2). This justified the use of the wood foundation model in modeling of wood crushing behaviour under a dowel. ■ Foschi's exponential models for 3.3-mm nail-embedment in Douglas-fir (L = 38 nun) -9II.85w Parallel to grain (N): p=[153.10x(1 — e 153'10 ) 1 x L^[5.7] -155.9Iw Perpendicular to grain (N): p=[(37.14+67.21w)x(1—e 37 ' 14 )J x L^[5.8] 78 ^Experiment — — Ave. bilinear curve Foschi's model —41-3D FEA 1.00 1.500.500.00 2.00 8000 7000 6000 5000 z 0 4000 3000 2000 1000 0 CHAPTER 5. WOOD FOUNDATION MODEL Embedment (mm) Figure 5.13 Simulated parallel to grain load-embedment curve of 3.3-mm nail-embedment in Douglas-fir. 8000 - 7000 ^Experiment — — Ave. bilinear cure —A^ Foschi's model —3D FEA 6000 5000z 4000 0 3000 2000 1000 0 0.00 ^ 0.50 ^ 1.00 ^ 1.50 ^ 2.00 Embedment (mm) Figure 5.14 Simulated perpendicular to grain load-embedment curve of 3.3-mm nail-embedment in Douglas-fir. 79 CHAPTER 5. WOOD FOUNDATION MODEL ANSYS 8.0 ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 EPPLY^(NOAVG) ASYS=0 PowerGraphics EFACET=1 DMX =.050001 SMN -.20762 SMX =.023306 -.20762 -.101961 -.156303 -.130645 -.104986 -.079328 -.053669 -.028011 -.002353 .023306 Figure 5.15 Simulated Y-directional plastic strain contour of 3 3-mm nail-embedment in Douglas-fir in the parallel to grain direction. Half of the wood elements are shown. ANSYS 8.0 ELEMENT SOLUTION STEP=1 SUB =30 TIME=30 EPPLY^(NOAVG) ASYS=0 PowerGraphics EFACET=1 BMX =.049995 SMN =-.103529 SMX =.00197 -.103529 -.091807 -.080084 I^I -.068362 I^I -.05664 -.044918 -.033196 I^I -.021474 -.009752I^I^.00197 Figure 5.16 Simulated Y-directional plastic strain contour of 3.3-mm nail-embedment in Douglas-fir in the perpendicular to grain direction. Half of the wood elements are shown. 80 ((,..:7 ANSYS 8.0 ELEMENT SOLUTION STEP=1 SUB =50 TIME=50 EPPLY^(NOAVG) ASYS=0 PowerGraphics EFACET=1 BMX =.050006 SMN =-.183535 UM% =.024209 -.183535 -.160452 -.13737 -.114287 -.091204 -.068122 -.045039 -.021956 El .001126.024209 I^I I^I CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.17 Simulated Y-directional plastic strain contour of 3 3-mm nail-embedment in Douglas-fir in the parallel to grain direction using the WOOD11 model only. Half of the wood elements only are shown. 5.3.4.2 Simulation of the 3.3-mm nail-embedment test in the 45-degree to grain direction The fibre direction and grain angle in the 45-degree embedment-test specimen are shown in Figure 5.18. The grain angle of 45 degrees to the embedding direction involved an unbalanced wood foundation support, due to the directional differences in wood strength properties, as shown in Figure 5.19. This unbalanced support caused the nail embedment to progress in a tilting manner (left in Figure 5.20). In the real test, a spherical bearing in the crosshead was used to accommodate for the tilting behaviour. Thus, for the tested specimens, it was observed that wood crushing failure at the lower end of the tilted nail was always more severe than at the higher end. This tilting behaviour could not be simulated correctly by a displacement-controlled loading method, because it employed uniformly incremental displacement along the nail OR 81 CHAPTER 5. WOOD FOUNDATION MODEL shank. In order to model the tilting behaviour properly, a model run under force (pressure)-controlled loading was required. Figure 5.20 shows the difference in the deformed shapes between the force-controlled loading model and the displacement- controlled model. Only the force-controlled model produced the tilting behaviour properly. The simulated load-embedment curves for the two loading methods, however, were almost identical (Figure 5.21). For the force-controlled case, the displacement data was collected by averaging the two nodal displacements at the tilted ends in the wood elements. For the displacement-controlled case, the centre node in the wood contacting the nail shank was selected to determine the displacement data. The predicted load- embedment curves were judged acceptable, although overall stiffness of the curves was slightly higher than that of the average bilinear experimental curve. Figure 5.18 Grain angle of 45-degree embedment specimen. 82 Fiber direction CHAPTER 5. WOOD FOUNDATION MODEL Displacement-loading or Pressure-loading Figure 5.19 Schematic unbalanced foundation in 45-degree grain angle embedment test. AN^ AN Figure 5.20 Simulated Y-directional plastic strain contour of 45-degree to grain embedment; the force-controlled case (left) showed the tilted embedment of the nail compared to the uniform embedment of the displacement-controlled case (right). 83 z -0 2000co —I 1500 1000 500 0 0.00 0.50^1.00^1.50 Embedment (mm) 4000 3500 3000 2500 ^Experiment —Ave. bilinear curve fit AD— 3D FE-Displacement control —o— 3D FE-Load control 2.00 CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.21 Simulated 45-degree to grain load-embedment curve of 3.3-mm nail- embedment in Douglas-fir. Force-controlled method showed better prediction. 5.3.4.3 Model verification using Foschi's exponential models Foschi's exponential models (1977) for nail embedment in Douglas-fir were reproduced using the 3D FE nail-embedment model. As shown in Table 5.2, the material constants adopted for the 3D FE model could be derived from the embedment parameters of the exponential model published. The exponential models for 2.5-, 4.1- and 6.4-mm nail embedment in Douglas-fir are presented in Equations [5.9] to [5.14]. The 3D FE load-embedment curves superimposed on the exponential curves showed good agreement for the parallel to grain direction models (Figure 5.22). For the perpendicular to grain direction, the 3D FE model showed good agreement in the initial stiffness. However, the post-yield stiffness of the exponential model was always higher than those of the 3D FE model (Figure 5.23). 84 CHAPTER 5. WOOD FOUNDATION MODEL The exponential perpendicular to grain model tended to over-predict post-yield embedment behaviour. It is generally thought that the ultimate strength of the parallel to grain embedment is much higher than that of the perpendicular to grain embedment. However, the exponential model produced similar ultimate strengths in both directions. For example, the 4.1-mm diameter nail-embedment exponential model produced ultimate strengths at a 2-mm embedment (half-diameter embedment) of 180 N/mm in the parallel to grain direction and 178 N/mm. in the perpendicular to grain direction. The perpendicular to grain embedment curves from the 3D FE models predicted the trend of the post-yield behaviour observed in the embedment experimental data quite accurately. Therefore, the discrepancy in perpendicular to grain post-yield behaviour between the exponential model and the 3D FE model was ignored. In Figure 5.24, simulated Y-directional total strain contours for the nail embedment were presented. 85 CHAPTER 5. WOOD FOUNDATION MODEL ■ 2.5-mm diameter nail embedment -386w Parallel to grain (N/mm): p = 120 x (1— e 120 )^ [5.9] -159w Perpendicular to grain (N/mm): p = (34 x 66w)x (1— e 34 )^[5.10] ■ 4.1-mm diameter nail embedment - 434w Parallel to grain (N/mm): p = 182 x (1— e 182 )^ [5.11] - 152w Perpendicular to grain (N/mm)• p = (40 x 6 8 w) x (1 — e 40 )^[5.12] ■ 6.4-mm diameter nail embedment - 524w Parallel to grain (N/mm): p = 282 x (1— e 282 )^ [5.13] - 148w Perpendicular to grain (N/mm): p = (42 x 70w)x (1— e 42 )^[5.14] 86 350 — 300 — E 250 — z -; 200 — a) 150 — Dm 100 — o 50 ..,000,W,e,67e4.447-4-k —GI— 6.4-mm nail —A— 4.1-mm nail 2.5-mm nail 3D FEA 300 — 250 — E z 200 — rn a9 150 — • 100 — 0 — J - 6.4-mm nail —A— 4.1-mm nail 2.5-mm nail •— 3D FEA 50 — 0 CHAPTER 5. WOOD FOUNDATION MODEL 0 ^ ^ 0.0^0.5^1.0^1.5^2.0^2.5^3.0^3.5 Embedment (mm) Figure 5.22 Simulated parallel to grain load-embedment curve of Foschi's nail embedment in Douglas-fir. 0.0^0.5^1.0^1.5^2.0^2.5^3.0^3.5 Embedment (mm) Figure 5.23 Simulated perpendicular to grain load-embedment curve of Foschi's nail embedment in Douglas-fir. 87 CHAPTER 5. WOOD FOUNDATION MODEL Parallel to grain ^ Perpendicular to grain 2 5-mm nail 4 1-mm nail 6 4-mm nail Y Figure 5.24 Simulated Y-directional strain contours for nail embedment in Douglas-fir with 2.5-, 4.1- and 6.4-mm nails in parallel/perpendicular to grain directions. Half models are shown. 88 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.4.4 Simulation of bolt embedment tests As mentioned in section 5.3.2, the individual iterative runs identified the best calibration factors for the 12.7-, 19.1- and 25.4-mm diameter bolt wood foundation models. These factors were listed in Table 5.5. Although the set of the factors listed in the table provided optimized results for the corresponding bolt-embedment simulation, the averages of the three sets of the factors were used for the foundation models because of the generalization of the factors for application to an intermediate diameter of bolt. Simulation results using the generalized factors only are presented here. Overall, the 3D FE model predicted acceptable load-embedment curves in parallel to grain and perpendicular to grain directions. Comparisons of the simulated load-embedment curves with the experimental curves are presented in Figure 5.25 to Figure 5.30. Figure 5.31 shows the Y-directional plastic strain contour of the bolt-embedment tests. Reasonable deformed shapes and strain contours were obtained. The tendency for the wood around the bolt to sink toward the bolt hole in the real test was simulated effectively, particularly for perpendicular to grain embedment. Figure 5.32 shows the comparison of wood crushing deformation for the 25.4-mm bolt parallel to grain embedment and tells how the solid element can simulate the crushing progress. 89 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.5 Individual calibration factors for the 1.8xbolt diameter wood foundation model. Calibration factors Direction Diameter of bolt [mm] Mean calibration 12.7 19.1 25.4 factors Foundation modulus factor, a, Parallel to grain, a, Perpendicular to grain, a, 1.50 0.75 1.50 0.70 1.50 0.75 1.50 0.73 Foundation yield strain factor, A Parallel to grain, /3,, Perpendicular to grain, AL 1.70 1.50 1.70 1.70 1.70 1.70 1.70 1.63 90 2.00 2.500.00 ^ 0.50 ^ 1.00^1.50 Embedment (mm) 25000 20000 ..--. 15000z o —' 10000 ^ Experiment — — Ave. bilinear curve —.-3D FEA 0 5000 12000 10000 8000 z 6000 0 -J 4000 Experiment — — Ave. bilinear curve FEA 2000 0 0.00^0.50^1.00^1.50^2.00^2.50^3.00^3.50 CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.25 Simulated parallel to grain load-embedment curve of 12.7-mm bolt embedment in Douglas-fir. Embedment (mm) Figure 5.26 Simulated perpendicular to grain load-embedment curve of 12.7-mm bolt embedment in Douglas-fir. 91 16000 14000 12000 10000z 8000 co - 6000 4000 2000 0.00^1.00^2.00^3.00^4.00^5.00^6.00 ^ 7.00 0 ^Experiment — — Ave.bilinear curve --6-3D FEA CHAPTER 5. WOOD FOUNDATION MODEL 35000 30000 25000 20000 /- /^---- _____-----,----- —2'^ —,- .--- _----- ,--- ---"1-'-10 CO^ /^'I --':--- O 15000^v_i 10000 5000 0 ^Experiment — — Ave. bilinear curve —4•-3D FEA 0.00 1.00 ^ 2.00 ^ 3.00 ^ 4.00 Embedment (mm) Figure 5.27 Simulated parallel to grain load-embedment curve of 19.1-mm bolt embedment in Douglas-fir. Embedment (mm) Figure 5.28 Simulated perpendicular to grain load-embedment curve of 19.1-mm bolt embedment in Douglas-fir. 92 0.00 1.00 2.00 Embedment (mm) 3.00 4.00 40000 35000 30000 ^ Experiment — — Ave.bilinear curse 3D FEA 25000z D 20000 0 15000 10000 5000 0 16000 14000 12000 10000z -0 8000 0 6000 ^Experiment — — Ave.bilinear curve —3D FEA 4000 2000 0 0.00^1.00^2.00^3.00^4.00^5.00^6.00^7.00 Embedment (mm) CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.29 Simulated parallel to grain load-embedment curve of 25.4-mm bolt embedment in Douglas-fir. Figure 5.30 Simulated perpendicular to grain load-embedment curve of 25.4-mm bolt embedment in Douglas-fir. 93 CHAPTER 5. WOOD FOUNDATION MODEL Parallel to grain ^ Perpendicular to grain 12 7-mm nail 19.1-mm nail 25.4-mm nail Figure 5.31 Simulated Y-directional plastic strain contours for bolt embedment in Douglas-fir with 12.7-, 19.1- and 25.4-mm bolts in parallel/perpendicular to grain directions. 94 ANSYS 8.0 mon,%1119.- 10311 571.00 ****1111 401"* 441411* CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.32 Comparison of wood crushing shape for 25.4-mm bolt parallel to grain embedment test. The simulated Y-directional plastic strain contour is shown (bottom). 95 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.5 Model application to other species The application of the nail-embedment test model to other species was investigated using the generalized calibration factors. The test data for 3.8-mm diameter nail embedment on Sugi, Yellow Cedar and Western Hemlock were selected for simulation (Lam et al. 2004). 5.3.5.1 Model description The test procedure and the 50 mm (width) x 50 mm (height) x 38 mm (depth) wood block with a half hole were same as those used in the study by Lam et al. (2004). However, they used a 3.3-mm diameter hole, which is smaller than the 3.8-mm nail diameter in this study. Therefore, the experimental load-embedment curve contained the effects of initial stresses due to the smaller hole. For the 3D FE embedment model, the effect of the smaller hole was not considered. The model was created to have a perfect fit nail hole. For every species, the material constants were not fully available, especially for yield stress. Thus, the linear elastic model for the wood was assumed. Indeed, it is justifiable because, as found in section 5.3.4.3, plastic deformation outside the wood foundation never occurred in the nail embedment model. Basic material properties for Sugi and Poisson's ratios of Yellow Cedar were not available. Alternatively, since Western Red Cedar (SG = 0.32) has similar mechanical properties to Sugi (SG = 0.38, own data), the mechanical properties of Western Red Cedar from the Wood Handbook were used for the wood material model. Poisson's ratios of Western Red Cedar were assumed for those of Yellow Cedar. Material properties for the linear elastic models of Yellow Cedar and Western Hemlock were obtained from the 96 CHAPTER 5. WOOD FOUNDATION MODEL Wood Handbook. The material constants used for the wood material model and wood foundation material model are summarized in Table 5.6 and Table 5.7, respectively. Except for nail diameter, the generalized calibration factors for the 4.5 xd foundation, as well as the same model geometry, used for the previous model were applied for these simulations. Note that the generalized calibration factors were developed from the dowel- embedment test data for Douglas-fir. Table 5.6 Material properties for linear elastic orthotropic wood material. Sugi** Yellow Cedar W. Hemlock MOE: L [MPa] 9,240 10,800 13,600 MOE: R=T [MPa] 570 590 550 Shear modulus*: RL=LT [MPa] 1,060 1,170 1,250 Shear modulus*: RT [MPa] 200 210 190 Poisson's ratio: RL 0.02 0.02 0.02 Poisson's ratio: LT 0.34 0.34** 0.45 Poisson's ratio: RT 0.44 0.44** 0.41 * Computed modulus ** Not available, properties of Western Red Cedar were used alternatively 97 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.7 Material constants of wood foundation model for Sugi, Yellow Cedar and Western Hemlock. Sugi Yellow Cedar W. Hemlock Foundation modulus: L [MPa] 405 440 490 Foundation modulus: R = T [MPa] 67 120 88 Shear modulus: RL=LT [MPa] 72 97 87 Shear modulus: RT [MPa] 23 41 31 Poisson's ratio: RL 0.06 0.09 0.08 Poisson's ratio: LT 0.34 0.34 0.45 Poisson's ratio: RT 0.44 0.44 0.41 Corn., ten. yield stress : R (=T)^[MPa] 5.60 8.50 5.90 : L^[MPa] 13.70 16.13 16.90 Com., ten. tangent modulus : R (=T) [MPa] 0.66 1.18 0.88 : L^[MPa] 4.05 4.42 4.92 Shear yield stress : RL (=LT) [MPa] 2.90 3.80 2.74 : RL^[MPa] 1.65 2.48 1.75 Shear tangent modulus : RL (=LT) [MPa] 0.72 0.97 0.87 : RL^[MPa] 0.23 0.41 0.30 5.3.5.2 Simulation results Simulated load-embedment curves superimposed on the experimental curves are presented in Figure 5.33 to Figure 5.38. Although the simulated curves using the generalized calibration factors seemed acceptable overall, it was thought that specific calibration factors optimized for individual species may improve the results. Investigation of the specific calibration factors for each species was not conducted. 