 Note
 Open Access
 Published:
Study on the strength of glued laminated timber beams with round holes: proposal of the design formula for the splitting strength
Journal of Wood Science volume 68, Article number: 6 (2022)
Abstract
When a glued laminated timber (GLT) beam with a round hole is subjected to a shear force and bending moment, the hole will crack and fail due to a large tensile stress perpendicular to the grain and shear stresses. If the stresses acting on the hole are known, it is possible to estimate the fracture load. However, it is necessary to obtain the stresses acting on the hole by finite element analysis, which is very time consuming. In this study, to easily estimate the fracture load, we proposed a formula to estimate the bearing capacity at the time of a hole fracture by obtaining the stress acting on the hole through finite element analysis and an approximate formula. The validity of the proposed formula was verified using the existing experimental data of a GLT beam. As a result, it was confirmed that the proposed equation can estimate the fracture load of GLT beams in Japan and that the proposed equation can estimate the fracture load of GLT beams in countries other than Japan with some accuracy.
Introduction
When a glued laminated timber (GLT) beam with a round hole is affected by a shear force or bending moment, a large tensile stress perpendicular to the grain acts on the cracking plane, and the tensile stress decreases exponentially with the distance from the hole (Fig. 1). Since the shear force and bending moment act at the same time, a crack occurs in the range of θ = 45° to 60° in Fig. 1, where the tensile stress perpendicular to the grain is the maximum tensile stress. When there is a stress gradient, as shown in Fig. 1, it is difficult to estimate the bearing capacity at the moment of split fracture based on material mechanics. Therefore, a mean stress method (a generalization of linear elastic fracture mechanics, as shown in Fig. 2) applicable to beams with notches or holes has been proposed [1]. However, the mean stress method has a problem associated with overestimating the bearing capacity at fracture when the hole is very small or large. Therefore, the authors proposed Eqs. (1) and (2), which take the size effect into account in the mean stress method. Equations (1) and (2) were validated against GLT beams of Scots pine and Japanese larch specified in the Japanese Agricultural Standard (JAS) [2,3,4]:
where D is the diameter of the hole, F_{t90} is the tensile strength perpendicular to the grain, F_{s} is the shear strength, \(\overline{\sigma }\) and \(\overline{\tau }\) are the mean values of the tensile stress σ and the shear stress τ perpendicular to the grain in the potential fracture area of length x (Fig. 2), k_{vol} is the factor of the size effect, G_{Ic} is the mode I fracture energy, E_{x} is the modulus of elasticity parallel to the grain, E_{y} is the Young’s modulus perpendicular to the grain, G_{xy} is the shear modulus, ν_{xy} is the Poisson’s ratio, α is a constant (if the hole is small, α = 1 [3] and for D/H ≤ 0.5, α = 1 because the shape of the stress distribution is the same), and H is the beam height. Since \(\overline{\sigma }\) is the dominant stress at fracture, a_{ms} is set to the value of pure mode I.
Equations (1) and (2) can be used to estimate the bearing capacity of a hole at the time of fracture, but this is very time consuming because the stresses acting around the hole must be determined by finite element analysis (FEA). Therefore, in this study, the maximum stress acting around the hole and the maximum value of the average stress over a certain length were formulated using FEA. Then, a simple calculation formula was proposed to estimate the bearing capacity at the time of a hole fracture. The validity of the formula was verified using existing experimental data. However, in the design code for laminated wood with round holes, the maximum value of the hole diameter (D)/beam height (H) is 0.5 at most [5], so D/H ≤ 0.5 is selected as the applicable range.
Materials and methods
Finite element analysis
The stresses acting on the holes in the beam were determined by two types of twodimensional finite element analysis (2DFEA), “analysis of stress around the hole” and “analysis of the stress distribution in the direction parallel to the grain”. The stresses acting on the holes in the beam were determined by 2DFEA using ANSYS 18.2. The specification of the 2DFEA was a case where only the shear force or bending moment acts on the center of the hole with D/H as a variable. Then, an approximate expression for the average stress for Eq. (1) was derived from the stresses obtained by the 2DFEA. The details of the 2DFEA are described below.
