Study on the Effect of Finger-Joints on the Strengths of Laminations from Fiber-Managed Eucalyptus nitens

Abstract

The performance characteristics of finger-joints as a jointing technique for Eucalyptus nitens is crucial for their use in engineered wood products. This research evaluated the strength of the finger-jointed laminations made from fiber-managed E. nitens. A total of 237 specimens with (117 pieces) and without (120 pieces) finger-joints were sectioned from finger-jointed laminations and tested by bending, tensile, shear, and bearing tests. Bending and tensile tests were paired to identify any correlations. The mean value with finger-joints for bending and tensile were 92.1 MPa and 79.6 MPa, respectively. The presence of finger-joints reduced the strength values. Joint efficiencies in bending and tensile are 0.73 and 0.62, respectively. The distributions of bending and tensile strength were similar for the samples without finger-joints. For the samples with finger-joints, tensile strength was significantly lower than paired bending strength. Shear test results show that the short-span test is inefficient in obtaining the shear strength of fiber-managed E. nitens boards. Meanwhile, the finger-joint efficiency in the bearing is 0.86. The prediction models of lamination’s bending, tensile, and bearing strength were established by non-destructive properties as predictors. Bending strength was highly correlated to the modulus of elasticity value, while tensile and bearing strength were correlated to density. This study obtained promising results on finger-jointed boards from fiber-managed E. nitens suggesting they could be suitable for structural purposes.

1. Introduction

Eucalyptus nitens plantations are grown globally, particularly in Portugal, Spain, Chile, and Australia, because of their distinctive characteristics (i.e., fast-growing, cool temperate performance, and frequent frost tolerance) [1]. Most E. nitens are grown for woodchips and pulp production, but there is an increasing interest and demand for using them in solid wood products [2]. Glulam, as an engineered wood product, is one option [3]. While the E. nitens resource may be readily available, it usually yields small-diameter logs with many natural features (i.e., knot, the slope of grain, and wane) that severely reduce its strength. As a result, finger-joints are widely used in engineered wood products to reduce these strength-reducing features and extend the laminations to the required structural lengths. However, finger-joints have been identified as weak components [4,5]. Initial failures at a finger-joint in the extreme tension laminate have been found in the glulam beam bending tests [6,7]. Therefore, the performance of finger-joints is as important as the wood properties of sawn boards.

Existing research on wood properties of fiber-managed E. nitens showed an application potential of this species as feedstock for engineered wood products. As early as 1996, Yang and Waugh [8] tested plantation-grown 15- to 29-year-old E. nitens boards and reported the potential to use this plantation species for structural purposes. Derikvand et al. [9] obtained comprehensive data on wood properties, including bending, shear, tensile, and compression strength, by testing 315 fiber-managed E. nitens specimens. Cheng et al. [10,11,12] investigated the characteristics of the mechanical properties, including bending, tensile, and compression strength, of plantation E. nitens with high and low moisture content.

There is beneficial research on finger-jointed laminations made from hardwood species but limited publications on fiber-managed E. nitens. Gutierrez et al.’s most recently published paper reported that 15 mm finger-joints performed significantly better than 10 mm ones [13]. Meanwhile, researchers found the finger-joint technique suitable for manufacturing engineered wood products using other hardwood species as raw materials. Lehmann et al. [14] investigated the finger-joint strength by bending and tensile tests and reported that the finger-joint technique is sufficient to make glulam beams from beech with a characteristic bending strength of up to 55 MPa. Morin-Bernard et al. [15] tested finger-jointed boards made from three hardwood species and confirmed that white ash, yellow birch, and white oak could achieve characteristic tensile strengths up to 36.4 MPa, 33.6 MPa, and 35.8 MPa, respectively. Moreover, some scholars identified the limitation of the structural applications of certain finger-jointed boards from hardwood species. For example, Amoah et al. [16] conducted bending tests on finger-jointed boards made from four tropical timber species and reported that the maximum joint efficiencies in the dry and green states were 50.7% and 40.1%, respectively. They claimed that further research is needed to use these tropical timber species for structural purposes.