98 CHAPTER 5. WOOD FOUNDATION MODEL For Sugi, the initial and post-yield slopes of the perpendicular to grain curve were simulated slightly high. This may be due to the fact that the foundation modulus factor, al , of 0.9 and the yield strain factor, f 1 , of 2.8 may be too high for Sugi. Overall, for all species examined in this section, the model analysis showed stiffer parallel to grain post-yield slopes than the experimental slopes. The differences between the experimental and simulated curves may be attributed to the inappropriateness of the calibration factors for the species, and to the fact that the load-embedment test data included the effect of the initially stressed wood around a nail. Related to 3D FE modeling for nail connections, the initially stressed dowel-embedment test, that is, the "in-service condition test", may be regarded more reasonable. At the beginning of this study, it was thought that this initial stress state should be simulated by a model; however, it could not be included in the foundation material model. For this reason, the hole was made to fit perfectly to the diameter of nail in the tests. The issue of the initial stress condition test calls for further study. 99 0.50 1.00^1.50 Embedment (mm) 4000 3 3000 - 2000 - Experiment — — Ave. bilinear curve 3D FEA 0.00 2.00 2.50 7000 - 6000 - 5000 - 1000 0 2.00 2.501.00^1.50 Embedment (mm) z 3000 - 73 Ca 0 -' 2000 - - - Experiment — — Ave. bilinear curve FEA 0.500.00 CHAPTER 5. WOOD FOUNDATION MODEL Figure 5.33 Simulated parallel to grain load-embedment curve of 3 8-mm nail embedment in Sugi. Figure 5.34 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Sugi. 100 ^Experiment — — Ave. bilinear curve 3D FEA 3000 - 2000 - 1000 0 0.00 0.50^1.00^1.50^2.00 ^ 2.50 8000 - 7000 - 6000 z 5000 - -553 4000 - 0 2.501.00^1.50 Embedment (mm) 0.00 0.50 2.00 Experiment — — Ave. bilinear curve 3D FEA CHAPTER 5. WOOD FOUNDATION MODEL Embedment (mmin) Figure 5.35 Simulated parallel to grain load-embedment curve of 3.8-mm nail embedment in Yellow Cedar. 8000 7000 6000 5000 -Fo3 4000 —I 3000 2000 1000 0 Figure 5.36 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Yellow Cedar. 101 - Experiment — — Ave. bilinear curve --•--- 3D FEA Experiment — — Ave. bilinear curve --•-- 3D FEA 0.50^1.00^1.50^2.00^2.50 Embedment (mm) 6000 - 5000 - 4000 - z Fo 3000 - _i 2000 - 1000 - CHAPTER 5. WOOD FOUNDATION MODEL 9000 8000 7000 6000 z 5000 V 4000 3000 2000 1000 0 0.00^0.50^1.00^1.50^2.00 ^ 2.50 Embedment (mm) Figure 5.37 Simulated parallel to grain load-embedment curve of 3.8-mm nail embedment in Western Hemlock. Figure 5.38 Simulated perpendicular to grain load-embedment curve of 3.8-mm nail embedment in Western Hemlock. 102 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.6 Calibration factors for intermediate sizes of wood foundation Determining appropriate size of the wood foundation zone and the corresponding wood foundation material properties was one of the major technical challenges of this work. Relationships between the calibration factors and the size of wood foundation were investigated in detail in order to generalize the wood foundation model with respect to the size of the wood foundation. Wood foundation zones with diameter multipliers (M) of 2.5, 3.0 and 3.5 times diameter of the dowel were selected to construct intermediate wood foundations that had a cylindrical shape. The cylindrical shape provides the simplest shape that would permit modeling of connection deformation in the transverse direction in the wood member (the material properties were assumed to be transversely isotropic). The individual calibration factors (a il , ai , p„ and P1 ) determined for the intermediate foundation were then plotted with the diameter multipliers M, in order to find the relationships between them. 5.3.6.1 Model description A 12.7-mm diameter bolt, which was the middle size of dowel in this study, was selected for the dowel-embedment model. In order to incorporate the largest wood foundation (4.5 x d) into the wood block, the wood block model was created with dimensions of 152 mm (width) x 38 mm (depth) x 76 mm (height). The other details of the model were the same as those described in the previous dowel-embedment models (see section 5.3.3.2). Applying the procedures described in section 5.2.2.2, the individual calibration factors for the intermediate foundation were determined. Table 5.8 shows the final individual calibration factors. 103 CHAPTER 5. WOOD FOUNDATION MODEL Table 5.8 Optimized calibration factors of intermediate wood foundations for a 12.7-mm bolt with Douglas-fir. Calibration factors Radius of wood foundation 1.8 x d* 2.5 x d 3.0 x d 3.5 x d 4.5 x d 1.50 1.50 1.58 1.65 1.75 a1 0.75 0.75 0.80 0.80 0.85 1.70 2.50 2.85 3.15 3.90 18l 1.50 1.60 1.80 1.85 2.10 * d is a diameter of the dowel. The factors for the 1.8 x d wood foundation were taken from the values for the 12.7-mm bolt wood foundation listed in Table 5.5. 5.3.6.2 Simulation results Simulated Y-directional plastic strain contours and load-deformation curves from the respective intermediate wood foundations are shown in Figure 5.39, Figure 5.40 and Figure 5.41. Compared with the results from the 1.8 x d wood foundation model (shown in Figure 5.31), each and all simulation results showed good agreement without any noticeable differences. 104 .4■.... ftlow... ..■■ 4.ftem,^, '..............V.Ipt& 1; e ••■•■...,...1 .."2a21.''', -70:46'4"14%".k•WMik....11i,14 , '........."7..1 1114 .14°,4ftV4 "1"".1...1. .."........... AO* #47wirloti 1100"WI3.0 x d CHAPTER 5. WOOD FOUNDATION MODEL Parallel to grain^Perpendicular to grain 2.5 x d 3.5 x d 4.5 x d Figure 5.39 Simulated Y-directional plastic strain contours for 12.7-mm (d) bolt embedment in Douglas-fir in parallel/perpendicular to grain directions, using the intermediate sized wood foundations. 105 12000 1 0000 - 8000z 13(13 6000 0 4000 - Experiment ^^ 4.5 xd x^ 3.5 xd -+- 3.0 x d -6- 2.5 xd 0^ 1.8 x d CHAPTER 5. WOOD FOUNDATION MODEL 25000 20000 15000 ca -' 10000 Experiment -0- 4.5 x d x 3.5 x d -+- 3.0 x d 2.5 x d -0- 1.8 x d 5000 0 0.00^0.50^1.00^1.50^2.00 ^ 2.50 Embedment (mm) Figure 5.40 Comparison of the parallel to grain load-embedment curves, predicted using the intermediate sized wood foundations. Embedment (mm) Figure 5.41 Comparison of the perpendicular to grain load-embedment curves, predicted the intermediate sized wood foundations. 106 ■■ 1.8 4.5 = 0.2263 x M +1.0776 afi =0.1010xM +1.2871 a, , 0.0391x + 0.6704 CHAPTER 5. WOOD FOUNDATION MODEL 5.3.6.3 Linear interpolation of calibration factors and size of wood foundation Using the values in Table 5.8, the individual calibration factors (a ll , a1 , fl 11 and AL ) were plotted with the diameter multipliers (Al). The relationships between the individual calibration factors and the multipliers showed almost linear. A linear regression model for each calibration factor is provided in Figure 5.42. 5.00 = 0.7884 xilf +0.4076 E 4. 00 Ca CO C 0 3.00 0a 2.00 iB q— c ct 1.00 0.00 0.00 1.00^2.00^3.00^4.00^5.00 ^ 6.00 Multiplier for radius of cylindrical wood foundation, M Figure 5.42 Assumed linear relationships between the radius multiplier and the calibration factors. Under a cylindrical wood foundation, the regression models imply that the stiffness of wood foundation increases and the yield strain decreases in a linear manner with increases in the radius of the wood foundation. Compared with the calibration factors optimized for nails with a 4.5 x d wood foundation, the calibration factors optimized for the bolt with the 4.5 x d wood 107 CHAPTER 5. WOOD FOUNDATION MODEL foundation showed differences (for nails, a il = 1.70, al = 0.90 fill = 4.2 and /31 = 2.8; and, for the 12.7-mm bolt, a ll = 1.75, al = 0.85 AI = 3.90 and /J ^2.10). Although the use of the calibration factors optimized for nails produced acceptable results for the bolt-embedment simulation with a 4.5 x d wood foundation, the accuracy of the results became less than with the use of the factors optimized for the bolt. This confirmed the finding in section 5.3.4.4 that the calibration factors were influenced by the size of dowel diameter. Provided that extensive experiments and simulations were conducted to determine the relationships among the calibration factors, the diameter size of the dowel and the size of wood foundation, more integrative generalization of the calibration factors could be achieved. This may be a good area for future. 108 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS The lateral resistance behaviour of a single nail connection with a steel side plate was simulated using the 3D FE model incorporating the wood foundation concept. The ability of the FE model to simulate the load-slip characteristics of the connection was verified by comparing the simulated results to the experimental findings. To demonstrate the model characteristics, a study was also conducted to assess the ability of the model to predict the statistical variation of the load-slip data for nailed connections. 6.1 Lateral resistance test of the single nail connection For model validation, six lateral resistance tests of a single nail connection with a steel plate were conducted in parallel to grain and perpendicular to grain loading directions. Depending on the loading direction, the test specimen was denoted as PA for the parallel to grain direction and PE for the perpendicular to grain direction. The specimens, PA and PE, were tested with nails driven into the radial surface (R) and the tangential surface (T). Suffixes of "R" and "T" have been used to denote the different cases. The test specimen consisted of a galvanized wire nail hand-driven into a 105 mm (width) x105 mm (depth) x 250 mm (length) Douglas-fir block with a 2.2 mm-thick T- shaped steel plate. The nail used was the Japanese standard ZN65 nail, and the T-shaped steel plate was the standard Japanese steel nail plate with ten pre-bored nail holes, called a CP-T connector. Figure 6.1 shows details of the plate. The CP-T connector with ten ZN65 nails driven in form the traditional Japanese post and beam standard connection. Specifications of the materials used are summarized in Table 6.1. 109 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS The configurations of the lateral resistance tests are illustrated in Figure 6.2 and Figure 6.3 for each direction. For a single nail connection, one test nail was driven into the wood specimen through a pre-bored hole located at the bottom centre of the connector and, in order to link the connector to the moveable crosshead, five nails were driven to wooden spacers through the upper five pre-bored holes. The wooden spacers were used to position the shear plane of the connection to the centre line of the crosshead. The speed of loading was set to 0.1 mm/sec, and one DCDT (direct current differential transformer) was installed on the nail-driven face for the measurement of deformation. Table 6.1 Material specifications of the single nail connection. Component^ Material specifications Wood medium Dry Douglas-fir Specific gravity : 0.535 Dimensions: 105 mm (width) x 105 mm (depth) x 250 mm (length) Japanese standard ZN65 Length : 65 mm Nail^Shank diameter : 3.3 mm Nail head diameter : 7.20 mm Nail head thickness : 1.68 mm Steel plate Japanese standard CP-T connectorThickness : 2.2 mm 110 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 25.3 4.3 2.2 cn O O 11. 0 rn cri 0 O 150.13 Figure 6.1 Specification of Japanese CP-T connector (units: mm). 111 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.2 Lateral resistance test of single nail connection in parallel to grain direction and the corresponding three-dimensional FE model (units: mm). 112 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.3 Lateral resistance test of the single nail connection in the perpendicular to grain direction and the corresponding three-dimensional FE model (units: mm). 113 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.2 Development of the single nail connection model 6.2.1 Model description Figure 6.2 and Figure 6.3 show the three-dimensional finite element models for the single nail connections in the parallel to grain and perpendicular to grain directions. The model consists of three separate parts including the wood, a nail and a steel plate, all of which were generated with solid elements (SOLID45). As the wood foundation model was incorporated into the wood member, the wood elements contained one of two different material attributes. The wood foundation material properties, derived from the 3.3-mm nail-embedment model, were assigned to the 4.5 xd cylindrical foundation zone. Wood material properties (WOOD11) were assigned to the remaining wood elements. Figure 6.4 shows the mesh of the 3D FE single nail connection model. The mesh scheme used for the nail-embedment model was adopted for the connection model. All contact surfaces between the nail, steel plate and wood volumes were modeled by surface-to-surface contact elements (CONTA174 and TARGE170), as shown in Figure 6.5. The coefficients of friction were 0.7 and 0.3 for the wood-to-steel contact interfaces and the nail-to-plate contact interfaces, respectively. The bottom surface of the wood member was fixed for the boundary condition. A tensile load was applied to the end surface of the steel plate. Owing to parametric modeling, the perpendicular to grain model could be easily changed to the parallel to grain model just by modifying the parameters of the member dimension and element coordinate. 114 Wood material model for Douglas-fir (WOOD11) 3.3-mm nail and steel plate 4.5 x d wood foundation model CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.4 Sectioned single nail connection FE model. Figure 6.5 Surface-to-surface contact elements of the single nail connection model. 