The numerical finite element (FE) model was set up for a case where the stress at the center of the hole was shear force only (Q= τ_{1}BH (N), M = 0, and τ_{1} = 1 N/mm^{2}) and bending moment only (Q = 0, M = τ_{1}BH^{2} (N mm), and τ_{1} = 1 N/mm^{2}), as shown in Fig. 3. “Edge and node parallel to the grain” is the edge and node provided to obtain the stress distribution in the direction parallel to the grain. “Edge and node parallel to the grain” is not placed in “analysis of stress around the hole”, but “edge and node parallel to the grain” is placed in “analysis of stress distribution in the direction parallel to the grain”. “Edges and nodes parallel to the grain” were located every 0.01D in the range of y = 0.25D (at θ = 60° in Fig. 1) to y = 0.4D (at θ = 36.9° in Fig. 1) perpendicular to the grain (ydirection) from the center of the hole. The D/H values were set to 0.05, 0.1, 0.2, 0.3, 0.4, and 0.5. However, analysis of D/H values of 0.6, 0.7, 0.8, and 0.9 was also performed for reference only in “analysis of stress around the hole”. Since the stresses around the hole when the shear force of Q = τ_{1}BH (N) or the bending moment of M = τ_{1}BH^{2} (N mm) acts on the beam are the same even if the beam height H is different, H = 300 mm was used. The material parameters of the elements were determined in the same way as in [3, 4]. The results are the same even if the value of the Young's modulus E_{x} in the fiber direction is different, but for the time being, E_{x} = 10,000 N/mm^{2} was used. The Young's modulus perpendicular to the grain was set to E_{y} = E_{x}/25, the shear modulus was set to G_{xy} = E_{x}/15, and the Poisson's ratio was set to ν_{xy} = 0.4. The wood was treated as a fournode planar element, and the elements were less than 5 mm (H/60). The range of 10 mm (H/30) from the hole was divided into small sections so that the nodes were placed at less than one degree. The mesh size of the FE model for “analysis of stress around the hole” is shown in Additional file 1: Fig. S1. The mesh size of the FE model for "analysis of the stress distribution in the direction parallel to the grain" is shown in Additional file 1: Fig. S2. The elements were very finely divided around only the hole, so some 3node planar elements were placed. For the numerical FE results, when all the elements were reduced in size and the number of elements was doubled, the error in the stress around the holes was less than 1%, so we concluded that the optimal solution could be obtained by the element division shown in Additional file 1: Figs. S1 and S2.
Experimental data for beams with round holes
The existing experimental data [3, 4, 6,7,8,9,10,11,12,13] of a GLT beam with only one round hole with D/H ≤ 0.5 in the center were used to verify the validity of a simple calculation formula to estimate the bearing capacity at the time of a hole fracture. Table 1 shows the experimental data for GLT beams in Japan [3, 4, 6, 7], and Table 2 shows the experimental data for GLT beams in countries other than Japan [8,9,10,11,12,13]. Table 2 uses the values summarized in detail by Danielsson [14].
Material properties
E_{x}, F_{s}, F_{t90}, and G_{Ic} used in Eqs. (1) and (2) were obtained from the density of the wood in the area where a hole was provided. E_{y}, G_{xy}, and ν_{xy} were the same as those in the 2DFEA, with E_{y} = E_{x}/25, G_{xy} = E_{x}/15, and ν_{xy} = 0.4. The density of the wood in the hole area was set to 522 kg/m^{3} for OKAc[4], 458 kg/m^{3} for PEN [9], 489 kg/m^{3} for HOF [12], and 471 kg/m^{3} for AIC [13], as shown in Tables 1 and 2. OKAa [3], OKAb [3], KAR [6], and HIJ [7] are GLT beams composed of heterogeneous grades, and the density of the wood in the area where a hole is provided is not known. Therefore, the density was estimated from the grade of the inner layer lamina (D/H = 0.3 at H = 150 mm for OKAa [3] and OKAb [3] is the middle layer lamina) in the area where the hole is provided. Figure 4 shows the relationship between the grade L and density ρ of the specimens extracted from the existing experimental lamina data [15]. The density of the lamina was taken as obtained from the leastsquares approximation line in Fig. 4, which is 446 kg/m^{3} for the inner lamina of OKAa [3] and OKAb [3] with L80, 482 kg/m^{3} for the middle layer lamina of OKAa [3] and OKAb [3] with L100, and 464 kg/m^{3} for the inner lamina of KAR [6] and HIJ [7] with L90. BEN [8] and JOH [10] are assumed to be equivalent to PEN [9] of the same grade, so 458 kg/m^{3} is used. HAL [11] ranges from 350 to 550 kg/m^{3}, so an intermediate value of 450 kg/m^{3} is used.