It is necessary to study the strength of finger joints to promote the utilization of fiber-managed E. nitens in engineered wood products. The finger-joint strength has been identified as the predictor for estimating the laminated beam’s strength [6]. According to the Australian Standard 1328.1: 1998 [17], glulam members’ characteristic bending and tensile strength are calculated by a finger joint’s characteristic bending and tensile strength, respectively, while according to European standards, the strength of glulam members depends on both the bending and tensile strength of finger joints [18].

A comprehensive understanding of the finger joints’ performance would promote a further understanding of the lamination properties of E. nitens. The results would play a key role in predicting the strength of final products. Therefore, this study aimed to investigate the strength of the finger joints to:

• Obtain the bending, tensile, shear, and bearing strength of sawn boards made from fiber-managed E. nitens with and without finger joints;
• Determine the finger joint’s efficiency of strengths;
• Explore the correlation between bending and tensile strength;
• Predict the strengths by non-destructive properties.

2. Materials and Methods

2.1. Material

The boards in this study were sourced from a fiber-managed E. nitens plantation in southern Tasmania. When harvested, the trees were 21 years old. The back-sawn method was used to maximize board recovery. After being racked, the boards were air-dried to the fiber saturation point (FSP) in an industry drying yard. Because E. nitens is a collapse-prone species, the boards were reconditioned with steam and finally kiln dried to a nominal 12% moisture content.

Prior to docking out the strength-reducing features, parameters, including the moisture content, nominal density, and edgewise modulus of elasticity (MoE) values of each board, were measured. The cumulative distributions of these parameters are shown in Figure 1. The moisture content was measured by a handheld Moisture Encounter Meter. The nominal density equals the weight divided by volume. Three dimensions were measured to assess individual boards’ volume. A scale with an accuracy of 0.01 kg was used to weigh the boards. Based on the moisture content values, the nominal densities were adjusted to the standard moisture content of 12%. A four-point bending test obtained the MoE values according to Australian standard AS/NZS 4063.1: 2010. The span–depth ratio was 18:1. In this study, the MoE value obtained by a four-point bending test ($E_{4p}$) and adjusted density ($D_A$) were considered predictors.

Then, the boards were docked. The docking work included:

• Remove knots that were larger than 3/8 boards’ width;
• Remove want, pocket, and wane;
• Ensure that knots are away from the nearest end by more than 50 mm;
• Ensure that the lengths of the shook were less than 1.5 m and more than 0.3 m.

In this study, 120 m long shooks were sent to the manufacturer for finger jointing.

2.2. Finger-Joint Processing

The shooks were processed by the finger-jointing system automatically. The finger-joint length was 15 mm. The one-component polyurethane (1C–PUR) was used for finger-jointing. The other gluing parameters, including end pressure, pressing time, glue spread rate, and curing time, are listed in

Table 1. The manufacturing parameters of finger joints.

Label	Unit	Value
end pressure	MPa	3.0–7.0
pressing time	s	20
glue spread rate	g/m2	140–180
curing time	min	40

. A total of 30 laminations with a length of 3.6 m were manufactured.

2.3. Preparation of the Samples

The specimens were sectioned from the laminations. Two groups of specimens were prepared: Group A containing samples made from processed boards without finger joints, and Group B containing samples made from processed boards with finger joints in the middle. Each group consisted of four types of samples, including paired bending, paired tensile, shear, and bearing samples. The dimensions and the number of specimens are listed in

Table 2. Number of specimens.

No.	Test	Dimensions (mm)	Group A	Group B
1	Bending (paired) Tensile (paired, waisted section)	30 × 40 × 600	30	29
2		30 × 40 × 600	30	29
3	Shear	30 × 65 × 600	30	29
4	Bearing	30 × 45 × 120	30	30

.

Clear segments were chosen to prepare the paired bending-tensile test samples. A table saw split these segments into two parts. One part was used in the bending test. The other part was shaped by a bandsaw into waisted tensile specimens. The dimensions of the tensile specimens are shown in Figure 2.

2.4. Mechanical Tests

Paired bending and tensile tests, shear test, and bearing parallel-to-grain tests were conducted as per the relative standard listed in

Table 3. Details of the tests.