115 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.2.2 Steel material model and mechanical properties of the nail and steel plate An elasto-perfectly plastic material model was used for the steel materials, which included the nail and steel plate. As the load-slip behaviour of the connection always created highly plastic bending deformation in the nail, accurate mechanical properties were necessary for the steel material model. For nail, the mechanical properties including yield stress (cry t) and Young's modulus (MOE) should be determined through a tensile test (Foschi et al. 1977, Chui et al. 1998). The material properties obtained from a three-point nail bending test would be erroneous, due to non-uniform stress distribution, test machine deformation and partial yielding in the circular cross section of the nail (Chui et al. 1998). Generally, the nail tensile test would be conducted with raw steel wire, which provides sufficient grip length. Unfortunately, a tensile test for the ZN65 nail could not be conducted, because the length of the nail (65 mm) was too short to provide adequate gripping power to create tension failure. Alternatively, the mechanical properties of the nail and the steel plate could be estimated, based on the material specifications and existing values in literature. However, the estimation for the yield stress of the nail was complicated by the fact that data from the literature provided a wide range of yield stresses, which are listed in Table 6.2. Also, the data available from the manufacturer were general specifications of mild steel wire (JIS G 3532, SWM-N). Since the specification could not be relied upon to give an accurate yield stress of the ZN65 nail, a method to determine the yield stress using 3D 116 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS FE analysis (FEA) for nail bending was devised. Determination of the steel properties is detailed in the next section. Table 6.2 Material specification and reference mechanical properties of nail and steel plate. Material^Data source^Material specifications -Manufacturer: Kaneshin Co. Ltd. (in Japan) ZN65^-3.3 mm-diameter zinc-coated (galvanized), Kaneshin company low carbon steel wire for nail -JIS G 3532, SWM-N - Common nail Foschi et al., 1977 *^Diameter [mm]^MOE [GPa]^Gy t [MPa] Foschi, 2000** ^3.50**^200^250 MPa Nail^ 4.06* 200 622 MPa Common steel wire for nail Diameter [mm]^MOE [GPa]^ay t [MPa] ^ 2.78^194 810 Chui et al., 1998^3.17 194^761 3.69^193 711 4.08 193^680 Average^193 741 -Manufacturer: Kaneshin Co. Ltd. (in Japan) -2.2 mm-thick hot-dip zinc-coated steel sheet -JIS G 3302, SGHC-Z27 -3 mm-thick steel plate for Japanese post and beam connector -MOE = 197 GPa - ay t =276 MPa Steel plate CP-T plate Kaneshin company Finckenstein, 1999 6.2.2.1 Mechanical properties of nail The yield stress of the ZN65 nail was determined using 3D FE analysis for three-point nail bending. As shown in Figure 6.6, fifteen ZN65 nails were tested according to ASTM F 1575—Standard test method for determining bending yield strength for nails. Then, the average load-deflection curve from the bending test was obtained for comparison with the 3D FE analysis. Table 6.3 shows the list of some candidate material constants used 117 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS for simulation of three-point ZN65 nail bending. An MOE of 200 GPa was adopted for the analysis. For comparison, a reference yield load of 360 N was used, which was the load at the breaking point of the average bilinear curve fitted to the experimental curves. A yield stress of 517 MPa was identified as the yield stress that produced the best fit to the reference yield load. Figure 6.7 shows all the simulated load-deflection curves using the candidate yield stress inputs. It should be noted that as Chui et al. (1998) mentioned, machine deformation caused discrepancy of the initial stiffness, due to the different displacement- measurements obtained from the crosshead and transducer readings. The load data was recorded only by the load cell. They corrected this discrepancy. Therefore, if the correction was also applied to the bending test data, it was assumed that the experimental initial bending stiffness would match the simulated stiffness. Finally, based on this determination, the elasto-perfectly plastic material model for the ZN65 nail was constructed with a yield stress of 517 MPa, MOE of 200 GPa and Poisson's ratio of 0.3. Also, in order to investigate the effect of yield stress input for the nail material model, simulations with the yield stress of 310 MPa were conducted. 118 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Table 6.3 Steel material constant inputs for 3D FEA of ZN65 nail bending. Data input for FEA:^Predicted bending Experimental Yield stress /MOE ^yield load^yield load Foschi's data (2000) Estimated value (final) Foschi et al.'s data (1977) Chui et al.'s data (1998) 250 MPa / 200 GPa 517 MPa / 200 GPa 622 MPa / 200 GPa 741 MPa / 200 GPa 180 N 360 N 440 N 510 N 360 N 119 ELEMENT SOLUTION ^ ANSYS 8.0 STEP=1 SUB =10 TIME=10 EPPLZ (NOAVG} RSYS=0 DMZ =.08332 SPIN =-.012204 SMX=.012732 U 10 -.012204^-.006662^-.001121^.00442^.009962 -.009433^-.003892^.00165^.007191^.012732 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.6 Three-point nail bending test setup (top) and simulated bending of ZN65 nail with the yield stress of 517 MPa (bottom). 120 0.2^0.4^0.6^0.8^1.0 ^ 1.2 Deflection (mm) Reference ^yield load m •-■ — — — - A YOr /. Test machine deformation __I 600 500 400 z -0 300 0 200 100 0 0.0 Experiment - 741 MPa-3D FEA —e— 622MPa-3D FEA 517MPa-3D FEA - 250MPa-3D FEA CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.7 Load-deflection curve of three-point ZN65 nail bending and trace of 3D FE analysis for the yield stress. 6.2.2.2 Mechanical properties of the CP-T steel plate The CP-T plate was made of hot-dipped zinc-coated steel sheet for common use (JIS G 3302, SGHC-Z27). The sheet steel material had a yield stress of 250 MPa and an MOE of 200 GPa (Steel and tube 2000). Also, Finckenstein's (1999) tensile coupon test for the Japanese post and beam connector (the material specifications were unknown) revealed a yield stress of 276 MPa and MOE of 197 GPa. Thus, the CP-T connector was assumed to have a yield stress of 250 MPa, MOE of 200 GPa and Poisson's ratio of 0.3. 121 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.3 Test results and model validation 6.3.1 Experimental observations for load-slip behaviour of the nail connection All lateral resistance tests of the single nail connection exhibited an abrupt failure by nail-head shear-off. The ultimate resistance, Fmax, and the slip at Fmax are summarized in Table 6.4. Photo images of typical wood crushing failure under the nail are presented in Figure 6.8 and Figure 6.9. The crushing pattern under the nail differed, depending on the surface that was loaded. Noticeably, the slip behaviour of the PAR specimen showed a strong tendency for the nail to crush wood along a layer of earlywood. This phenomenon resulted in a very ductile failure (Figure 6.14) and relatively low ultimate resistance (average PAR; Fmax = 3590 N at 22.1 mm vs. average PAT; Fmax = 4100 N at 11.1 mm). For the CP-T connector, relatively little permanent deformation was observed around the nail hole. The 2.2 mm thickness of the steel plate was sufficient to shear off the nail- head in all tests without severe permanent deformation of itself. These experimental observations were used as comparison points to validate the FE model. 122 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Table 6.4 Lateral resistances of the single nail connections. Loading Nail-driven Specimen Ultimate resistance Slip at Fmax direction surface number Fmax [N] [min] 1PAT 3810 11.1 2PAT 3720 12.8 Tangential 3PAT 4780 9.4 Average 4100 11.1 Parallel to grain 1PAR 3230 33.1 2PAR 3290 19.3 Radial 3PAR 4250 14.1 Average 3590 22.1 Total average 3850 16.6 1 PET 3750 21.7 2PET 4230 9.4 Tangential 3PET 4500 9.6 Perpendicular Average 4160 11.4 to grain 1PER 3700 19.0 2PER 3950 19.7 Radial 3PER 4770 9.1 Average 4140 15.9 Total average 4150 13.7 123 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.8 Localized wood crushing failure in the parallel to grain direction: nail on the tangential surface-PAT (left), and nail on the radial surface-PAR (right). Figure 6.9 Localized wood crushing failure in the perpendicular to grain direction: nail on the tangential surface-PET (left), and nail on the radial surface-PER (right). 124 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.3.2 Simulated results and model validation 6.3.2.1 Simulated deformation Although the macroscopic FE model could not simulate the detailed fibre crushing failures, especially those influenced by earlywood, the overall simulated deformation of the nail connection showed good agreement with the experimental observation (Figure 6.10). In Figure 6.11, the simulated deformed shape of the nail was superimposed on a photo image of the sectioned wood specimen. Although the nail-head shear-off was not predicted by the plasticity-based FE model, the simulated deformed shape of the nail fitted well to the observed embedded wood. The model showed very little permanent deformation around the nail hole of the steel plate. The predicted permanent deformation of the steel plate is presented by the plastic contour plot in Figure 6.12. Simulation of the permanent wood deformation around the nail is shown in Figure 6.13. Compared to the real behaviour shown in Figure 6.8 and Figure 6.9, it was found that the model predicted the wood fibre failures, in terms of plastic deformation of the wood foundation. 125 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.10 Slip behaviour in the parallel to grain direction: experiment (top) vs. simulation (bottom) for the PA test. 126 ELEMENT SOLUTION STEP=1 SUB =90 TIME=45.648 EPPLY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.385660 mot =- .114606 SM.% =.057085 - .114606 MN - .095529® -.076452 -.057376 -.038299 -.019222 r-1^.145E-03 .018932 O .038008 .057085 1^1 I^I I^I I^I CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.11 Simulated deformation of the nail connection was superimposed on the best fit photo image from the real deformation (the PAT specimen). Figure 6.12 Simulated Y-directional plastic strain contour of the steel plate in the PA test. Wood-to-steel plate contact surface view including transparent nail elements. 127 ELEMENT STEP=1 SUB =90 TIME=45. 648 EPPLY^(NOA RSYS=0 PowerGraphics EFACET=1 DMX =.35878 SMN =-2.052 SMX =.818187 -2.052 -1.733 ^ -1.414 ^ -1.095 ^ -.776396 ^ - .45748 ^ -.138563 ^ .180354 ^ .49927 ^ .818187 ELEMENT SOLUTION STEP=1 SUB =75 TIME=46.633 EPPLY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.404384 SMN =-1.27 SMX =1.033 -1.27 -1.014 ^ -.758373 -.502398 ^ -.246423 ^ .009552 .265528 ^ .521503 ^ .777478 1.033 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Figure 6.13 Simulated wood crushing shapes. Y-directional plastic strain contour plots; PA simulation (top), PE simulation (bottom). CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.3.2.2 Load-deformation relationship The simulated load-deformation curves with the nail yield stress of 517 MPa for the connection are superimposed on the experimental curves in Figure 6.14 and Figure 6.15. The simulation with the nail yield stress of 310 MPa was also included. The simulated curves showed good agreement with the average experimental curve overall for both directions of loading, although a large variation of experimental curves was observed. In fact, the average material constants-based model could predict only one average load-deformation curve. Prediction for this variation of curves could not be expected from one material model. However, it was suggested that if a statistical approach was applied to the material modeling, the variation would be partly simulated (a feasibility study of statistical material modeling is presented in section 6.4). The model showed limits to the length of the predicted slip. Over these limits, excessive distortion of certain brick elements was assumed to cause termination of the analysis. However, the predicted load-deformation curves were suitable for analysis or design purposes. Table 6.5 shows a comparison of the simulated lateral resistance to the average experimental results at the slip interval of 1.5 mm. It was intended to verify the model's capability for simulating the slip process. Using the data in Table 6.5, the lateral resistance-slip relationships were plotted, as shown in Figure 6.16 and Figure 6.17. In the early stages of slip, the simulated resistances agreed well with the experimental data in both directions. Then, the curves became more or less 10% higher than the experiments around the slip of 3 mm. The progress of the deformed shape in each direction is illustrated in Figure 6.18 and Figure 6.19. 129 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.3.2.3 Effect of nail yield stress on the 3D FE connection model Adopting a nail yield stress of 310 MPa reduced the connection resistance. The simulation results confirmed that the nail yield stress had a significant effect on the connection resistance. The simulated load-deformation curves with the nail yield stress of 310 MPa revealed the peak loads as 3,150 N at a slip of 7.3 mm for the PA case and 3,260 N at a slip of 7.8 mm for the PE case. The curves then started to drop down. Indeed, it was quite interesting to find that, as shown in Figure 6.20 and Figure 6.21, excessive plastic elongation of the nail elements occurred at the shear plane. This was a rare case and did not happen in other analyses. It was assumed that a state of uncontained plastic flow was occurring, and the plastic flow in the yielded elements was not resisted by any elastic strains (Chen et al. 1988). This was a potential indicator of nail-head shear off Compared to the experimental curves, the simulations using the yield stress of 310 MPa showed premature nail yielding in both directions. It justified the finding that the yield stress of the ZN65 nail should be over 310 MPa, which has been generally used as the common yield stress of mild steel for numerical analysis. 130 6000 ^Experiment-PAT - - - - Experiment-PAR —e^ 3D FEA (with 310MPa) —0-3D FEA 5000 ^ Experiment-PET - - - - Experiment-PER 3D FEA (with 310MPa) 3D FEA 2 4000 - a)0 . co u) 3000 - 10^15 Slip (mm) 0 5 20 25 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 0 ^ 5^10^15^20^25^30^35^40 Slip (mm) Figure 6.14 Simulated load-deformation curve of the single nail connection in the parallel to grain direction. Figure 6.15 Simulated load-deformation curve of the single nail connection in the perpendicular to grain direction. 131 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Table 6.5 Comparison of the lateral resistance of nail connection at a slip interval of 1.5 mm. Test specimen Data Slip (mm) 0.50**^1.50^3.00^4.50^6.00^7.50^9.00 Test average 1310 2240 2780^3240^3490^3620^3730 (N) PA ^3D FEA^ 1510 2240 2840 3500 3880 3990 4050 (N) Ratio**^0.87^1.00^0.98^0.93^0.90^0.91^0.92 Test average^ 875^1810^2440^2850^3190^3480^3700 (N) PE ^3D FEA^ 790 1870 2480 3070 3610 3890 4060 (N) Ratio**^1.11^0.97^0.99^0.93^0.88^0.89^0.91 * Initial slip point, comparable. ** Ratio= Test average/3D FEA. 132 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 4500 4000 3500 3000 2500 2000 1500 1000 500 0 z a)0a) .u) (7) 7°2a) ca —e— Test average 3D FEA 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 Slip (mm) Figure 6.16 Comparison of the simulated nail-slip curve to the average test data at intervals of the 1.5 mm slip for the parallel to grain nail connection test (PA test). z a) 4500 4000 3500 3000 a)11) 2500 a) 2000 7,2a) 1500 1000 500 0 —e— Test average 3D FEA 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 Slip (mm) Figure 6.17 Comparison of the simulated nail-slip curve to the average test data at intervals of the 1.5 mm slip for the perpendicular to grain nail connection test (PE test). 133 E•4-EE ^ a o m . CH A PTER 6. TH REE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O N N A IL CO N N ECTIO N S1 3 4 CH A PTER 6. TH REE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O N N A IL CO N N ECTIO N S tEn LF)N Liq E 135 Ecp 111111 1 11111111 111111111 1111111 IM O 11111111 1111111111 W N W 4111111 4111111111 1 1 1 1 1 R a n a p e e n 41118uti - * u m * m a di O m 1 . . 