E_{x} was obtained from the density ρ of wood using Eq. (3) [16]:
Figure 5 shows a comparison of the results of Eq. (3) with existing intensity data [17, 18] and previous experimental data [3]. Since the lamina grade shows the lower limit, using the leastsquares approximation line in Fig. 4 and Eq. 3 results in a value higher than the lamina grade.
F_{s} was obtained from the density ρ of wood using Eq. (4) [19]:
Figure 6 shows a comparison of Eq. (4) with existing intensity data [17, 18] and previous experimental data [3, 4].
F_{t90} was obtained by multiplying F_{s} by a constant. According to the “Standard for Structural Design of Timber Structures” (Japan) [20], F_{s} was multiplied by 1/3 to obtain F_{t90}, so the constant was set to 1/3. However, F_{t90} of Japanese larch is low [3], and a load of splitting fracture perpendicular to the grain against the density has also been confirmed to be lower in Japanese larch than in spruce, Japanese cedar, and Douglas fir [21]. Therefore, the constant was determined separately for Japanese larch. Figure 7 shows a comparison of the calculated values of F_{t90} with existing intensity data [17] and experimental data from the authors' previous studies [3, 4, 22]. Figure 8 shows a schematic diagram of the test method used to determine F_{t90} in the authors' previous studies [3, 4, 22]. In the studies of beams with round holes [3, 4], a specimen height of h = 150 mm was used, but in the study of the tension perpendicular to the grain strength of the GLT beams of Scots pine [22], a specimen height of h = 100 mm was found to be optimal. Although the optimum value of specimen height h for Japanese larch is not known, Fig. 7 shows the experimental values for h = 150 mm [3] and new experimental values for h = 100 mm. Since the experimental values of h = 100 mm and h = 150 mm for larch are almost the same, it was assumed that h = 100 mm and h = 150 mm are the optimum values for F_{t90}. Then, based on the results in Fig. 7, the constant multiplied by F_{s} for Japanese larch was set to 1/4.
Equation (5) was used to obtain G_{Ic} from the density ρ of wood [23]:
Figure 9 shows a comparison of the results from Eq. (5) with the experimental data from the authors’ previous studies [3, 4, 24]. Since Japanese larch has low G_{Ic} and F_{t90} values, we decided to use the value obtained by multiplying Eq. (5) by 3/4 as the same reduction for F_{t90}.
Results and discussion
FE results
(1) Analysis around the hole
The tensile stresses perpendicular to the grain σ_{Q} and σ_{M} and the shear stresses τ_{Q} and τ_{M} acting around the hole obtained from the analysis in Fig. 3 and Additional file 1: Fig. S1 are shown in Fig. 10. The stresses when only shear force Q acts on the center of the hole are σ_{Q} and τ_{Q}, and the stress levels when only bending moment M acts on the hole are σ_{M} and τ_{M}. The vertical axis represents the stress/maximum stress, with the maximum value normalized to 1.0. The horizontal axis represents y/D. The stresses acting on the hole are symmetric or inversely symmetric with respect to the center of the hole [4], so only a quarter of the hole is shown in Fig. 10. From Fig. 10, it was found that the stress distribution is different from D/H of 0.6 or more but almost the same when D/H is 0.5 or less. This indicates that there is a possibility to approximate the stress distribution with a simple equation when D/H is 0.5 or less.
Therefore, the coefficients α_{Q} and α_{M} for finding Q = α_{Q}τ_{1}BH and M = α_{M}τ_{1}BH^{2} acting when the maximum values of σ_{Q} and σ_{M} are almost 1.0 N/mm^{2} were derived from σ_{Q, max} and σ_{M, max} in Fig. 10. α_{Q} is shown in Eq. (6), and α_{Q} is shown in Eq. (7). Equations (6) and (7) were obtained by trial and error to make them as simple as possible:
σ_{Q} and τ_{Q} when Q = α_{Q}τ_{1}BH and σ_{M} and τ_{M} when M = α_{M}τ_{1}BH^{2} are shown in Fig. 11. σ_{Q, max} is at y ≈ 0.38D and σ_{M, max} is at y ≈ 0.25D. Additional file 1: Table S1 shows the coefficients obtained by regressing the stress distribution of σ_{Q}, σ_{M}, τ_{Q} and τ_{M} in the range of 0.2D ≤ y ≤ 0.4D in Fig. 11 with the 5thorder polynomial in Eq. (8):
The effect of σ on the splitting fracture of the hole is very large, while the effect of τ is very small (since k_{τ} = 1.015–1.075 in Eq. (17), the effect of shear stress is approximately 1.5–7.5%). Therefore, it is assumed that the splitting fracture of the hole is in the range of 0.25 ≤ y/D ≤ 0.40 (30° ≤ θ ≤ 53° in Fig. 1) to derive the bearing capacity formula.
