Experimental exploratory study of failure modes in models of wooden rectangular beams of Hymenae spp

ABSTRACT

According to the study of mechanical properties, wood is an elastic or elastoplastic material that presents different structural behaviour when tensioned or compressed. From the viewpoint of elasticity, wood is considered anisotropic, or rather it is a material with elastic properties that vary with the direction considered. During tree growth, the internal structure of the solid material consisting of the wood becomes highly oriented and therefore anisotropic. To study the failure modes of wooden parts and to observe their anisotropy in this process, we performed a series of exploratory tests on models of beams, taking into account the different positions of fibers and growth rings and the different relationships between height and length for a specific specie of wood, in other words, a test with tangent, radial and inclined load applied to the fibers. The pieces were made of dicotyledonous wood that was first category and free of defects, making a total of nine samples in three groups. Failure by shearing and normal stresses was observed and was well characterized in terms of records left in the samples. In addition, when describing the failure modes, the results are discussed with the presentation of images and graphics for each case.

Keywords:
Anisotropy; Failure modes; Beams; Wood; Experimental exploration

1. INTRODUCTION

According to the study of mechanical properties, wood is an elastic or elastoplastic material that presents different structural behaviours when tensioned or compressed. From the viewpoint of elasticity, wood is considered anisotropic, or rather it is a material with elastic properties that vary with the direction considered, unlike an isotropic material, in which they remain constant. According to KONOPKA et al. 0, wood is an inhomogeneous, anisotropic, and porous material with moisture-, temperature-, and time-dependent behaviour. In function of the anisotropic and viscoelastic behaviour of wood, combined with its orthotropic character, the study of wood remains difficult for the research and engineering communities. Due to complex loading modes, this difficulty is increased greatly by the action of small cracks, leading to the crack-growth process and finally the collapse of the structure, according to PITTI et al. 0.

During tree growth, the internal structure of the solid material consisting of the wood becomes highly oriented and thus anisotropic. On a macroscopic level, the arrangement of the timber structure results in length and diametric growth processes. The anisotropy of the wood also stems from its cell structure, which is composed mainly of fibrous material and will have an impact on its apparent mechanical properties. The structure of the timber is therefore usually referred to two privileged axes related to these directions: the longitudinal direction (L) along the fiber and the radial direction (R) relative to the annual growth rings. A third direction (T) is tangential to the annual growth rings. The three orthogonal planes RT, RL, and LT formed by these directions are then three planes of symmetry of the internal structure of the wood, as represented in Figure 1(a) and (b). Depending on the relative position in which the pieces of wood are extracted from the trunk of the tree, several relationships between the growth rings and the fibers can be formed (Figure 1(c)).

Figure 1
Representation of wood anisotropy (ALMEIDA 0).

According to LUKACEVIC and FUSSL 0, in most works on failure mechanisms in wood, only the fiber orientation in the global longitudinal-tangential (LT) plane was considered, whereas the fiber orientation in the radial direction, commonly referred to as the dive angle in the literature, is not considered explicitly. An attempt to relate the tension strength to the growth rings was performed by ZHU et al. 0, who concluded that the strength properties of lumber varied greatly in the radial direction within trees, although in their experimental research all the samples examined showed a similar trend.

The knowledge of the rupture modes in bent parts can help in the understanding and identification of the mechanisms of collapse of real structures, assisting in analyses such as those in the area of the forensic investigations, according to YATES and LOCKLEY 0. A study on causes of ruin in wooden structures was developed by HANSSON 0, who investigated over 127 cases of failure of timber structures and their modes of collapse and found that the most common cause of failure is related to weaknesses or lack of design strength (41.5%). Considering the kinds of structural elements, HANSSON 0 states that beams are still the structural elements most frequently used in roof structures and are the elements that fail most frequently in the cases studied.

Equations derived from purely elastic behaviour of the material were used to calculate the stresses and modulus of elasticity of the material. It is important to mention that these typical equations of solid mechanics serve as a comparative parameter between the different modes of rupture, in the scope of the research, in the sense of assisting the practice of design and structural analysis in wooden structures, even though there is no theory for that situation. According to JORISSEN and FRAGIACOMO 0, timber elements are usually designed using linear elastic analysis for the calculation of both the effects of loads on the structural members (strength demand) and the strength of members at cross-sections (strength capacity), which is the only design method currently recommended in the Eurocode. KIM and HARRIES 0 predicted the behaviour of timber structures by using models ranging from simple analytical ones based on linear elastic theory to threedimensional finite element analysis models, even though wood is an anisotropic material. According to KONOPKA et al. 0, orthotropic elasticity is a commonly used material model for the description of the approximately linear (in the range of small strains) and cylindrical anisotropic behaviour. Therefore, Hooke's law gives the linear relation between elastic strain and stress.

