The effect of moisture content on the mechanical properties of wood structure

Mohammad Kherais; Anikó Csébfalvi; Adél Len; Attila Fülöp; Judit Pál-Schreiner

doi:10.1556/606.2023.00917

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Pollack Periodica

Volume/Issue:: Volume 19: Issue 1

The effect of moisture content on the mechanical properties of wood structure

Authors:

Mohammad Kherais

Mohammad Kherais Marcel Breuer Doctoral School, Faculty of Engineering and Information Technology, University of Pécs, Pécs, Hungary

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mohammad.kherais@mik.pte.hu https://orcid.org/0009-0007-4734-167X

Anikó Csébfalvi

Anikó Csébfalvi Department of Civil Engineering, Faculty of Engineering and Information Technology, University of Pécs, Pécs, Hungary

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Adél Len

Adél Len Department of Civil Engineering, Faculty of Engineering and Information Technology, University of Pécs, Pécs, Hungary
Neutron Spectroscopy Department, Centre for Energy Research, Budapest, Hungary

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Attila Fülöp

Attila Fülöp Department of Civil Engineering, Faculty of Engineering and Information Technology, University of Pécs, Pécs, Hungary

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, and

Judit Pál-Schreiner

Judit Pál-Schreiner Department of Civil Engineering, Faculty of Engineering and Information Technology, University of Pécs, Pécs, Hungary

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Pages:: 41–46

Online Publication Date:: 07 Feb 2024

Publication Date:: 22 Mar 2024

Article Category:: Research Article

DOI:: https://doi.org/10.1556/606.2023.00917

Keywords:: moisture content; timber; modulus of elasticity; modulus of rupture; four-point bending test; Poisson distribution; stress; strain

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Abstract

In the last two decades, the utilization of timber in construction has gained increasing attention among researchers and sustainable building designers. Therefore, studies of climate impact on timber structures have been conducted, many of them focusing on the moisture content caused changes in timber. In the present study, four-point bending tests have been performed on three testing groups, containing 30 samples each. The first group has been tested under its natural conditions, while the second and the third groups were fully saturated with water. The third group was glazed with a protection material. The results show the changes in the modulus of elasticity and the modulus of rupture caused by the moisture content increase. In the same time the material behavior changed from brittle to semi-ductile or ductile for some samples.

Abstract

1 Introduction

Wooden structure architecture in European countries has special style and artistic characteristics with a history of several hundreds of years, having important cultural heritage value. The most important aging processes for timber members are the biological damages and natural aging. The biological damage is caused by microorganisms (fungi, termites, etc.,), resulting in serious problems, like wood decay, defects, or cavities [1–3]. Natural aging effects are caused mainly by UltraVioley (UV) light, temperature and air humidity variations, precipitation, and wind. The aging effects change the wood cell size, resulting in changes of the microstructure, macroscopic physical characteristics, and mechanical properties [4–7]. The dimensional stability and the appearance – color and shape – of the timber members can be evaluated through the hygroscopic behavior parameters, like Equilibrium Moisture Content (EMC). The main mechanical property parameters that characterize the timber members under bending load are the Modulus Of Rupture (MOR) and Modulus Of Elasticity (MOE) [8–10].

These parameters can be measured using destructive or non-destructive testing. Non-destructive testing methods in the case of the timber are based mainly on the propagation speed of the ultrasonic waves, or acoustic spectral analysis [3]. The destructive testing is based on the incremental displacement system or force system until the tested samples fail. In most cases three-point or four-point bending tests are performed to obtain the flexural properties of the materials [8, 11].

Since wood interacts directly with various environmental factors, the protection of wood from these factors that pose a threat to its physical and mechanical properties, is indispensable. Various coatings can be used to protect timber elements.