(2) Analysis of the stress distribution in the direction parallel to the grain
A part of the stress distributions of σ_{Q}, σ_{M}, τ_{Q} and τ_{M} in the direction parallel to the grain (xdirection) obtained from the analysis of Fig. 3 and Additional file 1: Fig. S2 is shown in Additional file 1: Fig. S3. The abscissa is x/D, and the stress distribution originates around the hole. The stress when only shear force Q acts on the center of the hole is σ_{Q} and τ_{Q}, and the stress level when only bending moment M acts on the hole is σ_{M} and τ_{M}. In the case of D/H = 0.5, there was a slight deviation, but the stress distributions were almost the same. Additionally, although not shown in the figure, the stress distributions were almost the same except when y/D = 0.25 and 0.40. This indicates that it is possible to approximate the stress distribution with a simple equation. Additional file 1: Tables S2 and S3 show the coefficients obtained by regressing the stress distributions of σ_{Q}, σ_{M}, τ_{Q} and τ_{M} in the direction parallel to the grain (xdirection) in the range of 0.0 ≤ x/D ≤ 0.5 obtained from the analysis in Fig. 3 and Additional file 1: Fig. S2 with the 5thorder polynomial in Eq. (9):
Figure 12 (A case of D/H = 0.3) shows a part of the result of the calculation obtained by Eq. (9) and Additional file 1: Tables S2 and S3. The average stress in the length x in the direction parallel to the grain can then be obtained by Eq. (10) using the coefficients in Additional file 1: Tables S2 and S3:
Formulation of the maximum stress acting around the hole
\(\overline{\sigma }_{Q}\), \(\overline{\tau }_{Q}\), \(\overline{\sigma }_{M}\) and \(\overline{\tau }_{M}\) can be obtained from Eq. (10) by finding the constant length x in the direction parallel to the grain in Eq. (2) and from Q and M acting on the hole. Then, it is possible to determine the bearing capacity of the hole at the time of splitting fracture using Eq. (1) via \(\overline{\sigma } = \overline{\sigma }_{Q} + \overline{\sigma }_{M}\) and \(\overline{\tau } = \overline{\tau }_{Q} + \overline{\tau }_{M}\). However, the left side of Eq. (1) is very time consuming to compute because the maximum value needs to be obtained. Therefore, it was decided to formulate the maximum value of the left side of Eq. (1) and derive a relatively simple equation for determining the bearing capacity at the time of splitting fracture of a hole. The left side of Eq. (1) is difficult to formulate because it is a compound stress equation and therefore cannot be obtained from the maximum values of \(\overline{\sigma }\) and \(\overline{\tau }\). Therefore, since the effect of τ on the splitting fracture of a hole is very small (since k_{τ} = 1.015 to 1.075 in Eq. (17), the effect of shear stress is approximately 1.5% to 7.5%), and we decided to change the left side of Eq. (1) to Eq. (11) and formulate it by expressing the effect of τ in terms of the incremental coefficient of stress:
(1) Maximum value of σ around the hole
Since the maximum value of σ_{Q} when Q = α_{Q}τ_{1}BH (τ_{1} = 1 N/mm^{2}) is 1 N/mm^{2} and the maximum value of σ_{M} when M = α_{M}τ_{1}BH^{2} (τ_{1} = 1 N/mm^{2}) is 1 N/mm^{2}, the maximum values of σ_{Q} and σ_{M} can be obtained using Eqs. (12) and (13):
\(\sigma = \sigma_{Q} + \sigma_{M}\), but \(\sigma_{{{\text{max}}}} = \sigma_{{Q,{\text{max}}}} + \sigma_{{M,{\text{max}}}}\) is not true. Therefore, the FE results in Eq. (9) and Additional file 1: Table S2 can be used to obtain the relationship between M/(QH) and σ_{max} by determining the relationship between M/(QH) and σ for y = 0.25D to 0.40D, as shown in Additional file 1: Fig. S4 (a case of D/H = 0.3). Then, an approximation formula for σ_{max} (Eq. (14)) using Eqs. (12, 13) was created by trial and error to make the formula as simple as possible:
A comparison between the FE results for σ_{max} and the calculation results of Eq. (14) is shown in Fig. 13. It was confirmed that the results can be estimated with good accuracy in the range of M/(QH) = 1–100.