In this direction, the study performed by SERRANO and GUSTAFSSON 0 show that it is possible to approximate to the linear elastic analysis more complex behaviour which are typical of the non-linear analysis of the crack mechanics, taking into account the deformation, strength, and fracture energy of the material in the region of the fracture process. They concluded that in some cases the calculations can be carried out analytically by use of the theory of beams. Another study that can be mentioned in the sense of understanding the mechanisms of rupture of wood was performed by NAKAMURA et al. 0, who conducted a series of physical tests and analysed the results using images. The tests performed were bending tests on normal climate specimens, bending tests on specimens stored in water, tensile tests, impact-bending tests, computed tomography tests, and scanning tests. A proposal to understand the rupture mechanism was made by JENSEN and GUSTAFSSON 0, who studied the shearing-resistance of joints with glued sticks. Other studies on shear stresses in transversely loaded beams were performed by VAN DER PUT and LEIJTEN 0 and by JENSEN 0. BUCHELT and WAGENFUHR 0 performed mechanical tests of bending and tension in order to evaluate the proprieties of veneer with the load being applied parallel and transversely to the fibers.

2. MATERIALS AND METHODS

To study the failure modes of wooden parts and to observe their anisotropy in the failure process, a series of exploratory tests were performed on the models of beams, taking into account the different fiber positions and growth rings and the different relationships between height and length for a specific specie of wood. This work, therefore, evaluates macroscopically the rupture modes in models of rectangular sections of wood. It is important to mention that NBR 7190/1997 from Brazilian Association for Standardization (ABNT) was used as reference for the procedures performed. However, because these were exploratory tests and scientific analysis of a preliminary investigation, which aimed to verify the influence of the wood anisotropy in modes of rupture of bending parts, there is no specific normalization for this kind of work. However, the scientific methodology was carefully observed in the steps adopted in the experimentation.

The pieces tested were made of dicotyledonous wood usually of first category, free of defects, with a moisture standard admitted of about 12%, making a total of nine samples in three groups. It is registered that moisture was not a parameter of control related to the investigation. Failure by shearing and normal stresses was observed and was well characterized in terms of records left in the samples. In addition, when describing the failure modes, the results are discussed with the presentation of images and graphics for each case.

In order to experimentally investigate the rupture modes in bent wood parts of rectangular section, prospective three-point bending tests were carried out on wood specimens. Specifically, the study aimed to evaluate the structural behaviour of wood beams using models with different h/L ratios, with h being the height and L the beam span. The specimens used in the tests were measured with callipers in order to verify the dimensions of interest and were made of wood considered of first category, forming a set of nine samples divided into three groups. The directions of the fibers and the growth rings were obtained by visual inspection of the surface and texture of each sample. The visual sense of these parameters can be appreciated in the work of NAKAMURA et al. 0, as mentioned.

In the experiment, a computer-controlled servosystem (Figure 2) was used to apply the force and metal components to simulate the boundary conditions of pinned and roller supports, according to the structural arrangement adopted in the test: hyperstatic and hypostatic beams, as indicated. The force was applied in the middle of the span.

Figure 2
Computer controlled servosystem.

2.1 Materials and equipment

The test specimens were made of wood of the species known by the common name of jatobá, scientific name Hymenae spp, having as main characteristics: apparent density of 1074 kg/m³, compressive stress resistance parallel to fiber of 93.3 MPa, tension resistance parallel to fiber of 157.5 MPa, shearing resistance of 15.7 MPa, and longitudinal modulus of elasticity of 23607 MPa, with these characteristics summarized in Table 1 and Table 2, according NBR 7190/1997 from Brazilian Association for Standardization (ABNT) 0.