1 1 n ow n o w I m . u n n u • s am m m ikin su oP _ M m • pilm im um •m m o tim m isim m or 2 IM M O 11111111111 11111111111 IM M O 1111111111 111M1111 111111011 1111110 1111MME 41E1111 41111 1111 1 11 111;11111111 11111111 IR W IN 111111/11111 liffinn 411111/111 Q U M 11111111Uf 111111111 W NW / M i Raw m m ilm l ^ m ourn: . . . . 0 ^M M M E fl n u m am m o 1/1/1111 [H im 1 nano u mi Ilu m lim n I 111111 .1111111111 41111111 1, 41/111/11 iih n u t * N W a l t *a l I 'Ja w IO W / / tf, 1 f . 14.- .. ,= .------.. 0 .0 1 1 1 1 1 1 1 1 1 ein i0 1 0 M 1 1 1 m m illird n In u • • • s 111 • • . 11 4 1 1 1 m ..m s Vi digardi EO EOLf5 C H A PTER 6. TH R EE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O N N A IL C O N N EC TIO N S136 EOoi 1111111111 ; 1 11111 1 AM / — — .0.mrartior o a rm i 11111111111111111 ■ •••IA IU M IO R IN IM ■ II 1p: ^ - EO • EO O E 137 CH A PTER 6. TH REE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O N N A IL CO N N ECTIO N S CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6.4 Feasibility study on the statistical 3D FE material model Generally, the material constants used for the 3D FE nail connection model are the major factors determining the simulation response. If the material constants were treated as random variables, the random variation in the lateral resistance of the nail connection could be predicted using the 3D FE nail connection model. The method of correlated random variable generation could be used to predict the variation of the material properties. By applying this method to determine the independent material constants, including MOE and yield stress, a random 3D wood material model or a random 3D foundation material model could be constructed. This method required, however, a long time to run the 3D FE models that needed to obtain statistical results on a common personal computer. Instead, using linear relationships among the independent variables, a feasibility study on the statistical analysis for lateral resistance of the nail connection was conducted. 6.4.1 Approximation of 95 th and 5 th percentile foundation material model Using a linear regression method, linear relationships among the foundation moduli and the yield stresses were established from the nail-embedment test data. Then, by selecting the Nth percentile parallel to grain modulus from the 2-P Weibull distribution fit, the required dependent material constants were determined using the linear relationships and the selected modulus. Finally, using the procedures for calculating the material constants (Table 3.1), the N th percentile foundation material model was established. 138 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Using this linear regression material model, the 5 th and 95 th percentile lateral resistances of the single nail connection were estimated through the 3D FE nail connection model. A 2-parameter Weibull distribution was fitted to the test data for the nominal parallel to grain foundation modulus (Figure 6.22). From this distribution, the 5 th and 95 th percentile nominal moduli were identified as 232 MPa and 619 MPa, respectively. Then, the linear regression model (Equation [6.1]) relating the parallel to grain nominal foundation modulus and the perpendicular to grain nominal foundation modulus was used to determine the corresponding perpendicular to grain nominal foundation modulus (Figure 6.23). The computed perpendicular to grain nominal foundation moduli determined were 82 MPa for the 5 th percentile and 218 MPa for the 95 th percentile. Nominal yield strains in each direction were also estimated by the linear regression models established between the nominal foundation modulus and the nominal yield strain: parallel to grain Ey 5th = 0.142 and E y 95th = 0.026 by Equation [6.2]; and, perpendicular to grain E y 5,h = 0.163 and E y 95th = 0.122 by Equation [6.3]. These linear relationships are shown in Figure 6.24 and Figure 6.25. 139 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS = 0.3529 x S [6.1] E^= —0.0003 x S +0.2115 [6.2] Ey± = —0.0003 x S1 + 0.1878 [6.3] Where, S. Nominal foundation modulus [MPa] Ey,=. Nominal yield strain i = Parallel to grain (//) or perpendicular to grain ( 1 ) Applying the generalized calibration factors of the 3.3-mm diameter nail to these four nominal material constants, the effective foundation constants were determined. Then, the corresponding wood foundation material model was derived by the procedures of Table 3.1. The full set of constants for the 5 th and 95 th percentile material models is summarized in Table 6.6. 140 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 1.00 0.90 0.80 0.70 -Q 0.60 0 0.50a^ is 0.40 0.30 U 0.20 0.10 0.00 Scale: 475 shape: 4.15 • Experiment ^ 2P Weibull fit, • 0.05 ♦ 0.95 0 ^200^400^600^800 Nominal parallel to grain foundation modulus [MPa] Figure 6.22 Two-parametric Weibull distribution fit to the parallel to grain nominal foundation modulus. m ^0 a 300 250 • • • ^a CI) Ua 150 • â co • .• • • • c_E0 Z c0 100 50 .i • y = 0.3529x R2 = 0.3179 0^200^400^600^800^1000 Nominal parallel to grain foundation modulus [MPa] Figure 6.23 Linear relationship between the parallel to grain foundation nominal modulus and the perpendicular to grain nominal foundation modulus. 141 0.2000 0.1800 0.1600 0.1400 0.1200 0.1000 0.0800 0.0600 ^ 0.0400^y = -0.0003x + 0.2115 0.0200^R2 = 0.7563 E E ""-È E-2 U) -0 To-E0z • • 0.25 -E- 0.20 E E 0.15 U) -0 0.10 Ta 0.05 0.00 ^ •^y = -0.0003x + 0.1878 R2 = 0.3321 • • • • • •^•• • . 4'1 • • • •• • CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 0.0000 0^100^200^300^400^500^600^700^800 Nominal foundation modulus [MPa] Figure 6.24 Linear relationship between the parallel to grain nominal foundation modulus and the parallel to grain nominal yield strain. 0 100^200^300^400 Nominal foundation modulus [MPa] Figure 6.25 Linear relationship between the perpendicular to grain nominal foundation modulus and the perpendicular nominal yield strain. • 142 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS Table 6.6 Fifth percentile and 95 th percentile foundation material model for 3.3-mm diameter nail connection with Douglas-fir. Material constant 5th percentile foundation model 95th percentile foundation model Elastic modulus: L [MPa] 395 1050 Elastic modulus: R = T [MPa] 74 197 Elastic shear modulus: RL = LT [MPa] 74 196 Elastic shear modulus: RT [MPa] 26 71 Poisson's ratio: RL 0.069 0.069 Poisson's ratio: LT 0.37 0.37 Poisson's ratio: RT 0.38 0.38 Compressive, tensile yield stress 4.3 8.58 : R (=T) [MPa] 13.3 6.46 : L^[MPa] Compressive, tensile tangent modulus 0.73 1.96 : R (=T) [MPa] 3.95 10.52 : L^[MPa] Shear yield stress 2.14 4.28 : RL (=LT) [MPa] 1.29 2.58 : RL^[MPa] Shear tangent modulus 0.73 1.96 : RL (=LT) [MPa] 0.26 0.71 : RL^[MPa] 6.4.2 Simulation of the Nth percentile lateral resistance of the single nail connection Based on the 3D FE nail connection model developed in section 6.2.1, the average constants-based foundation material model was replaced by the N th percentile foundation material model. For the wood material model, the WOOD 11 model was used without any changes. Then, the nail connection model was executed to obtain the 5 th and 95 th percentile resistances of nailed connections. 143 CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS The simulated percentile load-slip curves are superimposed on the experimental curves in Figure 6.26 and Figure 6. Although the simulation for the 5 th percentile resistance of the PA was terminated at a deformation of 4.8 mm, the percentile curves could predict the range of the variation reasonably well in each direction. The linear regression foundation material model had the shortcoming that, since it involved only the deviation of the parallel to grain nominal foundation modulus, variations of other material constants, such as the perpendicular to grain modulus and the yield strains, could not be reflected accurately into the material model. However, the predictions using the linear regression model provided quite acceptable results. The feasibility study concluded that, if the requisite statistical representations of the test data were provided and the dependent material constants were generated by a more sophisticated technique involving correlations amongst the multiple variables, the full range of variation of the resistance of the nail connection may be obtained. 144 0 10^15 Slip (mm) 5 20 25 ^ Experiment-PET - - - - Experiment-PER —B— 95th% FEA --0^ 5th% FEA CHAPTER 6. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF NAIL CONNECTIONS 6000 5000 _^"1 • ^Experiment-PAT - - - - Experiment-PAR --lb— 95th% FEA --)K— 5th% FEA 0^2^4^6^8^10 ^ 12 ^ 14^16 Slip (mm) Figure 6.26 Approximations of the 5th percentile limit and the 95th percentile curves in the parallel to grain lateral resistance of the single nail connection. Figure 6.27 Approximations of the 5th percentile limit and the 95th percentile curves in the perpendicular to grain lateral resistance of the single nail connection. 145 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS For bolted connections, many studies based on FE models have been conducted. The 3D FE studies by Patton-Mallory (1996) and Moses (2000) were considered the most relevant to this study; therefore, these models were used as references for the development and verification of the bolted connection model, which has been created with the wood foundation model in this work. The referenced conventional models used only the standard uniaxial loading test- based wood material properties for the 3D FE wood material model. In this chapter, the simulated response of bolted connections from the wood foundation-based model and conventional models are compared and discussed. 7.1 Preliminary knowledge Patton-Mallory (1996) developed a 3D FE bolted connection model to evaluate the interaction of the connection end distance (end distance/bolt diameter, e/d) and the aspect ratio (thickness/bolt diameter, l/d) with a 12.7-mm (0.5 in.) diameter bolt in Douglas-fir. The definition of geometric parameters and the configuration of the bolted connection test are reproduced in Figure 7.1. Later, Moses (2000) extended Patton-Mallory's bolted connection model by introducing an anisotropic plasticity material model. The Moses model showed an almost identical load-deformation prediction to Patton-Mallory's results but with improvement in the predicted post-yield behaviour. Patton-Mallory's simplified bolted connection test had an analogous configuration of the standard test method for full-hole dowel-embedment strength given in the EN 383 146 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS (European Standards) or ASTM D 5764-97a full-hole test method. These standard test methods specify the dimensions of the wood block, so that the bending deformation of the dowel should be minimized during the testing. Patton-Mallory's test configuration with l/d = 2 and e/d = 7 corresponded to the full-hole embedment test, except for the width of 3 xd (w/d = 3). For the l/d = 2 and e/d = 7 test, she reported that no significant permanent bending of the pin was observed, and the load-deformation curve from the tension/compression-loaded bolted connection test was slightly stiffer than the curve from the half-hole embedment test. This slight difference between the full- and half-hole tests was also observed by Pope et al. (1995), who compared the bolt embedding strengths obtained from the EN 383 full- hole test and the ASTM half-hole test. For 12 mm (0.47 in.) diameter bolt embedment on European Whitewood/Redwood and Iroko, they reported the full-hole test produced a parallel to grain embedding strength that was an average of 4% higher than that obtained from the ASTM half-hole test. In the current study, therefore, based on the 12.7-mm bolt half-hole embedment test data (see section 5.3.4.4), the ability of the model to represent the difference in the embedding strengths for the two different test procedures was used as the main criterion for the validation of the bolted connection model. Three geometries of the 12.7-mm bolt full-hole embedment models with l/d = 2, 5 and 7 and a constant ratio of e/d = 7 were studied using the wood foundation model; and, the corresponding l/d = 2 half-hole embedment model was created. Additionally, a model without the wood foundation, which was analogous to the conventional bolted 147 Thickness Width w A A Bolt diameter End distance e Hole diameter D p II CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS connection model that employed only the standard test-based material properties, was included in this study for comparison purposes. Figure 7.1 Configuration and parameters of the compression loaded bolted connection test analogous to the full-hole embedment test. The 1/d=2, e/d=7 and w/dr--4 configuration is shown. 148 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 7.2 Model description As shown in Figure 7.2, two different 3D FE models for full-hole embedment or bolted connection were created. The model without the wood foundation was the conventional model that employed only a wood material model — WOOD11 (Patton- Mallory 1996, Moses 2000, Kharouf 2001). In order to accommodate the 1.8xd prescribed wood foundation, the width of the wood block (W) was set as 4xd. This was the same width as the Pope et al. (1995) specimen. The length of the protruding bolt from the wood member was set to 9.5 mm (0.375 in.), according to the referenced models. The bolt-hole diameter was 1.6 mm (1/16 in.) larger than the bolt diameter. The displacement-controlled compression loading was applied on both end surfaces of the bolt. All nodes on the bottom end surface of the wood were fixed. The WOOD 11 material model and the wood foundation material model employed in the 12.7-mm dowel-embedment study were used. For the bolt material, an elasto- perfectly plastic model was assumed with the yield stress of 310 MPa (45 ksi) and MOE of 200 GPa (29x10 6 psi), as given in the referenced models. The surface-to-surface contact element was defined as the wood-to-bolt interface with the coefficient of friction of 0.3. 149 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS Wood material model only ^ Wood foundation-based model Figure 7.2 Bi-sectioned bolted connection model with and without the wood foundation. The 1/d=7 , e/d=7 and w/d=4 configuration is shown. 7.3 Simulation of the 1/c1=2 configuration: Full- vs. Half-hole embedment According to the findings by Pope et al. (1995) and Patton-Mallory (1996), the 3D FE model for the 1/d = 2 and e/d = 7 configuration must represent no significant plastic bend in the bolt and the similarity of load-embedment curves from the full-hole/half-hole test procedures. Simulation of a 12.7-mm bolt half-hole embedment in a 25-mm (1 in.) thick Douglas- fir specimen gave the maximum linear embedding linear strength of 410 N/mm. Compared to 420 N/mm from the 38-mm (1.5 in.) thick average experimental linear 150 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS embedding strength (section 5.3.4.4), the simulated curve for the 25 mm-thick embedding test was assumed to be the reference curve for comparisons of the l/d = 2 configurations. 