Test	Reference Standard	Modulus	Strength	Speed (mm/min)	Diagram
Bending (paired)	AS 5068-2006 [19]	$E_{3p}=\frac{\Delta F{l}^3}{\Delta d4b{h}^3}$	$f_b=\frac{3}{2}\frac{Fl}{b{h}^2}$	15
Tensile (paired)	ASTM D 3500-14 [20] for Test method; AS 5068-2006 [19] for classification of the failure mode.	/	$f_t=\frac{F}{bh}$	15
Shear	AS/NZS 4063.1: 2010 [21]	/	$f_s=\frac{0.75F}{bh}$	15
Bearing	AS/NZS 4063.1: 2010 [21]	/	$f_c=\frac{F}{bh}$	10

Where: $E_{3p}$ = MoE in the three-point bending test (MPa), which was a predictor, $f_b$ = bending strength (MPa), $f_t$ = tensile strength (MPa), $f_s$ = shear strength or shear stress (MPa), $f_c$ = bearing strength (MPa), $F$ = maximum load (N), $\Delta F$ = load at elastic region (N), $\Delta d$ = corresponding deformation at elastic region (mm), $l$ = span of bending test (mm), $h=$ specimen height (mm), $b$ = specimen width (mm).

. The setups are shown in Figure 3.

2.5. Data Analysis

Statistical software RStudio was used to conduct the statistical analyses. The level of significance was 5% (p < 0.05).

2.5.1. Statistical Comparison

(A) Mean value among groups

Analysis of variance (ANOVA) was used to detect the significance of the parameter difference between or among groups. Tukey’s test was performed as a post hoc test to compare the differences between or among groups.

(B) Signed-rank test of paired specimens’ results

The following statistical analyses were performed to compare the bending and tensile strength of paired specimens:

• The quantile–quantile (Q–Q) plots were produced to verify the normality distribution of the difference between paired bending and tensile strength;
• Paired Wilcoxon tests (Wilcoxon signed-rank test) were performed across the sample groups. This test is used for non-normally distributed data.

(C) Relationship between paired specimens’ strength

The following statistical analyses were performed to explore the relationship between the bending and tensile strength of paired specimens:

• Pearson’s tests were conducted to calculate the correlation coefficients;
• Linear regressions were conducted to establish the relationships between bending and tensile strength of finger-jointed specimens.

(D) Normality Test of Residuals

• Shapiro–Wilk tests were conducted to verify the normality of the distribution of the residuals. This test is a more appropriate method for a small sample size (n < 50) [22].

2.5.2. Prediction of Strength

The following statistical analysis steps involve using non-destructive properties ($D_A$, $E_{4p}$, $E_{3p}$, sample groups mentioned in Section 2.3 ($G_f$)) as predictors to predict the strength values.

• Build the model NEST by general linear regression. Predictors combine factors (categorical) and covariates (continuous);
• Calculate Akaike’s information criterion (AIC) values of all the models to select the best model;
• Refit the best model to predict the strength values.

The factors and covariates considered in different model NESTs are as follows:

• Bending strength: the general linear model was established considering one factor and three covariates, including $D_A$, $E_{4p}$, $E_{3p}$, and $G_f$;
• Tensile strength: the model was established considering the same factor and covariates with the bending strength model;
• Bearing strength: $D_A$ and $G_f$ were considered.

The number of models in NEST is $2^m$, in which “m” is the quantity of factors and covariates. Predicted models were selected by Akaike’s information criterion (AIC). The $AIC$ value is calculated by log-likelihood (LL) and the number of estimated parameters (K), $AIC=2- \ln L+2K$. Each model has a Δ$AIC$ value which is the difference from the lowest $AIC$ value. For the candidate models with the Δ$AIC$ less than six were listed. A factor in all the candidate models is strong support for that factor to be a predictor. In this study, the models with the smallest $AIC$ value were selected to predict the strength.

3. Results

The measured and calculated properties of 237 specimens, i.e., $D_A$, $E_{4p}$, $E_{3p}$, $f_b$, $f_t$, $f_s$, and $f_c$, as defined above, are presented below.

3.1. Paired Bending and Tensile Test

The paired bending and tensile test results are summarised in

Table 4. Paired bending and tensile test results.