Table 1
Material characteristics

COMMON NAME	SCIENTIFIC NAME	ρap(12%)(kg/m3)	fc0 (MPa)	ft0 (MPa)	ft90 (MPa)	fv (MPa)	Ec0 (MPa)
Jatobá	Hymenae spp.	1074	93.3	157.5	3.2	15.7	23607

Table 2
Reference values of characteristic resistance

Dicotyledons (Values under condition of standard reference U = 12%)
Class	fc0,k (MPa)	fv,k (MPa)	Ec0,m (MPa)	ρbas,m (kg/m3)	ρapparent (kg/m3)
C 60	60	8	24,500	800	1,000

In Table 1 the symbology means: ρ_ap(12%) - density under 12% humidity; ρ_bas,m - basic density; f_c0 - compressive stress resistance parallel to fiber, because of the orientation of the wood is parallel to gain; f_t0 - tension resistance parallel to fiber, because of the orientation of the wood is parallel to gain; f_v - shearing resistance, because of the orientation of the wood is parallel to gain; f_t90 - tension resistance normal to fiber, because of the orientation of the wood is normal to gain; E_c0 - longitudinal modulus of elasticity found from compression test. It is important to have in mind that the values of resistance of wood depend on the orientation of force in relation to the fibers in standard test of characterization, as mentioned. The class of resistance (C 60) was defined according NBR 7190/1997 from Brazilian Association for Standardization) (ABNT) 0.

Originally from the Brazilian Amazon and Brazilian Atlantic Forest, jatobá is a tree that belongs to the family of fabaceae. It is the dominant arboreal species in the semideciduous submontane seasonal forest. The species can reach 40 meters in height and 2 meters in diameter. According Technological Institute for Research (IPT-SP) 0, as general characteristics can be cited: Sensorial characteristics: core and sapwood distinct by colour, core ranging from yellowish brown to reddish brown, yellowish white sapwood; Imperceptible smell and taste; High density; Hard to cut; From regular to irregular; Medium texture; Slightly glossy surface. Macroscopic anatomical description: Axial parenchyma: visible to the naked eye, in marginal bands associated with the paratracheal vasicentric or aliform; Rays: visible to the naked eye at the top and visible under a lens on the tangential face, few; Vases: visible to the naked eye, medium; very few; Diffuse porosity; Solitary and multiple; Clogged by oil-resin; Growth layers: distinct, individualized by marginal parenchyma.

The samples were divided into three groups according to their h/L ratios, as follows: Group 1: h/L ratio = 0.04, three samples, 20 × 20 × 500 mm; Group 2: h/L ratio = 0.10, three samples, 20 × 50 × 500 mm; Group 3: h/L ratio = 0.16, three samples, 20 × 80 × 500 mm. A pachymeter was used for measuring the dimensions of the specimens, a mechanical servosystem testing machine (Figure 2) was used for the application of force, with a speed descripted follow, and a pinned and roller metallic supports were used in order to simulate the boundary conditions.

2.2 Assumptions and hypotheses

A first-category wood and defect-free test pieces, with a dry wood with 12% moisture content was considered as base condition. A Bernoulli-Euler beam theory, which considers that the cross-section is originally a plane remains as a plane and orthogonal to the axis after deformation was adopted for obtaining of induced stresses by the vertical effort. The apparent modulus of elasticity was obtained by maximum displacement of the elastic line, given by:

(1) $$y=\frac{P{L}^3}{48EI}\to E=\frac{P{L}^2}{48yI}$$

1. Normal stresses were calculated by the expression:

   (2)$$\sigma =\frac{My}{I}$$

2. Shear stresses were calculated by:

   (3)$$\tau =\frac{VQ}{bI}=1.5\frac{V}{A}$$

In the above expressions, P is the concentrated vertical force applied in the middle of the span, L is the distance between supports, EI is the bending stiffness, M is the bending moment, y is the height in the crosssection with respect to the neutral line, V is the shearing effort, Q is the static moment of the sector above the centroid in the cross-section, b is the shearing base, I is the moment of inertia of the cross-section with respect to its centroid, and E is the apparent modulus of elasticity.

2.3 Procedures performed

A quasi-static controlled deformation test was performed at 0.05 mm/min. A quasi-static test is a process that happens slowly enough for the system to remain in internal equilibrium. In this case, no dynamic or impact effect is considered, consisting of statically acting force at each test moment. The samples were identified and numbered according their dimensions, with a code that specifies the group of each sample; for example, AM-21 refers to the first element of a Group 2 sample. It is important to remember that the samples were manufactured with different directions in relation to the fiber orientation, in other words, a test with tangent, radial and inclined load applied to the fibers. Fiber orientation was verified based on visual observation of each sample.

The adopted distance between supports was 460 mm, which corresponds to a model thickness of 20 mm in relation to the extremity. That is a freely chosen measure that has been defined based on the platform available on the test machine. They are, therefore, physical models for the understanding of structural behaviours. The loading sequence was as follows: initial loading up to 20% of the estimated rupture load, total unloading, and finally reloading up to sample rupture. The relation force and displacement over time were recorded in a digital archive.