(2) Maximum value of \(\overline{\user2{\sigma }}\) around the hole
Using the FE results in Eq. (10) and Additional file 1: Table S2, we obtained the relationship between x/D and \(\overline{\sigma }\) for y = 0.25D to 0.40D, as shown in Additional file 1: Fig. S5 (a case of D/H = 0.3, M/(QH) = 0.1, 5, 10, 100). We obtained the relationship between x/D and \(\overline{\sigma }_{{{\text{max}}}}\) for each M/(QH). Then, an approximation formula for \(\overline{\sigma }_{{{\text{max}}}}\) (Eq. (15)) using Eqs. (12–14) was created by trial and error to make the formula as simple as possible:
A comparison between the FE results for \(\overline{\sigma }_{{{\text{max}}}}\) and the calculation results of Eq. (15) is shown in Fig. 14. (A case of D/H = 0.3. All results are shown in Additional file 1: Fig. S6.) It was confirmed that the results can be estimated with good accuracy in the range of M/(QH) = 0.1–100, although there is a slight shift when x/D is large.
(3) Maximum value of \(\overline{\user2{\sigma }}\) incorporating the effect of shear stress around the hole
The effect of the shear stress is determined by Eq. (16), which is the reformulation of Eq. (11) obtained using the FE results in Eq. (10) and Additional file 1: Tables S2 and S3:
The FE results in Eq. (10) and Additional file 1: Tables S2 and S3 were used to obtain the relationship between x/D and \(k_{\tau } \cdot \overline{\sigma }\) for y = 0.25D to 0.40D, as shown in Additional file 1: Fig. S7 (a case of D/H = 0.3, F_{s}/F_{t90} = 3.0, and M/(QH) = 0.1, 5, 10, 100). We obtained the relationship between x/D and \(k_{\tau } \cdot \overline{\sigma }_{{{\text{max}}}}\) for each M/(QH). Then, an approximation formula for k_{τ} (Eq. (17)) was created by trial and error to make the formula as simple as possible. However, since we judged from Fig. 9 that F_{s}/F_{t90} = 3 to 4, we only obtained k_{τ} for the cases of F_{s}/F_{t90} = 3.0, 3.5, and 4.0:
where A = 1.025 and B = 0.05 for F_{s}/F_{t90} = 3.0. A = 1.02 and B = 0.035 for F_{s}/F_{t90} = 3.5. A = 1.015 and B = 0.025 for F_{s}/F_{t90} = 4.0.
Comparisons between the FE results for \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\) and the calculation results of Eqs. (12–15) and (17) are shown in Fig. 15. (A case of D/H = 0.3, F_{s}/F_{t90} = 3.0. All results are shown in Additional file 1: Figs. S8–10.) It was confirmed that the results can be estimated with good accuracy in the range of M/(QH) = 0.1–100, although there is a slight shift when x/D is large. k_{τ} = 1.025 to 1.075 for F_{s}/F_{t90} = 3.0, k_{τ} = 1.02 to 1.055 for F_{s}/F_{t90} = 3.5, and k_{τ} = 1.015 to 1.04 for F_{s}/F_{t90} = 4.0, thereby indicating that the effect of shear stress is small.