Parameters	Items	Units	Group A	Group B
n	Bending	/	30	29
	Tensile	/	30	29
$D_A$	Mean	kg/m3	587.2	607.1
MC	Mean	%	11.9	12.3
$E_{4p}$	Mean	MPa	11,816.7	13,230.2
$E_{3p}$	Mean	MPa	11,904.2	11,348.4
	SD	MPa	3068.1	3088.9
	CV	%	0.26	0.27
$f_b$	Mean	MPa	92.1	67.4
	SD	MPa	22.9	18.4
	CV	%	0.25	0.27
$f_t$	Mean	MPa	79.6	49.2
	SD	MPa	28.0	12.1
	CV	%	0.35	0.25

.

3.1.1. Comparison of Strength between Groups

In this section, bending and tensile strength across groups and two strengths within groups were compared by statistical analysis. The paired strength is shown in Figure 4.

(A) Bending strength

One-way ANOVA was performed to compare the bending strength. There was strong evidence that the strengths differed between the groups (ANOVA, F_1.57 = 22.3, p < 0.05). The mean value of Group A was 92.1 MPa which was 25.6 MPa higher than Group B, 95% CI (14.8, 36.5) MPa. This difference was significant, meaning that the presence of finger joints did reduce the bending strength significantly.

(B) Tensile strength

In terms of tensile strength, the same statistical analysis was conducted. There was also strong evidence that the strengths differed between the groups (ANOVA, F_1.57 = 33.5, p < 0.05). The mean value of Group A was 79.6 MPa which was 32.7 MPa higher than Group B, 95% CI (21.4, 4.1) MPa. This difference was significant, also meaning that the existence of finger joints did reduce the tensile strength significantly.

(C) Paired strength across groups

The paired bending and tensile strength were compared. The quantile–quantile (Q–Q) plots for the differences between bending and tensile strength are shown in Figure 5.

In both two groups, the observations formed a curve that deviated from the straight line, which means this data did not follow a normal distribution. Summary statistics, median and interquartile range (IQR), by groups, are listed in

Table 5. Summary statistics across groups in paired bending and tensile test.

Strength	Statics	Group A	Group B
n	/	30	29
Bending strength	Median	92.9	74.1
	IQR	31.9	31.0
Tensile strength	Median	73.2	48.4
	IQR	37.3	17.3

. The Wilcoxon test showed that the median bending strength of Group A was not significantly different from tensile strength (Wilcoxon test, V = 314, p = 0.10 > 0.05, n = 30, effect size r = 0.31 (moderate)). However, in Group B, the tensile strength was significantly lower than the bending strength (Wilcoxon test, V = 411, p < 0.05, n = 29, effect size r = 0.78 (large)).

The above results show that the bending and tensile strengths of the samples without finger joints are similar. However, the tensile strength of samples with finger joints is commonly lower than the bending strength (Figure 6).

Pearson’s tests showed the correlation coefficient of the linear relationship between $f_t$ and $f_b$ in Group B (Pearson’s test: df = 27, cor = 0.50, p = 0.01 < 0.05). Linear regression was performed to establish the relationship (linear regression; R² = 0.24, df = 27, p = 0.01 < 0.05).

3.1.2. Prediction of the Strength

The bending and tensile strength of processed boards without (Group A) and with (Group B) finger joints were predicted by non-destructive properties.

(A) Bending strength

$E_{4p}$, $E_{3p}$, $D_A$, and sample group ($G_f$) were considered to predict the bending strength. The model NEST was built, in which $G_f$ was a factor, and $D_A$, $E_{4p}$ and $E_{3p}$ were covariates. There were 16 models in this nest. The candidate models with an ΔAIC less than 6 were ranked by the AIC value in

Table 6. Candidate models in predicting bending strength ranked by AIC values.

Model	K	LL	AIC	ΔAIC
1 + $E_{3p}$ + $G_f$	4	−224.8	458.4	0.0
1 + $E_{3p}$ + $G_f$ + $D_A$ + $E_{4p}$	6	−223.2	460.0	1.6
1 + $E_{3p}$ + $G_f$ + $D_A$	5	−224.6	460.3	1.9
1 + $E_{3p}$ + $G_f$ + $E_{4p}$	5	−224.6	460.3	2.0

Notes: No interactions were considered. K is the number of estimated model parameters. LL is the maximum log-likelihood. AIC value is calculated by log-likelihood (LL) and the number of estimated parameters (K). ∆AIC is the difference between the AIC value of the model and the lowest AIC value calculated.