3. RESULTS AND DISCUSSION

The results and discussion of the modes of rupture are presented below in the order in which the tests were performed. It should be noted that the test with the hyperstatic beam contour conditions was used in order to detect a possible membrane effect arising due to the horizontal impossibility of displacement of the supports. On the other hand, for the test condition with two rolled supports, the friction between actuator and the beam establishes the equilibrium in horizontal direction. That last boundary condition is the most commonly used in experimental investigations of wood.

3.1 h/L ratio = 0.10; sample dimensions = 20 mm × 50 mm × 500 mm.

3.1.1 First sample: AM-21

Structural system

A structural system characterized by a Hyperstatic beam (Figure 3) was used.

Figure 3
Test arrangement with pinned supports.

Procedure

Procedure performed followed the sequence: The first loading phase with force up to 2 kN; elastic behaviour verification; complete unloading; and reloading until rupture.

Positions of fibers and growth rings

The positions of fibers and growth rings can be seen in Figure 4.

Figure 4
Positions of fibers (a) and growth rings (b) for AM-21.

Obtained results

The load-time relation (graph AM-21_1) and load-displacement (graph AM-21_2) were obtained.

It was possible to see that the unloading in the first phase of the test followed a different curve to the loading, indicating possible entry into the plastic deformation region. It was also possible to note the occurrence of plastification of the fibers in the compressed flange in the central region of the beam and in the positions on the supports. The load of the first rupture was 12.81 kN. After this force the piece returns to recover its resistance capacity and the load rises slightly, with breaking reoccurring at 12.78 kN. The apparent modulus of elasticity according to Eq. (1) is E = 45.50 GPa; the normal stress on rupture according to Eq. (2) is σ = 81.34 kN/mm²; and the shearing stress on rupture according to Eq. (3) is = 0.02 kN/mm².

Discussion of rupture mode

The first rupture of the compressed flange occurred in the central part of the sample and then the tension stress at the most distal edge was reached according to the preferred direction of cleavage. Cleavage is a property of certain materials whereby they divide more easily along certain planes than in other directions; then tension cracking of the part occurred.

3.1.2 Second sample: AM-22

Structural system

The Structural system used was as Hypostatic beam (Figure 5):

Figure 5
Test arrangement with roller supports.

Procedure

Procedure performed were: first loading up to 10 kN; elastic behaviour verification; complete unloading; reloading up to rupture.

Positions of fibers and growth rings

Positions of fibers and growth rings: according to Figure 6:

Figure 6
Position of fibers (a) and growth rings (b) for AM-22.

Obtained results

The load-time relation (graph AM-22_1) and load-displacement relation (graph AM-22_2) as shown below.

The vertical force was applied in the radial direction of the trunk of the tree and the test specimen presented a clear linear elastic behaviour up to a force of 6.5 kN, after which it assumed a non-linear behaviour. It is possible to affirm there was a residual deformation after the unloading in the first stage of the test, indicating a loss of energy by plastification of the compressed flange.

The rupture load was 9.56 kN, which was lower than the strength in the first stage of the test. After this load, the sample recovers its resistant capacity and the load rises, with new breaking occurring again at 10.59 kN, and the process is repeated successively until the definitive rupture at 11.71 kN.

The average experimental modulus of elasticity or apparent modulus of elasticity according to Eq. (1) is E = 47.04 GPa; the normal stress on rupture according to Eq. (2) is σ = 60.71 kN/mm²; and the shearing stress on rupture according to Eq. (3) is τ = 0.01 kN/mm².

Discussion of rupture mode

A disruption clearly occurred by shearing stresses at the medial line of height in the cross-section on the middle of the span. After the displacement of the central region, the body modified its inertia, so that it corresponded to the two separated parts. Finally, it ruptured by tension stress in a local bending process. There was no delamination at rupture; and the rupture occurred in a brittle way in successive stages according to the changing of the neutral line.

3.1.3 Third sample: AM-23

Structural system

A Structural system as in 3.1.2 was used.

Procedure

Procedure performed was as in 3.1.1.

Positions of fibers and growth rings

Positions of fibers and growth rings: according to Figure 7:

Figure 7
Positions of fibers (a) and growth rings (b) for AM-23.

Obtained results

Obtained results as in 3.1.1, except for the following: The load-time relation (graph AM-23_1) and load- displacement relation (graph AM-23_2) are represented below.