7.3.1 The discrepancy and similarity of the full- and half-hole embedment tests As shown in Figure 7.3, the wood foundation-based model successfully represented the discrepancy and similarity of the full- and half-hole embedment tests. It showed that, at 2.5 mm deformation, the simulated full-hole embedding strength (11,000 N) was 8% higher than the reference half-hole embedding strength (10,200 N). A stiffer curve was also identified in the full-hole simulation. These simulated results agreed well with the behaviour observed by Pope et al. (1995) and Patton-Mallory (1996). The conventional model (wood material model only), however, did not represent the observed behaviour. Compared to the reference curve, any simulated curves based on the conventional model could not be acceptable. More importantly, the simulated half-hole embedding strength (34,000 N at 2.5 mm) was much higher than the full-hole strength (22,000 N at 2.5 mm). This higher stiffness of the simulated load-deformation curves has been a major problem in conducting 3D FE analysis for wood connections, as observed by Kharouf (2001) and Chen et al. (2003). The higher stiffness curves were attributed to the highly stiff foundation under the bolt. This justified the introduction of the wood foundation model. The stiff foundation of the conventional model also affected the deformation process, so that it resulted in unrealistic deformed shapes. The deformed shape of the model will be examined in the next section. 151 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 12000 10000 8000 z 1:3a/ 6000 0 4000 2000 0 -e- Full-hole FEA -A- Reference curve 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Deformation (mm) Figure 7.3 Comparison of the simulated load-embedment curves between the full-hole FEA and the half-hole FEA, using the wood foundation-based model, for the l/d = 2, e/d = 7 configuration. 35000 30000 25000 2- 20000 co 0 15000 -e-- Full-hole FEA -A- Half-hole FEA Reference curve 10000 5000 0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Deformation (mm) Figure 7.4 Comparison of the simulated load-embedment curves between the full-hole FEA and the half-hole FEA, using the conventional model (wood material only), for the l/d = 2, e/d = 7 configuration. 152 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 7.3.2 Deformed shapes of the bolt embedment model Figure 7.5 and Figure 7.6 show the progress of permanent deformation for the full- and half-hole embedment tests, respectively. For both embedment tests, permanent bending in the bolt should not occur, since it did not happen in the experiments. For the half-hole embedment test, both models reasonably simulated the progress of the embedment behaviour without plastic deformation in the bolt (Figure 7.5). For full-hole embedment, the conventional model, however, represented unrealistic plastic bending in the bolt, while the wood foundation-based model did not produce any plastic deformation in the bolt (Figure 7.6). It proved again that the wood compressive MOE from the standard test provided a stiffness that was too high for the wood-to-bolt contact. Accordingly, it caused significant permanent bending of the bolt. Indeed, the analysis results from the conventional model should be regarded as misleading, because it was based on the unrealistic deformation. In three-dimensional FE analysis, special attention should be paid to the fact that, in some cases, despite unrealistic simulated deformation, the predicted and experimental load-deformation curves may show good agreement. Successful 3D FE analysis must be accompanied by verification of the deformed shape. 153 EE COTDCO OECoU)OO -o E0 CH A PTER 7. TH REE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O F BO LTED CO N N ECTIO N S —o U)O —oa)COcoD _o0-000 154 U) .46,•■■■■*111 4 .11 . 4 '1 ■ 4 1 *-40,,,774igsrS11- I b h , .41111164■ U)0 II O M N B 11F M n il M I X u 4111101M Illterra 1111 11■4■ M A C M ito s b -.■ N S a lt M t n m m illtr io n n i 1 1 1 1 rn ie IIIIM E M I _ M u ll I W I IM M O 1 1 IM O 11111M IN M a g i II 1141" it, M IR IIIIIIIIIII# ' % A im ° 11110111•, ■ ....^ N i i p 11■■■ 411111M M Erm A r ■ 4 114111111111 4. 7 A i■ Iitird id a l■ 11■410. U)0 CH A PTER 7. TH REE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O F BO LTED CO N N ECTIO N S C0T.)0Coa)CoE00 0N 155 0Ea)nsLI=COC000 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 7.4 Simulation bolted connection: 11d=5 and Ild=7 7.4.1 Deformed shape of bolted connections For bolted connections with 1/d=5 and 7, both models revealed plastic hinge formations at the centre of the bolt and plastic deformation in the wood foundation at the end supports of wood, as shown in Figure 7.8 and Figure 7.9. This deformation behaviour conforms to Patton-Mallory's experimental observations. Although the apparent deformed shapes of the two different models looked similar, as shown in Figure 7.7, the plastic strain contour plots revealed the differences in the deformation. It was found that the conventional models produced a larger gap at the middle of the contact interface between wood and bolt, due to bolt bending. For the l/d = 7 connection, the difference in the gap formation was obvious. The difference in the gap formation was attributed to the difference in stiffness of the wood under the bolt. A bolt on a stiff wood foundation was subject to bending rather than bearing. Figure 7.10 and Figure 7.11 show comparisons of contact pressure on the wood- to-bolt contact interface. The distributions of the contact pressure revealed that the bolt on the stiff foundation in the conventional model deformed like a simply supported beam. Especially for the 1/d=7 connection (Figure 7.11), even at the small deformation of 0.5 mm, the conventional model showed no contact pressure in the middle region of the bolt. This means that the simulated deformation by the conventional model was governed mainly by the bolt's plastic bending. Finally, it was concluded that the wood of the conventional model was too stiff; therefore, the plastic deformation of the bolt dominated the total deformation of the 156 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS connection, and the contribution of the wood to the total deformation was small. This conclusion is confirmed in more detail in the following sections, using comparisons of the load-deformation responses and strain energy analysis. 157 C H A PTER 7. TH R EE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O F B O LTED C O N N EC TIO N S nub al1.^ ...-,,...r.,.„ ,...,,„ .4. . 4F7t ; ":" -:--- - - - . „ ^ Z PM.i....^ gkii.M. II R in akim ', ;IR O N it 1 i l m p o 110.......,, 7 01 .0......n,.......m m uni 111II i INW EEN11111111;111111 erm ■I■el■w m tei .2.— M it N o■iism ou rim ram m ,adititaimirmir.. 14 .1 : = = in immigNimmi ...................= I IE INRP I F H N IIIIII fa■11•1 li IM IIIIIIIIM ANI 111 I I TO M E= igi IN i l i n 1 1 1 1 Jill MIME i isarse 111111111111111114 111111111111 a smenzmuil 1 UM arm = 'Neirawipm wraim epair i nisesaaw m m Ek ■Ram it rAdterO geatinpittim ialipm ■■■ w . lim ealpitit'*&- --,01 ostuir-45. . .---Atw iii■ N 11 M tli lai 111 16"- - 4 I I I I I I I F - -_, . , - ■ bi 1 II-. -1 IN . . - __ -. ■ him..■. . --411 ^I I I k li a i■ ••‘ N M & M ia la ro a ffit M N nit 4 p . II^ '10/2.^ a ■JEM P "'W ON '..ftifir ON ^ Ake 11. C ^ I r ^ ILZI1111111 .....,...... ............. 111111M.:.,„111, vik l E O M 111^ m in i ,.11====antas to=7.-, ,1 1 1 1 M aile tw1111111 1111111111111111111111111111111 IIIM EIM ENNIIIII j legifilliM elffil ............ .. . ......... ..,..,........,........... .....,„............„, . 6. , „..... .„,..„...... ,..r.„,......„......... ..„,,...,-.„,,........,. .... ..„.„._,^ ,.„.......... ........._......0 ..------04---.., 1,...,4. .. ....,- -......... i^.....,..,.,_„.......... 158 LF) ILfl 0 CH APTER 7. TH REE-D IM EN SIO N AL FIN ITE ELEM EN T M O D EL O F BO LTED CO N N ECTIO N S C0N0IT) -00E--(13a)E -o00 159 TDo ) -oCl)C0C cu000 a1 C H A PTER 7. TH R EE-D IM EN SIO N A L FIN ITE ELEM EN T M O D EL O F B O LTED C O N N EC TIO N S NO000 C0TI)OEEO a U M W W M IIIIIIM P IN IM 11111►11►►1111►111 if E III► ► ► M IN IE M M O = W IW I I- IN11111111111111 01111111111101111111111 tE rtio n iv N M mw.4*1111110.4V all■ 11 ■ M ■ .4 1 0 .1 6 .----O M M ■ 111111 usioneam s nosiiiitipmiss IIIIM N IN IM IN IIIIIIIkidEM II llIN N I► ► M M Ill IM ► N IC H I► IE 111111110011111111111 M P a i Ilio► W IIIIH ww, --tui mi 0 o i aim . 111111 IIIIIIIIM IN W S IIIIN N IO M III M IN IM IN EW IN I 11111►1111►11NEM 1111111111110 111111MI 111111111101111III E 111111111aNN► MBI -^ Lo 11(111110M I► I N ^ ° vam m v*IIM P404■■ M in n a 101.-41 411- 14- 4 lim w s, g 160 0 34 956^4 6608 40782^52434 11 652^23304 5826^17478^2 9130 ELEMENT SOLUTION STEP=1 SUB =75 TIME=75 /EXPANDED CONTPRES (NOAVG) RSYS=0 DMX =.105417 SMX =52434 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS ELEMENT SOLUTION STEP=1 SUB =72 TIME=70 /EXPANDED CONTPRES (NOAVG) RSYS=0 DMX =.102895 SMX =23958 4.--^-1111.111111. 5324^10 648^15 972 ^ 212 96 2 662^7 98 6^13310 18 634^23 958 Figure 7.10 Distribution of contact pressure over the wood-to-bolt interface at a deformation of 2.5 mm for the //d=5 bolted connection: the wood foundation-based model (top) and the conventional model (bottom). Contact element-CONTA 174. 161 ELEMENT SOLUTION AN 6 STEP=1 SUB =17 TIME=15.012 /EXPANDED CONTPRES (NOAVG) RSYS=0 DMX =.021733 SMX =10077 223 9 447 9 6718 8 957 1120 335 9 55 98 7837 10077 ELEMENT SOLUTION STEP=1 SUB =17 TIME=17 /EXPANDED CONTPRES (NOAVG) RSYS=0 DMX =.021891 SMX =33172 AN CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS REIMMEMEMINEIMMIL 0^7371^14743^22114^2 948 6 3 68 6 ^ 11057^1842 9^25800^33172 Figure 7.11 Distribution of contact pressure over the wood-to-bolt interface at a deformation of 0.5 mm for the 1/d=7 bolted connection: the wood foundation-based model (top) and the conventional model (bottom). Contact element-CONTA 174. 162 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 7.4.2 Load-deformation relationship The predicted load-deformation curves of the bolted connections with aspect ratios of l/d = 2, 5 and 7 and the predicted half-hole embedment curve are plotted in Figure 7.12 and Figure 7.13. The conventional model produced almost the same load-deformation curves, regardless of the aspect ratio; whereas, the wood foundation-based model gave a distinctly different load-deformation curve for the l/d = 2 connection. In terms of the European yield model (EYM), although there was no side member, under the wood foundation-based model, the yield mode of the l/d = 2 connection corresponded to Mode I — yield governed by crushing of wood fibres in the main member. For the yielding in the l/d = 5 and 7 connections, Mode IV — yield governed by formation of two plastic hinges in the bolt at each shear plane — could be assumed, because the yield model for Mode IV is not affected by member thickness. In other words, Mode IV yield occurs regardless of the aspect ratio. The yield modes predicted by the conventional model were Mode IV for all aspect ratios. This could not be true for the l/d = 2 connection or the full-hole embedment, because the plastic hinges of Mode IV should not happen in the full-hole embedment test. It was concluded that, as employed in the conventional model, the MOE from the standard uniaxial loading test for wood should not be used as the material constant for modeling wood crushing behaviour under a dowel, because the wood stiffness under the dowel would be too high. 163 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS Owing to the success of the wood foundation model for simulating the yield by Mode I, it was recognized that, if a side member was incorporated into the model, prediction of the European yield mode may be possible. This may be a good area for further study. 164 16000 14000 12000 —e-1/d=2 FEA -f— I/d=5 FEA —A-1/d=7 FEA —A— Embedment FEA 10000z -0 8000 0 -J 6000 4000 2000 0 0.00^0.50^1.00^1.50^2.00^2.50^3.00 Deformation (mm) 35000 30000 25000 —e-1/d=2 FEA —1-1/d=5 FEA ---6-1/d=7 FEA Embedment FEA 20000 as 3 15000 10000 5000 0 0.00^0.50^1.00^1.50^2.00^2.50^3.00 Deformation (mm) CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS Figure 7.12 Comparison of the predicted load-deformation curves of 12.7-mm bolted connection with aspect ratios of l/d = 2, 5 and 7, and the predicted half-hole load- embedment curve obtained by the wood foundation-based model simulation. Figure 7.13 Comparison of the predicted load-deformation curves of 12.7-mm bolted connection with aspect ratios of l/d = 2, 5 and 7, and the predicted half-hole load- embedment curve obtained by the conventional model simulation. 165 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS 7.4.3 Share of wood and bolt in total strain energy of the connection As mentioned in section 7.4.1, the two different models showed quite different characteristics in load-deformation responses, although the deformed shapes appeared similar. In order to clarify this difference, strain energy analysis was conducted, for the wood and bolt separately, at each sub-step of the solution. By investigating the changes of the respective share in total strain energy of the connections, the different characteristics were explained. For the l/d = 2 connection, the wood foundation-based model showed that the share of the wood in the total strain energy was over 90% at all the connection deformation levels (accordingly, the share of the bolt was less than 10%), as shown in Figure 7.14. This share was evident, because most of the deformation occurred by wood crushing under the bolt. The conventional model, however, showed a different pattern. At the initial level of the deformation, the total strain energy was dominated by wood crushing. Then, the reverse occurred at the connection deformation of 0.91 mm: the bolt's share became larger than that of the wood. The final strain energy in the bolt was 65%. This indicated that bolt bending became dominant and wood deformation became small in the overall deformation of the connection. This should not happen in the l/d = 2 connection. For the l/d = 5 and 7 connections, it was noted that the wood foundation-based model showed that the sharing reversed in the l/d = 5 connection only, although the two different models produced almost the same load-deformation curves as assumed by Mode IV yielding (Figure 7.12 and Figure 7.13). That is, the conventional model showed 166 CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS similar curves with similar sharing patterns for the l/d = 5 and 7 connections; whereas, the wood foundation-based model produced similar curves but with different sharing patterns (Figure 7.15 and Figure 7.16). Indeed, this kind of the strain energy share analysis is only available in 3D FE analysis. This analysis provided the mechanism of the deformation process in the connection. Thus, it was thought that the strain energy share analysis could be used to help control the ductility of the connection. cn 2al_ccn Ta.ca) ca 2 100% 80% 2) ca)^60 1̀/0 a) c Eri 40%0 To 0 c 20% 98% for wood 65% for bolt 35% for wood 0% ^ 2°A for bolt 0.0^0.5^1.0^1.5^2.0^2.5 Deformation of the bolted connection (mm) —.— Wood foundation-based model —e— Wood material model only Figure 7.14 Change of material sharing in the total strain energy for the 1/d=2 connection. 167 100% 66% for bolt 66% for bolt 34% for wood 34% for wood .^ t•••••••-• 0% 0.0^0.5 1.0^1.5^2.0^2.5 80c/0 ca) 60% a) c rn 40% U) 0 20% U) ca_c co U) a) ca 2 37% for wood 34% for wood CHAPTER 7. THREE-DIMENSIONAL FINITE ELEMENT MODEL OF BOLTED CONNECTIONS Deformation of the bolted connection (mm) Wood foundation-based model —e— Wood material model only Figure 7.15 Change of material sharing in the total strain energy for the 1/d=5 connection. 