. The covariates $E_{3p}$ and factor $G_f$ occurred in all the candidate models. Meanwhile, the model with $E_{3p}$ and $G_f$ had the smallest AIC value; therefore, this model was selected.

The linear regression analysis was performed to predict the bending strength considering a group (Section 2.3) as a random effect (Figure 7). As mentioned above, there was strong evidence that the existence of finger joints reduced the bending strength. The model performed well in predicting the bending strength of specimens with and without finger joints (linear regression; R² = 0.80, df = 55, p < 0.05). The linear regression parameters are listed in

Table 7. Parameters of selected model for $f_b$.

Item		Value
df		55
Intercept	p-value	0.06
	t-value	1.94
$E_{3p}$	p-value	<0.05
	t-value	9.35
Group-Group B	p-value	0.57
	t-value	−0.57
$E_{3p}$-Group B	p-value	0.16
	t-value	−1.43
Model evaluation	R2	0.80
	MSE	115.2
	RMSE	10.7
	MAE	8.8

.

The identified regression function showed as the following Equation (1):

$$f_b=\left\{\begin{array}{c}\begin{array}{cc}6.4\times {10}^{-3}{E}_{3p}+16.1& Group A\end{array}\\ \begin{array}{cc}5.0\times {10}^{-3}{E}_{3p}+9.5& Group B\end{array}\end{array}\right.$$

(1)

The Shapiro–Wilk test was conducted to test the normality of the residuals, and the null hypothesis was rejected. The test indicated that the residuals of this model follow a normal distribution (W (59) = 0.98, p = 0.31 > 0.05).

(B) Tensile strength

The same factor ($G_f$) and covariates ($D_A$, $E_{4p}$ and $E_{3p}$) were considered to predict the tensile strength. The model NEST consisting of 16 models was built. The candidate models with an ΔAIC less than 6 were ranked by the AIC value in

Table 8. Candidate models in predicting tensile strength ranked by AIC values.

Model	K	LL	AIC	ΔAIC
1 + $D_A$ +$G_f$	4	−258.9	526.5	0.0
1 + $D_A+G_f+E_{3p}$	5	−258.2	527.6	1.1
1 + $D_A+G_f+E_{4p}$	5	−258.9	528.8	2.4
1 + $D_A+G_f+E_{3p}+E_{4p}$	6	−257.8	529.3	2.8
1 + $G_f+E_{3p}+E_{4p}$	5	−259.5	530.1	3.6
1 + $G_f+E_{4p}$	4	−260.8	530.3	3.8

Notes: same with Table 6.

. The model with $D_A$ and $G_f$ had the smallest AIC value; therefore, this model was selected.

The linear regression analysis was performed to predict the tensile strength (Figure 8). No interaction was considered. The linear regression parameters are listed in

Table 9. Parameters of selected model for $f_t$.

Item		Value
df		56
Intercept	p-value	0.71
	t-value	0.4
$D_A$	p-value	<0.05
	t-value	3.4
$G_f$-Group B	p-value	<0.05
	t-value	−6.7
Model evaluation	R2	0.48
	MSE	379.0
	RMSE	19.5
	MAE	14.1

.

The identified regression function showed as the following Equation (2):

$$\begin{array}{cc}{f}_t=0.12D_A+\Delta ,& \Delta =\left\{\begin{array}{ll}+8.1& Group A\\ -27.1& Group B\end{array}\right.\end{array}$$

(2)

The Shapiro–Wilk test was conducted to test the normality of the residuals, and the null hypothesis was rejected. The test indicated that the residuals of this model follow a normal distribution (W (59) = 0.97, p = 0.09 > 0.05).

3.1.3. Failure Mode of the Samples with Finger Joints

The failure modes of paired bending and tensile test specimens in Group B are classified into six groups per Australian standard 5068-2006 [19]. The typical failures are shown in Figure 9.