The covering usually lasts for 2–3 years [12] then new treatments must be implemented. Besides their artistic function, paints provide protection against weathering. A nonporous, hydrophobic paint coating inhibits moisture penetration and thus paint discoloration caused by wood extractives, inhibits paint peeling, and warping of the wood. The use of appropriate pigments will almost eliminate photo-degradation of the wood surface. However, paints and protective layers are not total preservatives; they cannot prevent decay if the environment is conducive to fungal growth, the wooden structure is directly exposed to sun and rain effects [11]. Besides the severity of the climate conditions, the serviceability of the paint on timber structures is affected by three significant factors: the wood type and quality, the design and use of the building, paint type and quality [12, 13].

Previous papers [4, 5, 14] discussed the climate impact on heritage timber structures, focusing on the relationship between Moisture Content (MC) change and the climate components effects, like temperature (T) and relative humidity (RH). The present paper aims to study the changes in the mechanical properties of the timber, especially the MOR, which is defined as a specimen's maximum strength just before failure, and the MOE, which is defined as the ratio between the active stress load and the resulting strain (deformation) that the wood exhibits along its length, by using the four-point bending test. Three groups of samples have been investigated, all groups containing 30 samples of the same type of softwood spruce (Picea abies – C16), as it will be shown in the following sections.

2 Methodology

Softwood (Picea abies – C16) samples with a cross-section of 50 × 50 mm² and length of 4 m had been procured from the local market. The average mechanical properties for the samples were 52.29 MPa for MOR, 11.2 GPa for MOE, with an average density equal to 366 kg m⁻³. The 4 m long pieces had been cut into 1 m samples, and the samples were grouped in group A, B and C. Group A contained samples tested under natural conditions (room T is 23.8% and RH is 29.3%), group B contained samples submerged in water (pH 6.5, total hardness 50 CaO mg L⁻¹) for a 7 days until the fully saturated state [15], and group C has been tested with the same conditions as group B, but glazed by a coating material previous to submerging. There are layers of Sadolin Extra, which is an outdoor silk-gloss thick glaze material that protects and decorates outdoor wooden surfaces, were applied. According to the manufacturer, it provides long-lasting protection against the weather and the sun UV radiation. It has a water-repellent effect, and it is absorbed by the wood.

The four-point bending tests have been conducted according to the Hungarian specifications (MSZ EN 408:2011 [16] and MSZ EN 384:2010 [17]) using a displacement control system, where the load increment was controlled, its speed was set for 5 mm min⁻¹. Before starting the test, the environmental T and RH were measured. The surface MC of each sample was measured using a Testo 606-1 device. According to the standards, the samples were assembled in the center of the supports; the distance between the two supports was 900 mm with a span of loading equal to 300 mm. The testing machine (Instron static hydraulic – Satec series) was connected to a computing system which allowed measuring the load and the deflection every 0.1 s.

Figure 1a shows the load analysis for each wood sample, Fig. 1b shows the force versus displacement curves generated by the testing machine. The bending moment value is equal to half of the applied load (F/2) multiplied by the loading span distance (a), which is equal to 300 mm. Stress (

σ

), MOR, and strain (

ε

) values of each sample can be calculated using the following equations respectively:

σ = \frac{3 F a}{b h^{2}},

(1)

M O R = \frac{a (F_{\max} / 2) (h / 2)}{b h^{3} / 12} = \frac{3 F_{\max} a}{b h^{2}},

(2)

ε = \frac{h}{2 R},

(3)

where

h

and

b

are the depth and width of the cross section, and

R

is the radius of the measured curvature, using the displacement values.

Fig. 1.

a) Load analysis of the testing sample; b) load vs. displacement curve generated by the testing machine for sample A13

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

To calculate the accurate MC, a 9 cm long piece was cut from each sample to be weighted in the current phase, its mass was denoted as

m_{1}

. The 9 cm samples were dried using a furnace until three consecutive stable weight readings were obtained, denoted as

m_{d r y}

. Thus, MC equals to:

M C = \frac{m_{1} - m_{d r y}}{m_{d r y}} .