100% U) U)_c U) U)ca) ca 2 oq 80% rn • 60% a) c 40%11) To • 20% 0% 0.0^0.5^1.0^1.5^2.0^2.5 Deformation of the bolted connection (mm) —0— Wood foundation-based model —o-- Wood material model only Figure 7.16 Changes of material sharing in the total strain energy for the 1/d=7 connection. 168 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT CHAPTER 8. MULTIPLE NAIL CONNECTION- JAPANESE CP-T JOINT This research was originally motivated by the need to develop 3D finite solid element models of Japanese post and beam connections, such as the CP-T nail connection. However, when the research project was initiated, it was found that a solid element models for nail connections had never before been studied, although many nail connection models have been developed using finite element procedures. Having developed the 3D FE single nail connection model, development of the 3D FE models for Japanese post and beam connections was able to set out. The scope of this study, therefore, was limited to development of a pilot model for the Japanese CP-T joint, in order to investigate the applicability of the single nail connection model to a multiple connections model. For model validation, the test data, developed by Stefanescu (2000) at the University of British Columbia were used. In this chapter, based on the findings from the pilot model study, the limitations of the plasticity-based model and recommendations for improving the CP-T connection models are discussed. 8.1 Japanese CP-T nail connection model 8.1.1 Experimental reference work and model description The Japanese CP-T connection is a standard connection for attaching a post to a beam in traditional Japanese post and beam construction. Basically, it consists of a CP-T steel 169 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT plate connector (see Figure 6.1) with ten ZN65 nails. Often, a mortise and tenon joint is combined with the CP-T plate to strengthen the joint. Based on the single nailed connection model developed, a pilot 3D FE model for the CP-T connection with mortise and tenon joint was created. The dimensions of the connection and the boundary conditions conformed to the reference work of Stefanescu (2000). Figure 8.1 shows the configuration of Stefanescu's CP-T connection test and the corresponding 3D FE connection model. Since it was a pilot model, any influence from loose or tight wood-to-wood contact in the mortise and tenon joint was not considered in this study. The CP-T plate was installed on one side, which is a typical connection detail. The connection was loaded by pulling a steel pin through the post. As reported in Stefanescu's thesis, this made the connection eccentric during loading; and eventually, the connection was tilted toward the plate side, due to the twisted beam and post, as shown in Figure 8.2. This tilting behaviour was observed for all eight tests with an average tilting angle (0) of 2.8 degrees between post and beam4 . This phenomenon necessitated deliberation on the loading scheme and boundary condition for the FE model. For an initial model, the boundary condition was set with all fixed nodes on the side surfaces of the 400 mm-long beam conforming to the fixtures of bolted connections in the real test; and, for the loading scheme, an incremental displacement-controlled loading method was used at first. 4 A measurement of angle is shown in Figure 8.2 170 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Failure modes of the connection, which were photographed by Stefanescu (2000), are shown in Figure 8.3 and Figure 8.4. Perpendicular to grain tension splitting of the beam member, nail pull-out and plate shear were the major failure modes. However, during the process of model development, it was discovered that the most influential failure on model prediction was end-tearout of nail in the tenon. More details of end-tearout effect on the simulated results are presented in section 8.2.3. Canadian coastal Western Hemlock was used for the post and beam, which had a 105 mm x 105 mm cross section and a range of specific gravity from 0.39 to 0.47; however, a wood foundation material model for this species was not available. Although, in order to construct an accurate foundation material model for this species, a data set of the parallel and perpendicular to grain nail-embedment tests, with the nails used, should have been prepared, the material models for Douglas-fir developed in this study were used instead. For the steel material, the elasto-perfectly plastic model with the same material constants listed in Table 6.1 was used. All volume components of the CP-T connection model are illustrated in Figure 8.5. 171 All fixed nodes in side surface All fixed nodes in side surface 44------ Force or displacement- controlled loading CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT r 105 0 (.1 0 0 (.0 ,^° ^I 0•-• 70 400 Figure 8.1 The reference test setup by Stefanescu (2000) and the corresponding 3D FE CP-T connection model (units: mm). 172 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.2 A tilted CP-T connection under loading. e was the tilting angle. (photo by Stefanescu 2000). Figure 8.3 Failure mode; perpendicular to grain tension splitting (photo by Stefanescu 2000). 173 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.4 Failure modes; nail pull-out (left) and CP-T connector in shear (right) (photo by Stefanescu 2000). 174 C H A PTER 8. M U LTIPLE N A IL C O N N EC TIO N -JA PA N ESE C P-T JO IN T175 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.1.2 Square foundation meshing To facilitate meshing, the wood foundation region was chosen to have a square cross section (Figure 8.6 and Figure 8.7). Since the nail spacing of the connection was too narrow to accommodate the two adjacent 4.5xd cylindrical foundations, overlap of the foundations was inevitable. This caused difficulty in meshing the portion that was overlapped by two adjacent cylindrical foundations. A foundation having a square cross section with the same depth of 4.5xd was used as an alternative. Compared to the cylindrical foundation model, it produced a slightly high load-embedment curve in the parallel to grain direction, as shown in Figure 8.8. For the perpendicular to grain embedment, the square model showed a curve that was almost equivalent to that of the cylindrical model (Figure 8.9). Although the curve deviation in the parallel to grain direction could be corrected by adjusting the calibration factors, the square foundation model was assumed to be equivalent to the cylindrical foundation model. In an initial model, the surface-to-surface contact elements were defined for every contact interface. Later, in order to consider end-tearout of nail in the tenon, the contact elements of the two side nails penetrating into the tenon were deactivated. The coefficient of friction for the wood-to-wood contact was assumed to be 0.7. The coefficients for the wood-to-steel (0.7) and steel-to-steel (0.3) contacts were the same as those used in the single nail connection model. The contact interfaces defined with the contact element and frictional coefficients used in the initial model are summarized in Figure 8.10. 176 i . ''' i ITITITAW 144 ;IiiimiggIs elham impsestbratr.,ff. CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 177 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.7 Wood foundation models: Square foundation model (left) and cylindrical foundation model (right). 178 ^Experiment Cylinder-FEA Square-FEA CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8000 7000 6000 5000z 4000 0as 3000 2000 1000 0 ^Experiment Cylinder-FEA Square-FEA 0.00^0.50^1.00^1.50^2.00 Embedment (mm) Figure 8.8 Comparison of the simulated parallel to grain load-embedment curves between the square foundation and cylindrical foundation models. 3.3-mm diameter nail in Douglas-fir. 8000 7000 6000 5000 z -0 4000 3000 2000 1000 0 0.00 0.50^1.00^1.50 Embedment (mm) 2.00 Figure 8.9 Comparison of the simulated perpendicular to grain load-embedment curves between the square foundation and cylindrical foundation models. 3.3-mm diameter nail on Douglas-fir. 179 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Contact interface^ Coefficient of friction wood-to-nail shank 0.7 wood-to-steel plate^ 0.7 wood-to-wood (mortise-tenon) 0.7 nail shank-to-steel plate^ 0.3 nail head-to-steel plate 0.3 Figure 8.10 Definitions of the contact elements and the coefficients of friction. 180 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2 Simulation results depending on the loading schemes It was found that the model using an incremental displacement-controlled loading scheme could not simulate the tilting behaviour of the connection. It provided only a uniformly vertical translation of the post. Thus, additional simulations were conducted using a force (pressure)-controlled loading scheme. Results from two different loading methods were remarkably different. The results of both types of loading are discussed in relation to Stefanescu's experimental results. 8.2.1 Deformed shapes of the CP-T connection model 8.2.1.1 Effect of loading method Figure 8.11 shows the differences in the simulated deformations, depending on the loading methods. Neither method was able to accurately represent the tilting behaviour. Although the force-controlled loading method produced tilting behaviour (tilting angle e = 5.7 degrees), it was due to the rotation of the post only. The bottom sill was not twisted. In fact, the boundary condition of the model provided rigid constraints. No displacement of the nodes that were assigned to zero-displacement in any degree of freedom was allowed. However, the beam fixtures of the real test consisted of two bolted connections that could allow the beam to twist. Also, the loading steel pin linking the post to the crosshead permitted swiveling of the post and deformation, due to the pin embedment on the wood post. These discrepancies between the model and the real test resulted in highly stiff predictions of the load-deformation response compared to experimental observations. Therefore, assuming that the real connection tests were conducted under ideally rigid constraints, the deformation simulated by the 181 ....... e 111111111111.1111111111111111•1 1111111111111 1111111111111 111111111111111 O // CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT displacement-controlled method was deemed reasonable. The photos on the left of Figure 8.4 seemed the case of deformation under ideally rigid constrains. tott t•^ Displacement-controlled loading^ Force-controlled °.° loading Figure 8.11 Simulated deformations by the two different loading schemes: 0-tilting angle, 0 and 0- points for displacement measurement. 182 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2.1.2 Deformation of nail and CP-T connector Figure 8.12 shows the simulated deformation of the nail. Judging from Stefanescu's test results, deformation simulated by the displacement-controlled loading method agreed more closely with the experimental observations than the force-controlled loading method. Under the displacement-controlled loading, the flexural deformation of the three nails penetrating the tenon showed a tendency for nail pull-out from the bottom sill, whereas the three nails under the force-controlled loading did not undergo plastic bending around the nail-head. Figure 8.13 shows the difference in the Y-directional plastic strain contours in the CP- T steel plate between the two loading methods. Compared to the photo on the right of Figure 8.4, the contour from the displacement-controlled loading showed a good indication of the plate failure. The deformation progress of the connection is shown in Figure 8.14 and Figure 8.15. The deformation under the force-controlled loading showed tilting toward the steel plate side (Z-direction in the figure). This invoked contact crushing of the mortise and tenon by the rotating tenon. It was reasonable to expect this crushing in the real test, due to twisting of the bottom sill. However, the simulation using displacement-controlled loading did not produce this crushing behaviour. In this respect, the results from force- controlled loading were more representative of the experimental results. In the next section, using Stefanescu's original load-deformation plot, simulated load- deformation relationships are investigated. 183 3^AN ) ) ) NODAL SOLUTION STEP=1 SUB =162 TIME=157 469 EPPLY^(AVG) RSYS=0 PowerGraphics EFACET=1 AVRES=Mat DMX =.20054 SMN =-.023663 SMX =.015694 -.023663 -.01929 -.014917 -.010544 -.006171 -.001798 .002575 .006948 .011321 .015694 Y Zi X AN NODAL SOLUTIONSTEP=1 SUB =149 TIME=147 EPPLY (AVG) RSYS=0 PowerGraphics EFACET=1 AVRES=Mat DMX =.732106 SMN =-.021901 ) I I SMX =.016077 -.021901 -.0176820 -.013462 -.009242 I I -.005022 7 I I -.802E-03 I I .003417 .007637 I I .011857 .016077 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.12 The Y-directional plastic strain contour for the nails: displacement-controlled loading (top) and force-controlled loading (bottom). 184 ELEMENT SOLUTION STEP=1 SUB =162 TIME=157.469 EPPLY^(NOAVG) RSYS=0 P owe rGr aphics EFACET=1 DMX =.159653 SMN =-.03365 SMX =.071722 -.03365 -.021942 ^ -.010234 ^ .001474 ^ .013182 ^ .02489 .036598 ^ .048306 ^ .060014 ^ .071722 ELEMENT SOLUTION STEP=1 SUB =149 TIME=147 EPPLY^(NOAVG) RSYS=0 PowerGraphics EFACET=1 DMX =.690231 SMN =-.003298 SMX =.004221 - .003298 -.002463 -.001627 - .792E-03 .437E-04 .879E-03 .001715 .00255 ^ .003386 .004221 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.13 The Y-directional plastic strain contour for the CP-T connector: displacement-controlled loading (top) and force-controlled loading (bottom). 185 C H A PTER 8. M U LTIPLE N A IL C O N N EC TIO N -JA PA N ESE C P-T JO IN T Ell ^ 111111 W M P e n ' M E N M ^ 1•111180,,•• IIIII M A Iffirnm IN EN I•^ M IN R I ' 'IE E E M E * la m s a s o f t e l ^ M il NM 1 1 1 1 .I II 1 I1 1 B IM ^ M E I N E N M N E M 'E ffill I M M I llft ^ W E n B E E IB C 's.' m m o sim m u s ^ W I M I II I n I ll ^ N IN E ^ M I N E B I ll n t it m m io n allsia^ 71 II E M I B E E M t B M I I M I llim a pEBBIIIIIIIIIIBEIE U M III Ill1 ,1 11 1 1 1 1 1 IN N IIIftu r OE III N E M I I E ld IB IE 'sism a illi e 4 ̂ I I U N A tx...._.2 s p iE ll M N I U W A T _1 , ^ N N W R I M .0' -̂ • .̂1 1 1 0 IM F Illija rdif= I W E M k I I I I M I V I V II/ ^ E E m i. O M E4EN EM ......_ 11.4% 00 ^ W I I I film rim l• • • • s m . ^ m o s a t U m I m f J ill s im r W , ^ O W N /. 'III m it m it d a m M I N ^ M I M E V III BEE • In k ,W E ta m ix u s ■ a a M I U M I I I N E W S T a Z 5 E E M I B M I I I f f l I I ^ , I E i s w e g III^ I ^ l ^ N U M E U N W O W . 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Ism m iarm aiPP■m r...-=-= s^ lull._ I M U . V I i 4 t M O C O m m ll a a a ^ L aa ECV EOEE 186 it,^ Ili S W IM 7 IN A ,^ 'h, M U M illy , ^ W I , I N • • • • • • • 1 ,4 tin tsn a lin a lsm ,,..., _ ,,Ir̂ m il N C M E 1 1 .,,fir m lf is iM ilL ,P,^ M E IN I C N M 1M M r% W III IM U lle ire a r _ ff̂ N N W N C N M I I ii* V W 1 1 1 1 1 1 1 1 1 .^ N M , N M N M I lfr ,4 1 1 1 1 • 1 1 1 1 1 1 1 1 1 0 N M 1111 a I li M tg s ., lla m m irm s o li N N N N N N N N N N N I ll it I lj f lI lt I M M is T A 2 P - 4 ,0 4 n M N If Illp liffig la rn s io rm io lfIN M E N R IN IIIIII IN N IN IN IC IM IN O R .M M a lla p ir ^ it M N 1 I M .I M I llillt illift e s i.