For that sample, the rupture force was 12.21 kN. After that, the sample recovered its resistant capacity and the load rose, with new rupture occurring at 12.23 kN. The rupture process was repeated over and over again up to definitive rupture at 13.01 kN. The apparent modulus of elasticity according to Eq. (1) is E = 45.58 GPa; the normal stress on rupture according to Eq. (2) is σ = 44.33 kN/mm²; and the shearing stress on rupture according to Eq. (3) is τ = 0.011 kN/mm²;

Discussion of rupture mode

The rupture occurs as in 3.1.1, although the positions of the growth rings differ, being slightly more vertical than those in 3.1.1. Only with register objective, it is of interest to mention that the dimension of the actuator did not produced modifications to the results. It is important to take in consideration that the sample width is 20 mm. The visual aspect of the sample final condition occurs due to the test to have entered in the plastic zone of the behaviour of material.

3.1.4 Graphic record and group summary

The rupture modes and results are presented in Figure 8 and Table 3:

Figure 8
Images after tests; h/L ratio = 0.1.

Table 3
Summary table: h/L ratio = 0.1

RESULT	SAMPLE
	AM-21	AM-22	AM-23	AVERAGE
Modulus of elasticity	45.50	47.04	45.58	46.04 (GPa)
Shearing stress	0.02	0.01	0.01	0.01 (MPa)
Normal stress	81.34	60.71	44.34	62.13 (MPa)

3.2 h/L ratio = 0.16; sample dimensions = 20 mm × 80 mm × 500 mm

3.2.1 First sample: AM-31

Structural system and procedure

The structural system and procedure adopted were similar to those adopted in 3.1.2. The fiber and growth rings position are as in 3.1.3.

Obtained results

Load-time relation (graph AM- 31_1) and load-displacement relation (graph AM-31_2) as shown below.

The plastification occurred at the contact point of the vertical force and support points of the model. Because the sample has a greater inertia, the specimen provides greater stiffness to the flexion, and due to the mentioned plastification, this model showed a well-defined nonlinear behaviour. The sample tested presented its elastic limit at a force of around 7.0 kN. The force on rupture was 26.16 kN. After that, the sample no longer resumed its resistance capacity. The modulus of elasticity according to Eq. (1) is E = 8.32 GPa; the normal stress on rupture according to Eq. (2) is σ = 64.87 kN/mm²; and the shearing stress on rupture according to Eq. (3) is τ = 0.02 kN/mm².

Discussion of rupture mode

The rupture mechanism was similar to that in 3.1.2, with the horizontal shear stress separating the body into two parts, causing movement of the upper part relative to the lower part in the section on the right support. A proposal to understand the rupture mechanism of this sample was made by JENSEN and GUSTAFSSON 0. There was clear plastification at the point of application of force of the servosystem actuator.

3.2.2 Second sample: AM-32

Structural system and procedure

Structural system and procedure performed was as in 3.1.2, with the first loading conducted up to 5 kN;

Positions of fiber and growth rings

Positions of fiber and growth rings as in Figure 9:

Figure 9
Positions of fibers (a) and growth rings (b) for AM-32.

Obtained results:

Obtained results as in 3.1.3, except for the following: force-time relation (graph AM-32_1) and load- displacement relation (graph AM-32_2). The elastic limit of 6.94 kN. The apparent modulus of elasticity according to Eq. (1) is E = 7.15 GPa; the normal stress on rupture according to Eq. (2) is σ = 67.60 kN/mm²; the shear stress on rupture according to Eq. (3) is τ = 0.03 kN/mm².

Discussion of rupture mode

Discussion of rupture mode occurred as in 3.1.3, except for the following: The growth rings were more sloping in the section than in 3.1.3; no cracking of the part occurred.

3.2.3 Third sample: AM-33

Structural system and procedure

A structural system and procedure: as in 3.1.2 was adopted.

Positions of fibers and growth rings

Positions of fibers and growth rings as in 3.1.3.

Obtained results

Load-time relation (graph AM-33_1) and load-displacement relation (graph AM-33_2) as presented in figures below. The elastic limit of 7.61 kN was found. The apparent modulus of elasticity is 21.37 GPa; the normal stress on rupture is 66.23 kN/mm²; and the shear stress on rupture is 0.03 kN/mm².

Discussion of rupture mode

Discussion of rupture mode as in 3.1.1, in which there was rupture of the compressed flange.

