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BEB801 – Project Developing

BEB801 – Project
Developing a simple finite element models of sheathing
to timber connection – Comparison of experimental test
and Strand 7 FE modelling
Student Name: Myeong Ho Park
Student Number: N8049394
Date of submission: 07/06/2020
Supervisor: Craig Cowled
Table of Contents
1.0 Introduction……………………………………………………………………………………………………………………………………..1
2.0 Background of study………………………………………………………………………………………………………………………2
2.1 Connections or modelling with nailed specimen…………………………………………………………………2
2.2 Connections or modelling with staples……………………………………………………………………………….3
3.0 Literature review…………………………………………………………………………………………………………………………….4
4.0 Introduction Strand 7 program ………………………………………………………………………………………………………5
5.0 Methodology ………………………………………………………………………………………………………………………………….6
5.1 Strand7 Model (nail specimen) ………………………………………………………………………………………….8
5.2 Strand7 Model (staple specimen)…………………………………………………………………………………… 10
6.0 Discussion…………………………………………………………………………………………………………………………………….. 12
6.1 Nail specimen………………………………………………………………………………………………………………….. 13
6.2 Staple specimen ……………………………………………………………………………………………………………… 15
7.0 Conclusion………………………………………………………………………………………………………………………………….. 16
8.0 References…………………………………………………………………………………………………………………………………… 17
Figure 1. Example of the structural components of timber shear wall and sheathing board………………..1
Figure 2. Example of segmented timber shear wall………………………………………………………………………………..3
Figure 3. Standard Timber Framed Shear Wall Components…………………………………………………………………4
Figure 4. Strand 7 FE Model (nail specimen) …………………………………………………………………………………………..8
Figure 5. Displacement Shape under Load(front) ……………………………………………………………………………………9
Figure 6. Displacement Shape under Load(rear) …………………………………………………………………………………….9
Figure 7. Strand 7 FE Model (staple specimen)……………………………………………………………………………………. 10
Figure 8. Displacement Shape under Load(front) ………………………………………………………………………………… 11
Figure 9. Displacement Shape under Load(rear) …………………………………………………………………………………. 11
Figure 10. SP1-3 Load Displacement Curve (test) ……………………………………………………………………………….. 12
Figure 11. SPs1-3 Load Displacement Curve (test)………………………………………………………………………………. 12
Figure 12. Nail specimen Load Displacement Curve (Strand7) …………………………………………………………… 13
Figure 13. SP1 Load Displacement Curve (Test Result)………………………………………………………………………… 13
Figure 14. Staple specimen Load Displacement Curve (Strand7) ……………………………………………………….. 15
Figure 15. SP1s Load Displacement Curve (Test Result) ………………………………………………………………………. 15
Table 1. Table of materials and elements……………………………………………………………………………………………….6
Page 1
1.0 Introduction
In the timber housing, during the situations of earthquakes and strong winds there are strong
lateral forces which are created by them is resisted with timber shear walls and the diaphragms
(roof and / or floors). The forces which are created by the earthquakes and strong winds then
transferred from roofs and floors though diaphragm action which then further give support to
the timber walls and then to the foundations. The following figure provide the details of the
structural components of timber shear walls and sheathing board.
Figure 1. Example of the structural components of timber shear wall and sheathing board
The connection of the timber frame and the sheathing board such as the plywood or the
Oriented Strand Board (OSB) with the help of fasteners like nails or staples. Additionally, the
connections of the shear walls require the anchorage devices and the large diaphragms may
requires the splice connections.
In this part of the work, the modelling of the sheathing to timber connections is done with the
help of Strand 7 program and then there will be a comparison which has been done on the
experimental data collected with the help of Queensland University of technology. The
comparison provides the details of the performance of the Oriented Strand Board (OSB) which
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is of the measurement of 6mm and the 4mm F22 plywood (HP), 7mm F8 plywood (SP) and
6mm Fibre Cement (FC). This comparison is done in the test report form which will provides
the details of the previous literature provided and the methodology which have been used to
find out the proper details. For this comparison report, 7mm F8 plywood (SP) nailed specimens
and 7mm F8 plywood (SPs) stapled specimens results and monotonic tests are in experimental
report and are only compared with FE (Finite Element) Strand 7 model.