(4)

To obtain an accurate comparison between the samples, the MOE and MOR values were converted to an MC value equal to 12% according to ISO 13061-3:2014 [18] and ISO 13061-4:2014 [19] using the following equations:

{M O E}_{12} = \frac{M O E}{1 - α (M C - 12)},

(5)

{M O R}_{12} = M O R (1 + β (M C - 12)),

(6)

where α and β are the correction factors, equal to 0.02 and 0.04 respectively.

3 Results and discussions

3.1 Fracture behavior of samples

The very first observations on the fracture behavior of the samples could already be done on the basis of their failure modes. Group A samples showed brittle behavior with different failure modes shown in (Fig. 2). Simple tension failures occurred in 27% of the samples, 3% of the samples had brash tension failure, 13.5% of the samples had buckling failure, and 56.5% of the samples had a cross-grained tension failure. Group B samples showed buckling failure in most of the cases (83% of the samples) combined with few millimeters crack width spread along the sample. The remaining 17% of samples had cross-grained tension failure. In group C, 63.5% of the samples had cross-grained tension failure, 23.5% of the samples had buckling failure, and 13% of the samples had simple tension failure.

Fig. 2.

Failure modes found during the test for the case of group A, a) simple tension failure; b) cross-grained tension failure; c) brash tension failure; d) buckling failure

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

The variation of failure modes in group A can be explained by the fracture behavior of the wood in its natural state, which is considered a brittle material. On the other hand, the fracture behavior in the timber sample changed to ductile or semi-ductile behavior as the MC grew, increasing the possibility of achieving high displacements without significantly reducing the material strength [20]. In case of group C, the samples absorbed the glazing material, thus protecting the wood cells from the moisture impact and maintaining the brittle behavior in most of the samples. Generally, ductile behavior is better than brittle behavior because ductile materials can undergo extensive plastic deformation before failure, making them more resistant to sudden fractures or failures. Furthermore, ductile materials provide warning signs of impending failure through visible deformations, enabling timely repairs or replacements to prevent catastrophic incidents. The fracture behavior of wood varies depending on species, however, the main controlling factor for every wooden species is the MC. Reaching ductility in timber means high MC% thus high strain value, however this results in very weak resistance and strength against static and dynamic loads, while the brittle behavior gives high strength values and an acceptable strain value. The best scenario happens in group C where both resistance and deformation capacity increase. This explains why different design annexes prefer brittle behavior in timber elements, and the importance of choosing the appropriate glazing (covering) materials.

3.2 Mechanical properties of the samples

Figure 3 shows the stress versus strain diagram for the maximum and minimum strength of rupture samples from each group. As it is shown in Fig. 3, group B samples deform (elongate), recording more strain values with lower stress values compared to group A and C, and have a nonlinear elastic deformation referring to the increase in MC, which explains why the buckling failure was dominated in group B.

Fig. 3.

Stress vs. strain diagram for maximum and minimum strength of rupture of tested groups

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

The cracks width in group A and C were ranging between 5 and 70 mm, however for group B, the cracks width was around 5 mm, since the buckling failure is harder to be detected. This can be explained by the differences in the failure modes between the testing groups, which reflect the danger behind the MC increase through exposure to climate components. With the increase in strain (increasing ductility), the MOR and MOE values are decreasing (see Table 1). This failure happens in case of compression elements such as columns and bracing elements, considered as main structural parts in roofs and towers.

Table 1.

Strain and MOR, MOE correlation coefficient (R)

	Group A	Group B	Group C
R_{strain & MOR}	0.6998	−0.2078	0.7396
R_{strain & MOE}	0.5044	−0.0945	0.3696

The density and MC values under natural conditions and after the wetting are shown in Table 2. Higher density wood samples absorb higher amount of water under natural conditions and also after full wetting, which remains true also after the surface treatment of the samples with a coating layer. Additionally, non-coated samples MC increased by 1.7 times in average after full wetting, however coated sample MC has increased only by 2 times.