In bending tests, the failure modes distributed across bending strength and density are shown in Figure 10. The failure modes B1 and B4 have the most occurrences with seven samples, and B2 and B6 have the fewest with three samples. The bending strength’s mean value of group B1 is 81.2 MPa, which is the highest, followed by groups B2 and B6. The specimens in these three groups have higher densities than the other three groups.

In tensile tests, the failure modes were distributed unevenly compared with the bending tests (Figure 11). The failure mode T4 has the most occurrences with 13 specimens. No samples failed in Mode 6 as per AS 5068-2006 [19]. The specimens with failure modes T1 and T2 tend to have a higher density than the other three groups. However, no obvious difference in strength was observed.

The Australian standard classifies finger-joint failure into six modes [19]. For hardwood, failure modes 1 and 2, along the bond line surfaces of the joint profile, are most likely to occur in bending tests [23] and tensile tests [15]. In this study, a lower percentage (around 30%) of the specimens failed in Mode 1 or 2. Meanwhile, these specimens had higher mean density than others. In the bending test, the specimens that failed in Mode 1 or 2 also had higher bending strength (Figure 10). This means the bond line strength is weaker than the higher-density timber strength. In contrast, specimens with lower density failed in Mode 3 or 4, meaning that bond line strength is higher than timber strength.

It can be concluded that glue line failure does not indicate low strength and that it is possible to further improve the performance of the finger joints to its full potential.

3.2. Shear Test

This study selects the short-span shear test as it aligns with the objective of introducing E. nitens into glulam products. Shear failure represents one of the primary modes of failure in glulam beams, thus necessitating an examination of the beam shear strength of laminations. This test is only appropriate for evaluating shear strength if the specimen exhibits clear indications of shear failure. The results of the shear test must be analyzed with the failure modes because the failure commonly results from bending moment or beam stability factor [24].

In this test, failure in bending and shear was observed. The data for the two failure modes are shown in

Table 10. Data summary of two failure modes in shear tests.

Failure Modes	Typical Failure	Group A		Group B
		Quantity	$\mathbf{Mean} \mathbf{of} {\mathit{f}}_{\mathit{s}}$	Quantity	$\mathbf{Mean} \mathbf{of} {\mathit{f}}_{\mathit{s}}$
Bending failure		16	5.2	29	3.7
Shear failure		14	6.0	0	/
In total		30	5.6	29	3.7

Note: The red shadowed areas are the failed parts; In Group B, the finger joints are in the middle of the span; $f_s$ is shear strength in the row of “Shear failure”; it is shear stress in the row of “Bending failure”.

. In Group A, the mean value of shear strength failure was 0.8 MPa higher than the bending mean. For the specimens that failed in bending, the shear stress was calculated. Meanwhile, all the specimens in Group B failed in bending. That means $f_s$ of this group was shear stress.

The results of specimens that failed in shear in Group A are given in

Table 11. Shear test results.

Items		Units	Group A	Group B
n	Number of specimens	/	14	29
$D_A$	Mean	kg/m3	626.9	628.2
MC	Mean	%	13.3	13.2
$E_{4p}$	Mean	MPa	14,793.8	14,011.7
$f_s$	Mean	MPa	6.0	>3.7
	SD	MPa	1.1	/
	CV	%	0.19	/

, and the results of Group B failed in bending. Although the calculated shear stress of Group B was significantly lower than the calculated shear strength of Group A, there was no confidence to report that the existence of finger joints reduced the shear strength. These results indicate that the shear beam performance of finger-jointed boards does not need to be considered.

3.3. Bearing Test (Parallel to the Grain)

The bearing test results are given in

Table 12. Bearing test results.

Items		Units	Group A	Group B
n	Number of specimens	/	30	30
$D_A$	Mean	kg/m3	642.6	615.6
MC	Mean	%	11.3	10.4
$f_c$	Mean	MPa	63.3	54.7
	SD	MPa	7.8	9.3
	CV	%	0.12	0.17

.