2.0 Background of study
In the background of the study there are some of discussion which would be made based on
the fasteners which can be used for the connection of the sheathing to the timber. There are
differing shapes and design of the structures which are to be raised by the utilization of the
timber material. The changing sizes just as states of such basic components have really
presented greater difficulties to the sort of timber associations which confronted constraints of
moderately littler size in their basic associations. So as to get the effectivity in the associations
there is a key framework which must be achieved. In any of the structure and structure the
joints which are to the timber structure is not the main factor which make the structure solid,
there are different elements which can be considered for this reason. According to the
requirement of this work, will have to consider the connections or fasteners only to bring
clarification of the significant area of work. There are basically two types of fasteners which
can be used for this purpose:
2.1 Connections or modelling with nailed specimen
The connections done with the help of nails are strong for the walls and these types of
connections are no easy to remove. This means they provide shear strength to the walls to bear
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the lateral forces effect. The modelling or the connection with the nail fasteners can be
explained well with the help of following figure in below.
Figure 2. Example of segmented timber shear wall
2.2 Connections or modelling with staples
The modelling of the shear walls for sheathing to timber with the help of staples provide
adequate strength to the structure but mainly for the light frame wall and they are not as
effective for the heavy walls because they requires strengths to handle the lateral forces of the
earthquake and the strong winds. If they are not done in that manner it would be difficult for
the structure of the house to handle the pressure of the forces.
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Figure 3. Standard Timber Framed Shear Wall Components
There are various factors which are considered while selection for the fasteners for the
particular shear wall. The factors which are considered are the load capacity of the wall and
the time to be consumed. Production of the large elements of the wall for sheathing with the
timber basically utilizes the glue for the joints. This type of joining is not so common with the
member joint because in such there is huge attention which is to be taken from the moisture
control and also the temperature regulations during the process of production.
3.0 Literature review
Cyclic loading is subject to the structure of timber connection as a result of wind and
earthquake. Shear walls in particular are required to withstand these cyclic loads. The cyclic
load cannot determine the timber system. The OSB board is found in the literature. The
literature review shows that timber-framed work results in sheathing products can be
comparable.
There are many out of plane effect in the process of sheathing to timber connection. In
literature, researchers suggested rollers to overcome the effect of the out plane. In monotonic
testing, there are specifications of the weight and displacement. This testing effect can easily
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see in modern software which is Strand 7. In an experiment for a monotonic test, the Instron
machine is used for observation. The system collects the data which are given in the form of
specimens. In the process of testing for different observations, the structure performance is
almost the same with two of different connections such as nailed specimen and stapled
specimen.
4.0 Introduction Strand 7 program
For this report, mainly used software in analysis process, which is named Strand 7. It is
excellent software for users especially who want to start learning the finite element (FE)
modelling and FE analysis software. This software is mainly for FE analysis, so it is
compatible with various types of analysis by performing finite element method as specified in
Strand7 (2020). The list of software provides solvers in below.
• Linear, non-linear analysis (material, boundary non-linearity), influence and buckling
• Harmonic response, spectral response and natural frequency in dynamic analysis
• Linear and non-linear steady-state and transient analysis
• Linear and non-linear heat transfer steady-state and transient analysis
• XY plots (possible to make an virtual XY plot with any parameter result) (Strand7, 2020).
Due to restriction of test report provides, cyclic test method does not provide any result or
assume of parameter. The following of this circumstance, this report is only aim on
comparing between monotonic test result and FE model result.
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5.0 Methodology
The strand7 models of both the nail specimen and staple specimen have been created using a
combination of beam element, rigid link and plate element. The following table illustrates the
element components used in the Strand7 analysis:

Material Element
6mm plywood board Quadrilateral plate element
90 x 45 timber stud Beam element
Nails / Staples Rigid link

Table 1. Table of materials and elements
A 4-noded quadrilateral plate element was used as the shell element type to simulate the
plywood board. The plate thickness and material type were set as 6 mm and timber respectively.
For the density of the mesh, a uniform 50mm by 50 mm quadrilateral plate mesh size was
adopted throughout.