Table 2.

Density and MC values for the studied groups of samples

	Group A	Group B	Group C
Density (kg m⁻³)	335–512	263–399	303–500
MC(%) natural conditions	9–14	17–35	2.5–19
MC(%) after wetting	–	34–65	14–30

The values of MOR and MOE are influenced by the density of the samples, lower density values are accompanied by lower MOR and MOE values. Figure 4 shows the density vs. the modulus of rupture for all the measured samples.

Fig. 4.

Density vs MOR

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

Table 3 shows the mechanical properties of the tested samples. The values for Group A are the corrected for MC equal to 12%, while the group B and C samples were measures in fully saturated state.

Table 3.

Mechanical properties results based on four points bending test

		Mean values (30 samples)	Standard deviation (σ)
Group A	MOR₁₂ (MPa)	52.29	14.32
Group A	MOE₁₂ (GPa)	11.21	2.68
Group B	MOR_Sat (MPa)	33.86	16.23
Group B	MOE_Sat (GPa)	7.20	5.05
Group C	MOR_Sat (MPa)	46.73	12.78
Group C	MOE_Sat (GPa)	9.59	2.03

As it is shown in Table 3, the increase of the MC in group B leads to a massive decrease in the mechanical properties of the wood samples, the degradation (MOR and MOE values decrease) caused by the full water submerge was 35% compared to the room temperature tested group A. In the case of group C, the degradation values were 11% and 15% for MOR and MOE, respectively.

Figure 5 shows the MOR values for the A, B and C groups of samples, highlighting the superior strength of the samples in their natural state (Group A), the pronounced weakening of fully saturated samples (Group B), and the transitional nature of the glazed samples (Group C) positioned between the two extremes. When wood samples are surface treated, their mechanical properties are much less influenced by the MC, even for a full water saturation state which is an extreme circumstance. Therefore, an optimum state of ductility increases of the wood, and only low mechanical deterioration can be reached by the proper choice of a surface treating material. The measurements offer valuable insight into the effects of moisture content on the rupture characteristics (Fig. 5) and modulus of elasticity of the tested samples, aiding the understanding of material behavior under different moisture content conditions.

Fig. 5.

MOR vs. MC 95% confidence ellipse graphs for the three groups of tested samples

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

3.3 Statistical evaluation of the test

The MOR and MOE values of the three groups of tests showed Poisson's distribution (see Figs 6 and 7).

Fig. 6.

Modulus of rupture representation in terms of Poisson's distribution

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

Fig. 7.

Modulus of elasticity representation in terms of Poisson's distribution

Citation: Pollack Periodica 19, 1; 10.1556/606.2023.00917

In Figs 6 and 7, the MOR and MOE values of group B and C samples has shifted to the left compared to group A samples, indicating a degradation of the mechanical properties. Figure 6 shows that the probability of having a sample with MOR equal to 52 MPa in group A is almost equal to 6% while it is 4.2% in group C. For group B to have the same MOR value, the probability is almost zero. Figure 7 shows similar degradation results regarding the MOE values. To have a sample where MOE equals 11 GPa in groups A and C, the probability equals 12%. Attaining the same value in group B has a probability of 6%. All these statistics prove the positive impact of painting the timber element to protect it from weathering factors, especially the water impact. Using linear regression and calculating the correlation factors as an average in all groups, the MC increase has a greater negative impact on the MOR values with a correlation factor equal to −25% than the MOE values with a correlation factor equal to −18%.

4 Conclusions

In construction, wood has started to be rediscovered as a renewable material. However, its short lifetime compared to concrete, limits its applications. Therefore, understanding the degrading effects of the environmental and climate conditions on mechanical properties is of great importance. Based on the performed laboratory tests and the results of the statistical analysis, it can be concluded that the wood moisture content has a significant degrading influence on its mechanical properties; however the surface treatment of the material can significantly diminish the deteriorating effects of the moisture.