^ 1 Al N A M M • M U M I f f a llle f t r i^ fl U R N s■ --^ U N E t1 p U lf IIIIIIIN E ftg g IC _ _ '---'-'• VW I M I N ...---,,_ ,= . - ^ : ■ t ':24, 11ai 4 in t tin t M t ‘111 EcNi Eco C H A PTER 8. 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O M 7 " • - .91 1FAIIII6M i • ■•■■. 0 t U n in a lla gO I 1 1 'In , nrialrAm m um -,--.-- ^ AL 'S a n it m f z.‘ = KW I/ n H in , W i n e ^ 1 -̂ 0 --------- N 'Zir ECoCoE E N O M E M r ^ m lA . d,^ III ^ I I N O M B A 01•111/."11. .1_ M B 1 1 11.411M1i0,1•11111^ 10 lI ll I N N O g g ig g m ^ 1 1 0 1 1 ,1 1 1 M IN N IN B S S W IH N O R M IV N IN N ^ 0 0 ^ M I D U M M E R frn a g o ,„ ,.2 _ ,10 Ŵ I M N N M I R 1 1 f1 fa " ff I ffit:: 4 1 1 1 1 1 1 11 11 1.044 0111^ I l l M U IIN N N I^ II■ r1 1 1 .0 ^ I I f f . I ll 1 • 8 0 ,ffig I s m — .n it I I I M E M M M I ll U N _1 •• I lliV I N I N is in s ...._ ,P o n s m e n is m n B M . k ie ri'4 1 1 1 1 1 1 1 1 1 IN N IN IO N E N N IN N E W II H i N E 1 ..liW N I I N I N N I W I I ll^ I I M I N I I I ,^ ;o il̂ I ll M I N M a o . . . ^ IN H 4 1 1 1 1 1 0 1 -..,....,,_ ^ I P B E M 41,w r m e ^ . O M : r • a n a la P ia te m m alri..16.0.......s= SU ER 11— ilif,a M III1M inu M IS IZ In i4 . a.s. 187 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2.2 Load-deformation curve of the CP-T connection Simulated load-deformation curves are superimposed on Stefanescu's experimental curves in Figure 8.16 and Figure 8.17. Model displacements were measured at the two reference points, as shown in Figure 8.11, conforming to the experimental displacement reading points. All simulated curves showed high stiffness and high load-carrying capacity compared to the experimental curves. It should be noted that the wood foundation model used was based on Douglas-fir with a specific gravity of 0.54, whereas SG = 0.42 for the Western Hemlock tested. For the simulated curves of the displacement-controlled loading method, no difference in deformation between the measurement points was observed. This implies that there was no twisting in the post and beam, as well as no elongation along the height of the post. Thus, this simulated curve may be regarded as an ideal load- deformation curve that was not influenced by any geometry of the deformed shape. The simulated curves of the force-controlled loading method in Figure 8.17 show an example of the twisting effect on the load-deformation curve although the two displacement measurements of the force-controlled model may have been erroneous (see the equal angle in Figure 8.11 and the point CD curve in Figure 8.17). It concluded, therefore, that the pilot CP-T model had constraints that were too ideal to represent the real test condition; however, the poor prediction of the load-deformation curve could not be attributed to the unrealistic constraints only. The main cause of the poor load-deformation prediction may be found in the inability of the model to predict fractures. In the next section, the influences of end-tearout of nail in the tenon on model prediction are explained. 188 6Z 1 0 8 0-J 18 16 14 12 4 2 0 ^ Experiment —•— Point(D-FEA Point C)-FEA 40 5010^20^30 Displacement (mm) 16 14 - 12 - ^ Experiment Point C)-FEA —+— Point (?)-FEA 0 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 0^10^20^30 ^ 40^50 Displacement (mm) Figure 8.16 Simulated load-deformation curve of the displacement-controlled loading method, superimposed on Stefanescu's experimental curves. Figure 8.17 Simulated load-deformation curve of the force (pressure)-controlled loading method, superimposed on Stefanescu's experimental curves. 189 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2.3 Influence of the end-tearout of nail in the tenon on model prediction In the CP-T joint, the three middle nails out of the five nails in the bottom sill penetrated into the tenon. The typical failure type of nails penetrating into the tenon is shown in Figure 8.18. Since these connections had narrow end and edge distances in the configurations, it is most likely that the failures occurred in a brittle manner, including the edge splitting (off) in the side nail connections and the end-tearout of the centre nail in the tenon. These kinds of failures may occur at the initial deformation level or at the time when the nail was driven. Once the nail was off the tenon, the load-carrying ability of the nail connection vanished. The model used in this study, however, could not simulate the process of the end- tearout. As shown in Figure 8.19, the wood elements surrounding the nail could not split off, unless a fracture algorithm or an intentional cleavage for allowing the end-tearout was introduced into the model. As long as the nail was surrounded by the wood elements, the load-carrying ability of the connection would remain in the model. In order to investigate the influence of these fracture failures on model prediction, the model was modified and re-run with the assumption that the edge wood in the side nails were split in the beginning, thus eliminating the load-carrying ability of the two side nail connections. 190 Side nail: — Edge wood splitting and nail slip — Side nail: Edge wood splitting-off CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Centre nail: End-tearout Figure 8.18 Typical failure types of the three nails penetrating the tenon: nail edge splitting (off) in the side nails and nail end-tearout in the centre nail. Figure 8.19 Simulated deformed shape of the three nail connections in the tenon. The model could not reproduce the edge wood splitting and the nail end-tearout. 191 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2.3.1 Modification of the model Assuming the initial edge split in the side nail connections, the original CP-T joint model was modified so as to remove the load-carrying ability of the side nail connections in the tenon, by eliminating the contact elements between the side nails and the tenon. The nails could then move independently, regardless of the surrounding wood elements in the tenon (Figure 8.20). The centre nail connection model remained without any modifications. Other conditions remained the same as with the original CP-T joint model. Incremental-displacement controlled loading was applied to the modified CP-T joint model. 8.2.3.2 Simulation results of the modified model. Figure 8.20 shows the deformed shape of the nail connection in the tenon with the modified CP-T joint model. As expected, the side model nails did not deform within the tenon. The goal of zero-load carrying capacity of the side nail connections, due to the edge split, was achieved. Compared to the real failure of the centre nail connection, the bulge-out of the wood elements under the centre nail would have progressed to the nail eventually slipping off the tenon. However, the plasticity-based model could not perform this failure prediction. This shows the limitations of the model in this study. For further study, it may be useful to introduce a fracture algorithm to this kind of failure prediction. The predicted load-deformation curve of the modified model is compared with the experimental curves in Figure 8.21. It was revealed that the influence of the nail end- tearout on model prediction was significant. Although the influences of the initial edge 192 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT split on the real connection were unknown, the model did react with sensitivity to this influence, so that the prediction of the load-deformation curve was highly improved. If this influence was also true for the real CP-T joint, reinforcing the connections within the tenon may be useful for improving the load-carrying capacity of a traditional CP-T joint. Based on the findings from this pilot model study, the recommendations for improving the CP-T joint models are summarized in the following section. 193 No contact element-the side nail connection did not transfer loads in the tenon. 16 14 - 12 - Experiment Modified model CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT Figure 8.20 Deformed shaped of the CP-T model modified with the initial edge split of the side nail connections. 0 ^ 10^20^30 ^ 40 ^ 50 Displacement (mm) Figure 8.21 Simulated load-deformation curve of the modified CP-T model. 194 CHAPTER 8. MULTIPLE NAIL CONNECTION-JAPANESE CP-T JOINT 8.2.4 Recommendations for the improvement of the 3D FE CP-T joint model Generally, the "as-is" model is the best for 3D FE modeling. The pilot CP-T model used ideally rigid constraint conditions; thus, for the "as-is" constraint condition, it is recommended that the two bolted connections for the beam supports and the steel pin through the crosshead be modeled using the wood foundation approach, in order that the constraints would be able to represent the beam twisting effect, the crosshead steel pin embedment, and bolt embedment in the beam supports. To this end, the respective wood foundation material models with prescribed foundation zones should first be established. Related to the failure of the end-tearout in the tenon, incorporating fracture algorithms into the model would be a solution; however, another study on the wood foundation- based fracture mechanics would be required. Otherwise, as a remedy specifically for this connection, the nail slipping off in the tenon may be modeled by making the nail-slip path open in the surrounding wood elements. Finally, the use of a multi-processor computer is recommended for modeling multiple connections. In fact, this 3D FE model study could not have been initiated without the remarkable advancements in computer processors. However, a computer powered by the current single processor is still insufficient for the frequent runs necessary for improvement in the CP-T connection model. 195 CHAPTER 9. CONCLUSIONS AND RECOMMENDATION CHAPTER 9. CONCLUSIONS AND RECOMMENDATION 9.1 Summary of research A plasticity-based nonlinear wood foundation model was devised to simulate the three-dimensional wood crushing behaviour under a dowel. The model contains the original concepts, including the material constant derivation process, the prescribed wood foundation and the effective foundation material constants. The model verification was conducted through experimental studies on dowel-embedment tests with a range of "dowels" from a 2.5-mm nail to a 25.4-mm bolt. Using the wood foundation model, a three-dimensional finite element model applicable for a range of dowel-type wood connections was created. The connection model was validated by comparing it with the experimental results from single nail connections, which included the most intricate wood crushing behaviour in the dowel- type connection. A feasibility study on the prediction of variability in the lateral resistance of a single nail connection demonstrated the applicability of the model to a statistical approach. Limitations and shortcomings of the conventional 3D FE model for bolted connections were illustrated. It was proved that the wood material model using MOEs from the standard uniaxial loading test should not be used for modeling the wood crushing behaviour under a dowel. Finally, as an example of the model application, a pilot model for a multiple nail connection, namely the Japanese CP-T connection, was developed. Based on the findings 196 CHAPTER 9. CONCLUSIONS AND RECOMMENDATION about the differences between the real test and the multiple connection model, ways to improve the pilot model were discussed. 9.2 Scientific contribution of the research The main contribution of the research was to develop the wood foundation model for a 3D FE dowel-type wood connection model. Introducing the wood foundation model to general 3D FE dowel-type wood connections showed that the difficulty in simulating 3D localized wood crushing behaviour under a dowel could be overcome. The effective foundation properties and prescribed foundation for the wood foundation model were new devices for the implementation of 3D FE analysis to timber connections. Derivation of the effective foundation properties was the key to the construction of the 3D wood foundation material model. The derivation process included a new development in the procedure to determine 3D FE material constants. Finally, the wood foundation model was capable of predicting the behaviour of a broad range of dowel-type connections. Thus, it will make a great contribution to the utilization of the 3D FE method as a general analysis tool for dowel-type wood connections. 9.3 Future research The model developed in this study was simple, yet comprehensive for the implementation of 3D FE analysis for dowel-type wood connections. Indeed, this is the first 3D FE model that accounts for wood crushing behaviour. Thus, it will make possible the study of many unsolved problems in dowel-type wood connections, which can only 197 CHAPTER 9. CONCLUSIONS AND RECOMMENDATION be explored with three-dimensional analysis. From this standpoint, recommendations and future research needs are discussed. 9.3.1 Compressive perpendicular to grain MOE The compressive perpendicular to grain MOE of wood has not been of much interest to timber engineers or wood scientists, whereas a great deal of attention has been given to compressive perpendicular to grain strength. However, in terms of 3D computational modeling for wood, accurate compression perpendicular to grain MOE is the critical property for the material model. The current ASTM standard for the perpendicular to grain strength is not appropriate for determining compression perpendicular MOE because it is based on in-service condition. A definition of the perpendicular to grain MOE and, accordingly, consensus on a standard test to evaluate the MOE appropriate for numerical modeling is required. This should also be studied for the dowel-embedment modulus. 9.3.2 Full bolted connection model Since the behaviour of the bolted connection was influenced by side member(s), more extensive study on 3D FE analysis for bolted connections that includes side member(s) is needed. From a technical point of view, a model for a bolted connection with a side member would not be much different from the single nail connection model developed in this study. Only size and the wood foundation model may be of consequence. 198 CHAPTER 9. CONCLUSIONS AND RECOMMENDATION 9.3.3 Failure analysis Although this study did not deal with failure analysis, a technique for failure analysis using Weibull's weakest link theory (Barrett et al. 1975, Foschi et al. 1975, Moses 2000) may be a good approach to predicting brittle failure of dowel-type wood connections. Also, prediction of the yield mode in the European yield model may be studied using the 3D FE model developed in this study. For failure prediction of the dowel slipping off members, fracture mechanics need to be introduced into the 3D FE model. 