3.3.1. Comparison of Strength between Groups

One-way ANOVA was performed to compare the bearing strength between groups (Figure 12). Strong evidence showed that the strength differed across the groups (ANOVA, F_1.58 = 15.2, p < 0.05). The mean value of Group A was 63.5 MPa which was 8.6 MPa higher than Group B, 95% CI (4.2, 13.0) MPa. This difference is significant, meaning that the existence of a finger joint did reduce the bearing strength.

3.3.2. Prediction of Bearing Strength

Factor Group ($G_f$) and covariates Density ($D_A$) were considered to predict bearing strength. The model NEST consisting of four models was built. The model with $D_A$ and $G_f$ had the smallest AIC value; hence, this model was selected (AIC, df = 4, LL = −179.0, AIC value = 366.7, ΔAIC = 0.0). The linear regression analysis was performed to predict the strength (Figure 13). No interaction was considered. The linear regression parameters are listed in

Table 13. Parameters of selected relationship model.

Item		Value
df		57
Intercept	p-value	0.78
	t-value	−0.3
$D_A$	p-value	<0.05
	t-value	11
$G_f$-C	p-value	<0.05
	t-value	−4.6
Model evaluation	R2	0.75
	MSE	22.8
	RMSE	4.8
	MAE	3.8

.

The regression function showed as the following Equation (3):

$$\begin{array}{cc}{f}_c=0.1D_A-\Delta ,& \Delta =\left\{\begin{array}{ll} 1.6& Group A\\ 6.5& Group B\end{array}\right.\end{array}$$

(3)

The Shapiro–Wilk test was conducted to test the normality of the residuals, and the null hypothesis was rejected. The test indicated that the residuals of this model follow a normal distribution (W (60) = 0.97, p = 0.12 > 0.05).

3.3.3. Failure Mode

Three bearing failure modes were observed, including rolling shear, end failure, and shear (Figure 14). The parameters categorized by failure modes across groups are listed in

Table 14. Parameters of bearing samples across failure modes.

Parameters		Failure Modes
		Rolling Shear	End Failure	Shear
Group A	Number of specimens	11	15	4
	Mean of $D_A$	658.3	627.6	591.1
	Mean of $f_c$	61.6	64.6	63.0
Group B	Number of specimens	29	0	1
	Mean of $D_A$	609.7	/	580.7
	Mean of $f_c$	54.7	/	53.6

.

In Group A, the specimens that failed in rolling shear were with the highest mean density value, and those in shear were with the lowest. However, the difference was not statistically significant (ANOVA, F_2.27 = 1.8, p = 0.19 > 0.05). There was also no significant difference in strength across failure modes (ANOVA, F_2.27 = 0.45, p = 0.64 > 0.05). In Group B, 29 specimens out of 30 failed in rolling shear. Additionally, 28 specimens out of 29 of the rolling shear failure occurred at the finger roots.

4. Discussion

4.1. Comparison with References

Finger joints did reduce the bending, tensile, and bearing strength significantly. For the mean value, the joint efficiency in bending is 0.73, in tensile is 0.62, and in bearing is 0.86. However, compared with the existing research on other hardwood species, the performance of finger-jointed E. nitens boards is promising in strength values (

Table 15. Comparison of finger-jointed boards’ strength with the references.

Strength	1	2	3	4	5	6	7	8	9
	E. nitens This Study	Oak_LS10 (a) [25]	Beech_T33 (b) [7]	White Ash [15]	Grandis [26]	Meranti [4]	Australian Standard (c) [27]
							E. nitens	F 11	MGP12
$f_b$	67.4	66.8	78.9	/	/	59.4	35.2	31	28
$f_t$	48.1	43.9	59.1	46.4	/	/	25.9	18	12
$f_c$	54.7	/	/	/	32.8	/	39.1	22	30

Note: (a) LS10 is a visual grade as per DIN 4074-5 Strength grading of wood—Part 5: Sawn hardwood. (b) T33 is a strength grade as per EN 338:2016 Structural timber—Strength classes. (c) F₁₁ and MGP12 are stress grade as per Australian standards. The values in columns 7, 8, and 9 are characteristic values. All the others are mean values.

). As per Australian standards, the finger-jointed E. nitens boards can be classified as F₁₁ or MGP12.