The paper discussed the impact of extreme MC conditions on modulus of rupture and modulus of elasticity of the pine softwood. The increase in MC decreases the bending strength and the modulus of elasticity to one-third of their original values perpendicular to the grain direction. In line with the Eurocode 5 requirements, the glazing guaranteed the brittle behavior by decreasing the buckling failure, which is common in ductile elements. In the case of wood samples tested under natural conditions the number of buckling failures was 4, which increased to 18 for fully wet ones. When surface glaze was applied, the buckling behavior decreased again to 7 samples. Therefore, the positive impact of the glazing even on fully water submerged samples could be proved. The glazed submerged samples' MOR and MOE increased by 27.5% and 26.1% compared to the unglazed submerged group.

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Pollack Periodica

Print ISSN:: 1788-1994

Online ISSN:: 1788-3911

Editorial Board

Bálint Bachmann (Institute of Architecture, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Jeno Balogh (Department of Civil Engineering Technology, Metropolitan State University of Denver, Denver, Colorado, USA)
Radu Bancila (Department of Geotechnical Engineering and Terrestrial Communications Ways, Faculty of Civil Engineering and Architecture, “Politehnica” University Timisoara, Romania)
Charalambos C. Baniotopolous (Department of Civil Engineering, Chair of Sustainable Energy Systems, Director of Resilience Centre, School of Engineering, University of Birmingham, U.K.)
Oszkar Biro (Graz University of Technology, Institute of Fundamentals and Theory in Electrical Engineering, Austria)
Ágnes Borsos (Institute of Architecture, Department of Interior, Applied and Creative Design, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Matteo Bruggi (Dipartimento di Ingegneria Civile e Ambientale, Politecnico di Milano, Italy)
Petra Bujňáková (Department of Structures and Bridges, Faculty of Civil Engineering, University of Žilina, Slovakia)
Anikó Borbála Csébfalvi (Department of Civil Engineering, Institute of Smart Technology and Engineering, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Mirjana S. Devetaković (Faculty of Architecture, University of Belgrade, Serbia)
Szabolcs Fischer (Department of Transport Infrastructure and Water Resources Engineering, Faculty of Architerture, Civil Engineering and Transport Sciences Széchenyi István University, Győr, Hungary)
Radomir Folic (Department of Civil Engineering, Faculty of Technical Sciences, University of Novi Sad Serbia)
Jana Frankovská (Department of Geotechnics, Faculty of Civil Engineering, Slovak University of Technology in Bratislava, Slovakia)
János Gyergyák (Department of Architecture and Urban Planning, Institute of Architecture, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Kay Hameyer (Chair in Electromagnetic Energy Conversion, Institute of Electrical Machines, Faculty of Electrical Engineering and Information Technology, RWTH Aachen University, Germany)
Elena Helerea (Dept. of Electrical Engineering and Applied Physics, Faculty of Electrical Engineering and Computer Science, Transilvania University of Brasov, Romania)
Ákos Hutter (Department of Architecture and Urban Planning, Institute of Architecture, Faculty of Engineering and Information Technolgy, University of Pécs, Hungary)
Károly Jármai (Institute of Energy and Chemical Machinery, Faculty of Mechanical Engineering and Informatics, University of Miskolc, Hungary)
Teuta Jashari-Kajtazi (Department of Architecture, Faculty of Civil Engineering and Architecture, University of Prishtina, Kosovo)
Róbert Kersner (Department of Technical Informatics, Institute of Information and Electrical Technology, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Rita Kiss (Biomechanical Cooperation Center, Faculty of Mechanical Engineering, Budapest University of Technology and Economics, Budapest, Hungary)
István Kistelegdi (Department of Building Structures and Energy Design, Institute of Architecture, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Stanislav Kmeť (President of University Science Park TECHNICOM, Technical University of Kosice, Slovakia)