9.3.4 Three-dimensional FE analysis for wood structure All 3D FE analyses presented in this study were conducted with a common personal computer (based on a single Pentium IV 2.4GHz processor or higher). Provided that a PC with multiple processors or a supercomputer is available, a wood structure consisting of dowel-type connections (for example, a wood-frame shear wall or wood-joist floor) could be analyzed using a 3D "as-is" model that incorporates the wood foundation model. A sub-modeling technique could also be utilized to reduce the model's execution time. 199 BIBLIOGRAPHY BIBLIOGRAPHY American Society for Testing and Materials (2003) "Annual Book of ASTM Standards, Section 4-Construction, Volume 04.10 Wood" ASTM international, West Conshohocken, PA. ANSYS, Inc. (2006) "ANSYS, Inc. Theory reference" ANSYS Release 8.0 help documentation, Swanson Analysis Systems inc. USA. Barrett, J. D. (1974) "Effect of size on tension perpendicular to grain strength of Douglas-fir" Wood and Fiber Science, 6(2):126-143. Barrett, J. D, Foschi, R. 0, and Fox, S. P. (1975) "Perpendicular to grain strength of Douglas-Fir" Canadian Journal of Civil Engineering, 2(1):50-57. Bathe, K. J. (1996) "Finite element procedure" Prentice-Hall Inc., New Jersey, USA. Blass, H. J, and GOrlacher, R. (2004) "Compression perpendicular to the grain" 8 th World Conference on Timber Engineering, Lahti, Finland. Bodig, J. and Jayne, B.A. (1982) "Mechanics of wood and wood composite" Van Nostrand Reinhold Company Inc. Chen, C. J., Lee, T. L. and Jeng, D. S. (2003) "Finite element modeling for the mechanical behavior of dowel-type timber joints" Computers & Structures, 81: 2731-2738. Chen, W. F. (1994) "Constitutive equations for engineering materials; Vol. 2: plasticity and modeling" John Wiley & Sons, Inc. Chen, W. F. and Han, D. J. (1988) "Plasticity for structural engineers" Springer-Verlag New York Inc. Chen, W. F. and Saleeb, A. F. (1982) "Constitutive equations for engineering materials; Vol. I: elasticity and modeling" John Wiley & Sons, Inc. Chui, Y. H. and Ni, C. (1998) "Stress-strain relationship of common wire nails under reversed cyclic loading" Journal of Testing and Evaluation, 26(5): 420-425. Davalos-Sotelo, R. and Pellicane P. J. (1992) "Bolted connections in wood under bending/tension loading" Journal of Structural Engineering, 118(4): 999-1013. Dinwoodie, J. M. (2000) "Timber: Its nature and behaviour-second edition" E & FN Spon-The Taylor & Francis Group. 200 BIBLIOGRAPHY Erki, M. A. (1991) "Modelling the load-slip behaviour of timber joints with mechanical fasteners" Canadian Journal of Civil Engineering, 18(4):607-616. Finckenstein, G. (1999) "Earthquake resistant connections for post-and-beam timber construction" The research report, Department of Wood Science, The University of British Columbia, Vancouver, BC, Canada. Forest Products Laboratory (1999) "Wood handbook-Wood as an engineering material" General Technical Report, FPL-GTR-113. Foschi, R. 0. (1974) "Load-slip Characteristics of Nails" Wood Science, 7(1):69-76. Foschi, R. 0. and Bonac, T. (1977) "Load-slip characteristics for connections with common nails" Wood Science. 9(3):118-123. Foschi, R. 0. (1977) "Analysis of wood diaphragms and trusses, Part II: Truss-plate connections" Canadian Journal of Civil Engineering, 4(3):353-362. Foschi, R. 0. and Longworth, J. (1975) "Analysis and design of griplam nailed connections" Journal of the Structural Division, ASCE, 7101(12):2537-2555. Foschi, R. 0. (2000) "Modeling the hysteretic response of mechanical connections for wood structures" Proceedings of World Conference in Timber Engineering, Whistler, BC, Canada. Guan, Z. W. and Rodd, P. D. (2000) "A three-dimensional finite element model for locally reinforced timber joints made with hollow dowel fasteners" Canadian Journal of Civil Engineering, 27(4):785-797. Guan, Z. W. and Rodd, P. D. (2001) "DVW-Local reinforcement for timber joints" Journal of Structural Engineering, 127(8):894-900. He, M. (2002) "Numerical modeling of three-dimensional light wood-framed buildings" Ph.D dissertation, Department of Wood Science, The University of British Columbia, Vancouver, BC, Canada. Hill, R. (1983) "The Mathematical Theory of Plasticity" Oxford University Press, New York. Hirai, T. (1991) "Analyses of the lateral resistances of bolt joints and drift-pin joints in timber II-Numerical analyses applying the theory of a beam on an elastic foundation" Mokuzai Gakkaishi, 37(11):1017-1025 (in Japanese). Hong, J. P. and Barrett, J. D. (2006a) "Empirical wood material model for three dimensional finite element analysis of a nail joint" 9 th World Conference on Timber Engineering, Portland, OR, USA. 201 BIBLIOGRAPHY Hong, J. P. and Barrett, J. D. (2006b) "Three-dimensional finite element analysis of nailed connections" 9 th World Conference on Timber Engineering, Portland, OR, USA. Kharouf, N. (2001) "Post-elastic behaviour of bolted connections in wood" Ph.D dissertation, Department of Civil Engineering and Applied Mechanics, McGill University, Montreal, QC, Canada. Korin, U. (1990) "Timber in compression perpendicular to grain" Proceedings of the CIB-W-18, Paper 23-6-1, Lisbon, Portugal. Lam, F. and Yan, H. (2004) "Comparison of "Nail power" between BC coastal species and competing species in Japan" The research report, Department of Wood Science, The University of British Columbia, Vancouver, BC, Canada. Leicester, R. H., Fordham, H. and Breitinger, H. (1998) "Bearing strength of timber beams" Proceedings of the CIB-W-18, Paper 31-6-5, Savonlinna, Finland. Lessard, L. B. and Shokprieh, M. M. (1995) "Two-dimensional modeling of composite pinned joint failure" Journal of Composite Materials, 29(5):671-697. Madsen, B. (2000) "Behavior of timber connections" Timber engineering Ltd, Alpine Court, North Vancouver, BC, Canada. McCarthy, C. T., McCarthy, M. A., Lawlor, V. P. and Stanley, W. F. (2005a) "Three- dimensional finite element analysis of single-bolt, single-lap composite bolted joints: Part I-model development and validation" Composite Structures, 71(2):140-158. McCarthy, C. T. and McCarthy, M. A. (2005b) "Three-dimensional finite element analysis of single-bolt, single-lap composite bolted joints: Part II-effects of bolt- hole clearance" Composite Structures, 71(2):159-175. McLain, T. E. and Thangjitham, S. (1983) "Bolted wood-joint yield model" Journal of Structural Engineering, 109(8):1820-1835. Mihailescu, T. (1998) "An investigation of the performance of mortise and tenon joints using the finite element method" Ph.D dissertation, Buckinghamshire Chilterns University. Mihailescu, T. and Nicholls, T. (1999) "Problems encountered in designing a finite element model of mortise and tenon joints" Conference paper, ICWSF '99, Missenden Abbey, England. Moses, D. M. (2000) "Constitutive and analytical models for structural composite lumber with applications to bolted connections" Ph.D dissertation, Department of Civil Engineering, The University of British Columbia, Vancouver, BC, Canada. 202 BIBLIOGRAPHY Moses, D. M. and Prion, H. G. L. (2002) "Anisotropic plasticity and the notched wood shear block" Forest Product Journal, 52(6):43-54. Ni, C. (1997) "Behaviour of nailed timber joints under reversed cyclic load" Ph.D dissertation, Faculty of Forestry and Environmental, The university of New Brunswick, Frederiction, NB, Canada. Patton-Mallory, M., Cramer, S. M., Smith, F. W. and Pellicane, P. J. (1997a) "Nonlinear material models for analysis of bolted wood connections" Journal of Structural Engineering, 123(8):1063-1070. Patton-Mallory, M., Pellicane, P. J. and Smith, F. W. (1997b) "Modeling bolted connections in wood: Review" Journal of Structural Engineering, 123(8):1054- 1062. Pope, D. J. and Hilson, B. 0. (1995) "Embedment testing for bolts: A comparison of the European and American procedures" Journal of the Institute of Wood Science 13(6):568-571. Rodd, P. D. and Leijten, A. J. M. (2003) "High-performance dowel-type joints for timber structures" Progress in structural engineering and materials, 5(2):77-99. Saliklis, E. P., Urbanik, T. J. and Tokyay, B. (2003) "Bilinear modelling of cellulosic orthotropic nonlinear materials" Journal of Pulp and Paper Science, 29(12):407- 411 Shih, C. F., and Lee, D. (1978) "Further developments in anisotropic plasticity", Journal of Engineering Materials and Technology, 100:294-302. Steel and tube distribution (2000) "Dimensions & properties handbook-December 2000" Steel and tube holdings limited. Stefanescu, M. (2000) "Lateral resistance of traditional Japanese post-and-beam frames under monotonic and cyclic loading conditions" Master thesis, Department of Wood Science, The University of British Columbia, Vancouver, BC, Canada. Smith, I. (1983) "Coefficient of friction value applicable to contact surfaces between mild steel connectors such as bolts and dry European white wood" Journal of the Institute of Wood Science, 9(5):229-234. Smith, I., Luke, R. J. and Barry, 0. H. (1988) "An integrated approach to modeling load- slip behavior of timber joints with dowel type fasteners" Proceedings of the 1988 International Conference on Timber Engineering, Seattle, WA, USA. Soltis, L. A., Hubbard, F. K. and Wilkinson, T. L. (1986) "Bearing strength of bolted timber joints" Journal of Structural Engineering, 112(9):2141-2154. 203 BIBLIOGRAPHY Tabiei, A. and Wu, J. (2000) "Three-dimensional nonlinear orthotropic finite element material model for wood" Composite Structures, 50(2):143-149. Tserpes, K. I, Papanikos, P. and Kermanidis, T. (2001) "A three-dimensional progressive damage model for bolted joints in composite laminates subjected to tensile loading" Fatigue & Fracture of Engineering Materials & Structures, 24(10):663- 675. Tsujimoto, Y. and Wilson, D. (1986) "Elasto-plastic failure analysis of composite bolted joints" Journal of Composite Materials, 20(3):236-252. Valliappan, S., Boonlaulohr, P. and Lee, I. K. (1976) "Non-linear analysis for anisotropic materials", International Journal for Numerical Methods in Engineering, 10(3):597-606. Wriggers, P. (2002) "Computational contact mechanics" John Willey & Sons Ltd. West Sussex, England. Zienkiewicz, 0. C. and Taylor, R. L. (1991a) "The finite element method fourth edition volume 1 Basic formulation and linear problem" McGraw-Hill Book Co. Zienkiewicz, 0. C. and Taylor, R. L. (1991b) "The finite element method fourth edition volume 2 solid and fluid mechanics dynamics and non-linearity" McGraw-Hill Book Co. 204 APPENDIX A APPENDIX A Generalized Anisotropic Hill Potential Theory The wood material model developed in this study used the generalized anisotropic Hill potential theory (ANSYS, Inc. 2006). This is a modified Hill's anisotropic plasticity theory (Hill, 1983) by Shih and Lee (1978), which accounts for differences in yield strengths in tension and compression. In this theory an associated flow rule is assumed and the yield criterion is updated by the work hardening model developed by Valliappan et al. (1976). Therefore, the yield surface forms an initially shifted cylinder in stress space as shown in Figure A-1 0 1 Figure A-1 Yield surface of the generalized anisotropic Hill potential theory. 205 APPENDIX A The theoretical description of this plasticity-based model is as follows. The effective stress oe, for the model is defined in Equation [A-1]. ^cre = 3 1{a} T iAl{a} --3 {a} T {a}^ [A-1] Where, {o}= the vector of the current stress state. {a} = a vector that accounts for translation of the yield surface. [A] = a matrix that describes the shape of the yield surface. Then, introducing a material parameter, K, the yield criterion, F, is derived as in Equation [A-2]. The function, F, represents that, when the effective stress is equal to K, the material is assumed to yield. ^F = {o-} T [A]fal— {a-} T {a}— K = 0^ [A-2] When differences in yield strengths in tension and compression are considered, {a} provides the initial shift of the origin of the yield surface. The change in shape of the yield surface is calculated based on the increments of plastic work throughout the history of loading. The matrix [A] describes the shape of the yield surface and has the form as Equation [A-3]. 206 APPENDIX A A11 Al2 A13 0 0 0 A l2 A 22 A23 0 0 0 [A] = A13 0 A23 0 A33 0 0 A44 0 0 0 0 [A-3] 0 0 0 0 A55 0 0 0 0 0 0 A66 The diagonal terms of [A] are defined in Equation [A-4] and can be identified by evaluating the yield criterion in Equation [A-2] for all the possible uniaxial stress conditions. A, = K̂ ,^(i = 1 to 6) 6+i 6_i [A-4] Where 6+; and a_i = the tensile and compressive yield strengths in direction i (for the XYZ coordinate system, i = X, Y, Z, XY, YZ, XZ). For the shear yields, cr+, is set equal to mi. Then, A44 = K^K^K 2 , A55 =^2 , A66 =^2 XY^Cr YZ^ar xz [A-5] K is defined by normalizing [A] about A1 1 , Then, K = 6+x 6-x^ [A-6] The vector {a}, describing the translation of the yield surface, has the form shown in Equation [A-7]. fal=k, a 2 aj 000Y^ [A-7] Where^= A,(cr +, — 6_ 1 )^(i 1, 2, 3)^ [A- 8] Assuming plastic incompressibility of the material results in Equations [A-9] and [A- 10] . 207 APPENDIX A A1 i+Al2+A i3=0 Al2+A22+A23=0 ^ [A-9] A13+ A23+A33=0 and ai+a2+a3=0^ [A-10] Therefore, the off-diagonal terms of [A] are given in Equation [A-11]. Al2 = - 1/2 (A11+A22 -A33) A13= - 1/2 (A 1 1 -A22+A33)^ [A-11] A23= - 1/2 (-A 1 1+A22±A33) Using Equations [A-4], [A-8] and [A-10], the consistency equation is derived as shown in Equation [A-12] 6+1 - 6-1 + 6+2 - 6 2 + 6+3-63 =0 ^ [A-12] 6 +1 6 -1^6+26-2^6+36-3 Due to the requirement of plastic incompressibility Equation [A-12] is a criterion that must be satisfied throughout all levels of plastic straining. Also, the yield stresses must define a closed surface. In cross section the closed surface shows as elliptical. In order to define an elliptical yield surface, the criterion of inequality [A-13] must be met. Al21 + A222 + A222 _ 2(A 1 1 A22 + A22 A33 + A11 A33 ) < 0^[A-13] Equations [A-12] and [A-13] imply that the yield stresses should be inter-related in order to meet the criteria. This means that all experimental data are not guaranteed for model application. Therefore, as shown in Table 3-1 the empirical procedures for determining material constants can be used for the application. 208 —L —Part — Sham RL Shaer R1 ;^ !^0 Wood Foundation Matorial Model (unit pound and Inch.) Z f•■•• 1,3 RE, C.71,1 , 44, 4.1107•• 01.550.1.1 ,, C N11 ▪ Valu* in BLUE 0.11,41. •^ • _0. u ▪ . i§ t4 16 17 1, 1a ^1373 ^2,11 ^ tyL 0 0218^0 0219 •■• 4yR , T 941^BAY tyR,T^0 0401^0 0901 Step 2 04 inne4Spl.tlr_150y'127 ■,rffie•oo■oitr_ C..oar(ir 0182• 14169 141.7 1.170 13815 6122 0 071 0 375 0 302 7.35 .41 138 0000Mrlgpynerf.a ^138 ^C0m.11. bat,^1.7 ^ 021 task, -• 09 1001^Corrwatton /odor strain^42 00219^Gomm.. fro., •11.• 29 0113 Wf MOE 11^100070 00401^ Wf 140E 1^20636 1• 323 Y1.144.112 00214 1/0 11:0^ Yl•Id sttaln 1 • 641 04 0 0233 Yitdat •^2300 •• 0.000^ 039 _LAS TI C el - Ti^N1.•• •^001.,^Stn 1EL BOG SPEAR henEmy, !POISSON', p - TB TA^9 7^!TENSILE YIELD STRESS X., TPDATA, 05^!TENSILE TANGENT MODULI. • . TB^47 2^!COMPRESSIVE ',ELS^: • 'MAT 205^!COMPRESSIVE TANGEN' LE G TO^ !SHEAR YIELD SIRES,. •• .. TBDATA.10201,291HEAR TANGENT MODULE V VA 00,10-1* EL^100076^100070 ET^20,035^20.6,5 EL^GO CY,^,f/0 20.1,0^1, 12, G„^Ol 120^r 20157 6,^-1030^7,47 PIN^0 071^0.07' PLT^0 371^0371 Par^0 302^0302 T•n-6,. 007 11 40E.^29L^2, TrGOL,^201.^20 • Tan-0, 74 Step S0 of 1^14,1 00121 Elmakpoa0^99170 3003 250,3 2000 1500 1033 500 002^004^006^008 skein OPIn) APPENDIX B APPENDIX B Procedures of Wood Foundation-based Three-dimensional Finite Element Analysis Step 1. Input independent variables For the wood material model Wood compressive MOE (parallel/perpendicular to grain) Wood yield strain (parallel/perpendicular to grain) Average wood Poisson's ratio (LT and RT) Step 2. Consistency check Step 3. Copy & paste material code to ANSYS input file - Shape a model with 3D solid element - Assign material attributes (wood or foundation) 209 A PPEN D IX C • a 14. z 1 C-1,21-A09-1. 2 -1.-21 -roa -t. V et- W O O -I- 00E8CO a^ r Co r 03.I 0 -O SZ 210
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