3.2.4 Graphic record and group summary

The obtained results are listed in Table 4 and the rupture modes are presented in Figure 10:

Table 4
Summary table: h/L ratio = 0.16

RESULT	SAMPLE
	AM-31	AM-32	AM-33	AVERAGE
Modulus of elasticity	8.32	7.15	21.37	12.28 (GPa)
Shearing stress	0.02	0.03	0.03	0.03 (MPa)
Normal stress	64.87	67.60	66.23	66.23 (MPa)

Figure 10
Images after tests; h/L ratio = 0.16

3.3 h/L ratio = 0.04; sample dimensions = 20 mm × 20 mm × 500 mm

3.3.1 Samples AM-11 and AM-12

Structural system and procedure

A structural system as in 3.1.2. was adopted. The procedure performed was as in 3.1.2, with the first phase of loading being conducted up to 1 kN.

Positions of fibers and growth rings

Positions of fibers and growth rings: for AM-11, as in 3.1.2; for AM-12 and AM-13: as in 3.1.3.

Obtained results

Load-time relation (graph AM-11_1) and load-displacement relation (graph AM-12_1); and load-time relation (graph AM-11_2) and load-displacement relation (graph AM-12_2) descripted below.

An elastic limit of 1.56 kN was found. An apparent modulus of elasticity of 22.72 GPa; a normal stress on rupture of 82.92 kN/mm²; and a shearing stress on rupture of 0.01 kN/mm² were calculated.

Discussion of rupture mode:

Similar to previous cases, obeying the mode for each described situation in function of the growth rings. Due to their small inertia, these pieces have low flexural strength, having a typically elastic behaviour. For this reason, the rupture modes for the three cases correspond to the modes of compression rupture of the upper flange followed by tension in the most distant edge in relation to the centre of the section, according to the preferred directions of rupture.

3.3.2 Third sample: AM-13

For this third sample were researched the follow: Apparent modulus of elasticity of 31.28 GPa; normal stress on rupture of 49.34 kN/mm²; shearing stress on rupture of 0.005 kN/mm²; and the load-time relation (graph AM-13_1) and load-displacement relation (graph AM-13_2).

3.3.3 Graphic record and group summary

Rupture modes are presented in Figure 11 and a synthesis of the obtained results is shown in Table 5.

Figure 11
Images after tests: h/L ratio = 0.04

Table 5
Summary table: h/L ratio = 0.04

RESULT	SAMPLE
	AM-11	AM-12	AM-13	AVERAGE
Modulus of elasticity	22.72	22.72	31.28	25.58 (GPa)
Shearing stress	0.01	0.01	0.00	0.01 (MPa)
Normal stress	82.92	82.92	49.34	71.73 (MPa)

3.4 Summary

The graphs in Figure 12 together with Table 6 summarize the obtained results for the set of tests performed.

Figure 12
Summary of obtained results.

Table 6
Final summary table.

AVERAGE VALUES	h/L RATIO
	0.04	0.10	0.16
Apparent modulus of elasticity (GPa)	25.58	46.04	12.28
Shearing stress on failure (MPa)	0.01	0.01	0.03
Normal stress on failure (MPa)	71.73	62.13	66.23

4. CONCLUSIONS

The rupture modes of bent parts should take into account the cleavage surfaces along the beam axis. The elastoplastic material hypothesis is inadequate to model the rupture by the existence of cleavage surfaces. For this reason, can be concluded, considering the experimental investigation performed and restricting the results to the present experimentation in function of the number of samples tested, that the structural behaviour of wood in flexion tends to be considered as elastoplastic in compression and elastic-brittle in tension.

Grow rings function as reinforcement pieces at the transversal direction. When the grow rings are aligned perpendicularly to the axis of the beam the predominant rupture is occurred by shearing stress. However, when a bar of wood undergoes bending, with its fiber more or less in the same direction of the grown rings, occur the failure of the compressed fibers predominantly in the more distant board. With this, a gradual migration of the neutral line in the direction of the tensioned board occurs and finally the piece collapses by distension of the more tensioned side. This phenomenon becomes more accentuated in parts of greater inertia.

Although the classic formulas for linear elastic behaviour have been used for calculating the modulus of elasticity and the normal and shear stresses in the section, the rupture mechanisms cannot be analysed only by the typical distribution of tensions along the cross-section, and it is necessary to carry out specific tests to determine the modulus of elasticity in compression and tension, since that obtained from the flexion is an apparent modulus.

It is of interest to note that characterization using rupture diagrams can be a helpful tool to analyse actual cases of failure of actual structures.

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Publication Dates

• Publication in this collection
  2018

History

• Received
  23 Feb 2017
• Accepted
  16 Oct 2017