The Strand7 program employs a finite element analysis through the discretization method to
analyse the load-displacement relationship between the various elements modelled. The
discretization method is a computational technique which is designed to perform a set of
iterative differential equations to mathematically determine the nodal displacements of the
plate element. These calculated nodal displacements are the in-plane displacements in both x
and y axes (dx and dy) which are subsequently used to generate the load-displacement graph
through Force vs Displacement table.
The interface element between the timber studs and the plywood board was modelled using the
rigid links to represent the nail and staple specimens. For the nail specimen, the centres of nail
specified was 200 mm whereas 50 mm centre-to-centre spacing was used for staple specimen.
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The section of the rigid link was modelled as circular element, with diameter equals to the
diameter of the nail and staple specimen. In order to represent the pinned connection for the
interface element, the boundary condition of the nail and staple was set up as follows:
• Rigid link end connected to the timber studs – Restrained in X, Y and Z translations and rotations
• Rigid link end connected to the plywood board – Restrained in X, Y and Z translations and fully released
in X,Y and Z rotations
In terms of the force displacement graph, the graphs produced from monotonic tests and
Strand7 models are in close agreement for both the nail specimen and staple specimen. This
indicates that the modelling of the sheathing to timber connection can be achieved in Strand7
program provided that the correct modelling technique, material properties and interface
elements are used.
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5.1 Strand7 Model (nail specimen)
Figure 4. Strand 7 FE Model (nail specimen)
6mm Plywood board
Nails @ 200mm
centres
90×45 timber
studs
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Figure 5. Displacement Shape under Load(front)
Figure 6. Displacement Shape under Load(rear)
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5.2 Strand7 Model (staple specimen)
Figure 7. Strand 7 FE Model (staple specimen)
6mm Plywood board
Staples @
50mm centres
90×45 timber
studs
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Figure 8. Displacement Shape under Load(front)
Figure 9. Displacement Shape under Load(rear)
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6.0 Discussion
Below figures are drawn by the function of Matlap program with results from test report data;
nail specimens SP1-3 and staple specimens SPs1-3.
Figure 10. SP1-3 Load Displacement Curve (test)
Figure 11. SPs1-3 Load Displacement Curve (test)
Of these, only one specimen was extracted from the nail specimens and staple specimens
respectively and compared with Strand 7 result.
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6.1 Nail specimen
Nail Specimen Load-Displacement Curves
Figure 12. Nail specimen Load Displacement Curve (Strand7)
Figure 13. SP1 Load Displacement Curve (Test Result)
Page 14
From the above nail specimen load-displacement curves generated from both Strand7 and
monotonic test, it can be seen that both graphs demonstrate almost identical load displacement
relationship, indicating the Strand7 results correspond well with the monotonic test. The loaddisplacement curves can be observed to resemble the stress-strain curve of a steel material.
From the load-displacement curves plotted, the nail specimen can be concluded to exhibit an
almost linear relationship up to a pull-out load of approximately 2.9 kN. The nail specimen
demonstrated an elastic linear behaviour and obeyed the Hooke’s law, where increase in load
is linearly proportional to the increase in the displacement. During the elastic state of the nail
specimen, the nail has the ability to return to is undeformed shape when unloaded due to the
perfectly elastic behaviour.
The yield load of the nail specimen is determined as approximately 3.5 kN, and this is the
transition point of the material from an elastic state to the plastic state. Beyond the yield load
of the material, a small increase in load can result in a large increase in displacement, as
evidenced in the relatively flat load-displacement curve past the yield point. During the plastic
state of the nail specimen, the permanent deformation of the material takes place and the
material is unable to return to is undeformed shape when unloaded.
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6.2 Staple specimen
Staple Specimen Load-Displacement Curves
Figure 14. Staple specimen Load Displacement Curve (Strand7)
Figure 15. SP1s Load Displacement Curve (Test Result)
Page 16
From the above staple specimen load-displacement curves generated from both Strand7 and
monotonic test, it can be seen both graphs demonstrate relatively similar load-displacement
relationship, indicating the Strand7 results correlate well with the monotonic test. From the
load-displacement curves, the staple specimen exhibited a linear behaviour up to approximately
3.7 kN load. Similar to the nail specimen, this state of loading is known as the linear elastic
state, where the staple specimen demonstrated an elastic linear behaviour and obeyed the
Hooke’s law. In an elastic state, the load is linearly proportional to the displacement.