Finger joints changed the relation between bending and tensile strength. There is no clear trend of the difference between paired bending and tensile for the samples without finger joints. However, for the finger-jointed samples, paired tensile strength is significantly lower than paired bending strength. This is because finger joints affect tensile strength more than bending strength. This is also supported by the lower joint efficiency of tensile strength rather than bending.

There is no strong evidence that finger joints reduced the shear strength. The short-span test is not efficient for solid boards from fiber-managed E. nitens. Over half of the non-jointed samples and all the jointed samples failed in bending. The results can only be used to indicate that beam shear may not be considered a failure criterion.

Finger joints are the weakest component in engineered wood products. This study obtained promising results on finger-jointed boards from fiber-managed E. nitens suggesting they could be suitable for structural purposes. Further study on optimizing the machining and gluing parameters to explore the possibility may increase the joint efficiency to guarantee high-quality products.

4.2. Comparison of Finger-Joint Efficiency with the Reduction Factor of Strength

Finger joints, akin to natural features including knots, grain slopes, and wane, are likewise acknowledged as areas of vulnerability or weak points within engineered wood products [4,5]. Since the stems of fiber-managed plantation E. nitens are unthinned and unpruned, the wood from plantation E. nitens includes regular knots and other natural features. This section focuses on comparing finger-joint efficiency with the reduction factor of strength that arises from knots.

Finger-joint efficiency is used to evaluate the efficacy of load transmission within finger-jointed timber members. In the present study, it was observed that the finger-joint efficiencies were below 1.0, indicating a reduction in strength due to the presence of finger joints. Particularly in tensile tests, the finger-joint efficiency is only 0.62.

The strength characteristics are diminished because of the existence of knots. In a previous study, the authors found that the visual feature groups play a role in predicting the average static flatwise MoE. The predicted MoE value of boards with knots larger than 3/8 boards’ width is significantly lower than those with small knots [28]. Consequently, 3/8 boards’ width serves as the criterion for determining whether a knot necessitates removal. That means the reduction factor ($r_k$) in tensile strength that arises from knots is less than 0.375.

The authors employed the efficiency of knots ($e_k=1-r_k$) to compare with the finger-joint efficiency, which is 0.625. It is not necessary to remove the knots with higher efficiency than finger joints. While knots do offer slightly higher efficiency compared to finger joints, it can be concluded that removing knots larger than 3/8 of the boards’ width yields an equivalent efficiency to finger joints. Further investigation into optimizing the manufacturing parameters has the potential to enhance finger-joint efficiency. Consequently, a commensurate reduction in the size of preserved knots should be pursued.

5. Conclusions

In this study, the effect of finger joints on the strengths of laminations was studied. The specimens with and without finger joints from finger-jointed laminations were tested by mechanical tests. Based on the test results, the bending, tensile, and bearing strength of processed boards with and without finger joints are predicted by non-destructive properties. Bending strength is highly correlated to MoE values, and tensile and bearing strength is correlated to density. The prediction models could be used in both academic research and industry manufacturing. For academic research, the predicted strength could be used to predict the strength of final products, for example, glulam beams. Meanwhile, the linear models provide input parameters for numerical analysis in finite element modeling. For industry manufacturers, these models could be used to convert measured parameters, i.e., stiffness or density, to stress grade when processing fiber-managed E. nitens.

The following conclusion can be summarised:

• The finger-joint efficiency in bending, tensile, and bearing is 0.73, 0.62, and 0.86, respectively;
• The finger-jointed E. nitens boards are classified as F₁₁ or MGP12 per Australian standards;
• The short-span test is inefficient in obtaining the shear strength of fiber-managed E. nitens boards, especially for the finger-jointed ones. However, the shear test results indicate that the shear beam performance of finger-jointed boards does not need to be considered;
• Paired bending and tensile tests show that the tensile strength of samples without finger joints is similar to bending strength on average, but those with finger joints are significantly lower than bending strength;
• Bending strength could be predicted by MoE value. The R² value is 0.78;
• Tensile and bearing strength are highly correlated to density. The R² values are 0.47 and 0.75, respectively;
• Glue line failure occurred on one-third of the bending and tensile specimens as per AS 5068-2006. However, their strengths are not low.