Imre Kocsis (Department of Basic Engineering Research, Faculty of Engineering, University of Debrecen, Hungary)
László T. Kóczy (Department of Information Sciences, Faculty of Mechanical Engineering, Informatics and Electrical Engineering, University of Győr, Hungary)
Dražan Kozak (Faculty of Mechanical Engineering, Josip Juraj Strossmayer University of Osijek, Croatia)
György L. Kovács (Department of Technical Informatics, Institute of Information and Electrical Technology, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Balázs Géza Kövesdi (Department of Structural Engineering, Faculty of Civil Engineering, Budapest University of Engineering and Economics, Budapest, Hungary)
Tomáš Krejčí (Department of Mechanics, Faculty of Civil Engineering, Czech Technical University in Prague, Czech Republic)
Jaroslav Kruis (Department of Mechanics, Faculty of Civil Engineering, Czech Technical University in Prague, Czech Republic)
Miklós Kuczmann (Department of Automations, Faculty of Mechanical Engineering, Informatics and Electrical Engineering, Széchenyi István University, Győr, Hungary)
Tibor Kukai (Department of Engineering Studies, Institute of Smart Technology and Engineering, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Maria Jesus Lamela-Rey (Departamento de Construcción e Ingeniería de Fabricación, University of Oviedo, Spain)
János Lógó (Department of Structural Mechanics, Faculty of Civil Engineering, Budapest University of Technology and Economics, Hungary)
Carmen Mihaela Lungoci (Faculty of Electrical Engineering and Computer Science, Universitatea Transilvania Brasov, Romania)
Frédéric Magoulés (Department of Mathematics and Informatics for Complex Systems, Centrale Supélec, Université Paris Saclay, France)
Gabriella Medvegy (Department of Interior, Applied and Creative Design, Institute of Architecture, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Tamás Molnár (Department of Visual Studies, Institute of Architecture, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Ferenc Orbán (Department of Mechanical Engineering, Institute of Smart Technology and Engineering, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Zoltán Orbán (Department of Civil Engineering, Institute of Smart Technology and Engineering, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Dmitrii Rachinskii (Department of Mathematical Sciences, The University of Texas at Dallas, Texas, USA)
Chro Radha (Chro Ali Hamaradha) (Sulaimani Polytechnic University, Technical College of Engineering, Department of City Planning, Kurdistan Region, Iraq)
Maurizio Repetto (Department of Energy “Galileo Ferraris”, Politecnico di Torino, Italy)
Zoltán Sári (Department of Technical Informatics, Institute of Information and Electrical Technology, Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Grzegorz Sierpiński (Department of Transport Systems and Traffic Engineering, Faculty of Transport, Silesian University of Technology, Katowice, Poland)
Zoltán Siménfalvi (Institute of Energy and Chemical Machinery, Faculty of Mechanical Engineering and Informatics, University of Miskolc, Hungary)
Andrej Šoltész (Department of Hydrology, Faculty of Civil Engineering, Slovak University of Technology in Bratislava, Slovakia)
Zsolt Szabó (Faculty of Information Technology and Bionics, Pázmány Péter Catholic University, Hungary)
Mykola Sysyn (Chair of Planning and Design of Railway Infrastructure, Institute of Railway Systems and Public Transport, Technical University of Dresden, Germany)
András Timár (Faculty of Engineering and Information Technology, University of Pécs, Hungary)
Barry H. V. Topping (Heriot-Watt University, UK, Faculty of Engineering and Information Technology, University of Pécs, Hungary)

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Phone/Fax: (36 72) 503 650

E-mail: peter.ivanyi@mik.pte.hu

or amalia.ivanyi@mik.pte.hu

Indexing and Abstracting Services:

SCOPUS
CABELLS Journalytics

2023
Scopus
CiteScore	1.5
CiteScore rank	Q3 (Civil and Structural Engineering)
SNIP	0.849
Scimago
SJR index	0.288
SJR Q rank	Q3

Pollack Periodica
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