The yield point of the staple specimen at which the staple undergone from elastic state to plastic
state is determined as approximately 3.7 kN. However, during the plastic state of the staple
specimen, the curve is relatively steep in comparison to the nail specimen’s load displacement
curve, indicatively a more ductile behaviour of the staple material. The rupture point of the
material is determined as approximately 8.2 kN, where there is a sudden drop in load with no
increase in displacement. At the rupture state, the staple is said to have failed and could not
sustain any increase in load.
7.0 Conclusion
From the load-displacement curves generated through Strand7 and monotonic tests, it can be
concluded that a good agreement can be found between monotonic test results and Strand7
finite element modelling results. This indicates the finite element analysis of the sheathing to
timber connection can be achieved in Strand7 program provided that the correct modelling
technique, material properties and interface elements are used. From the various loaddisplacement curves plotted, it can be observed that both nail and staple specimens experienced
elastic, yield and plastic states during the loading state. These behaviours correlate well with
the behaviours of the steel material that can be reasonably expected. From a load carrying
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capacity perspective, the staple specimen was found to have sustained higher load. This can be
attributed to the closely spaced staples which allowed load to be shared between staples. In
addition, based on the comparison, it can be found that the staple specimen exhibited a more
ductile behaviour past the yielding state of the material, in comparison to the nail specimen.
8.0 References
1) Dolan, J. D., and Foschi, R. O. (1991). “Structural analysis model for static loads on timber shear walls.”
J. Struct. Eng., 117(3), 851–861.
2) Dolan, J. D., and Madsen, B. (1992). “Monotonic and cyclic nail connection tests.” Can. J. Civ. Eng., 19,
97–104. Durham, J. (1998). “Seismic response of wood shearwalls with oversized oriented strand board
panels.” MSc thesis, Univ. of British Columbia, Vancouver, B.C. Easley, J. T., Foomani, M., and Dodds,
R. H. (1982). “Formulas for wood shear walls.’ J. Struct. Div. ASCE, 108(11), 2460–2478.
3) Falk, R. H., and Itani, R. Y. (1989). “Finite element modeling of wood diaphragms.” J. Struct. Eng.,
115(3), 543–559.
4) Filiatrault, A. (1990). “Static and dynamic analysis of timber shear walls.” Can. J. Civ. Eng., 17(4), 643–
651.
5) Foliente, G. C. (1995). “Hysteresis modeling of wood joints and structural systems.” J. Struct. Eng.,
121(6), 1013–1022.
6) AS 1720.1:2010 – Timber structures – Part 1: Design methods. Standards Australia: Sydney, Australia.
Branco, J.M., Matos, F.T., & Lourenço, P.B. (2017). Experimental In-Plane Evaluation of Light Timber
Wall Panels. Buildings, 7(3), 63.
7) Cowled, C.J.L. (2019a). Hysteretic Performance of Sheathing to Timber Connections – Comparison
between 7mm F8 Plywood and 4mm F22 Plywood (Experimental Report submitted to EWPAA).
Queensland University of Technology: Brisbane, QLD. 25
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8) Cowled, C.J.L. (2019b). Hysteretic Performance of Sheathing to Timber Connections – Preliminary
Work (Experimental Report submitted to EWPAA). Queensland University of Technology: Brisbane,
QLD. Dinehart,
9) D.W., & Shenton III, H.W. (1998). Comparison of Static and Dynamic Response of Timber Shear Walls.
Journal of Structural Engineering, 124(6), 686-695.
10) Durham, J., Lam, F., & Prion, H.G.L. (2001). Seismic Resistance of Wood Shear Walls with Large OSB
Panels. Journal of Structural Engineering, 127(12), 1460-1466.
11) Grossi, P., Sartori, T., & Tomasi, R. (2015). Tests on timber frame walls under in-plane forces: part 1.
Structures and Buildings, 168(SB11), 826-839.
12) ISO 16670:2003 – Timber structures – Joints made with metal fasteners – Quasi-static reversed cyclic
test method. International Organization for Standardization: Geneva, Switzerland.
13) Strand7.(2020). Strand7 – Finite Element Analysis Software. [online] Available at:
http://www.strand7.com/ [Accessed 1 June 2020].

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