(4) Maximum value of \(\overline{\user2{\sigma }}\) around the hole in GLT beams composed of heterogeneous grades
When a hole is made in the inner lamina of a GLT beam composed of heterogeneous grades, the stress acting on the hole is smaller than that of a GLT beam composed of homogeneous grades [4]. By multiplying the stress acting on the hole in the GLT beam composed of homogeneous grades by the reduction coefficient in Table 3 [4], as shown in Fig. 16, the stress acting on the hole in the inner lamina of the GLT beam composed of heterogeneous grades in JAS [2] can be obtained. The reduction coefficient from Table 3 to Eqs. (1–2), (12–15), and (17) can be added, and the design equation for splitting fracture of a hole in a GLT beam with a round hole is given in Eq. (18):
where D/H ≤ 0.5. A = 1.025 and B = 0.05 for F_{s}/F_{t90} = 3.0. A = 1.02 and B = 0.035 for F_{s}/F_{t90} = 3.5. A = 1.015 and B = 0.025 for F_{s}/F_{t90} = 4.0. k_{Q, comp} and k_{M, comp} are 1.0 for GLT composed of homogeneous grade, and Table 3 gives the results for GLT composed of heterogeneous grade [4].
Validation of the formulas
E_{x}, E_{y}, G_{xy}, F_{s}, F_{t90} and G_{Ic} were obtained from the density ρ of the existing experimental data [3, 4, 6,7,8,9,10,11,12] in Tables 1 and 2, and the splitting fracture load of GLT beams with a round hole was calculated from Eq. (18). A comparison of the experimental values of the initial crack load and maximum load with the calculated values of the splitting fracture load is shown in Fig. 17. The calculated values were compared with the experimental values of the GLT beams from Japan (Table 1), and for the initial crack load of the experimental values, OKAc [4] and HIJ [7] were approximately the same as the calculated values, but OKAa [3] and OKAb [3] were lower than the calculated values. For the maximum load of the experimental values, KAR [7] was approximately the same as the calculated value, but OKAa [3], OKAb [3], OKAc [4], and HIJ [7] were lower than the calculated values. The experimental and calculated values of GLT beams from countries other than Japan (Table 2) were compared, and the experimental values were approximately the same as the calculated values at the maximum load except for HOF [12]. However, some of the calculated values were slightly higher than the experimental values for the initial crack load. For HOF [12], the calculated value was higher, but the reason for this is not known.
For reference, we compared the calculated values of Eq. (18) with that of the existing design code for the experimental data shown in Tables 1 and 2. The existing design codes are the design method of the "endnotched beam analogy method" in Limträhandbok [5], the design method in DIN EN 199511/NA [25] and Limträhandbok [26], and the Weibullbased design proposal by Aicher and Höfflin [27]. The values of F_{s} and F_{t90} used in the calculation of the existing design code are the same as those used in Fig. 17. Figure 18 shows a comparison of the calculated values. The calculated value of the existing design code is about 2.5 to 3.0 times higher than the calculated value of Eq. (18).
Conclusion
The tensile stresses perpendicular to the grain and shear stresses acting on the hole when a shear force or bending moment was applied to a GLT beam with a round hole are determined by FEA, and these stresses were formulated. Only the maximum stress acting on the hole was formulated, and a formula for calculating the splitting fracture capacity was proposed. Then, the validity of the proposed formula was verified using existing experimental data for GLT beams in Japan and outside Japan. As a result, it was confirmed that the proposed equation can estimate the fracture load for GLT beams of JAS [2] with a smaller value and that the proposed equation can estimate the fracture load for GLT beams from outside Japan with some accuracy except for a few cases. Since F_{s} used in the practical design will be lower than F_{s} used in this calculation, the proposed equation may have the potential to be used in the design of GLT beams of JAS [2] with a round hole.
Availability of data and materials
The analysis method and data were recorded as shown in the manuscript. Additional data are available from the corresponding author upon reasonable request.
Abbreviations
 GLT:

Glued laminated timber
 JAS:

Japanese Agricultural Standard
 FEA:

Finite element analysis
 FE:

Finite element
 2DFEA:

Twodimensional finite element analysis
References
Aicher S, Gustafsson PJ, Haller P, Petersson H (2002) Fracture mechanics models for strength analysis of timber beams with a hole or a notch—a report of RILEM TC133. Report TVSM7134, Division of Structural Mechanics, Lund University
Japanese Agricultural Standard (2007) JAS for Glued laminated timber. Japanese Agricultural Standards Association, Tokyo
Okamoto S, Araki Y, Akiyama N, Odani R, Aoki K, Inayama M (2020) Study on strength of glued laminated timber beams with round holes: estimation of splitting strength of glued laminated timber composed of heterogeneous grade by finite element analysis. J Struct Constr Eng Trans AIJ 85(775):1199–1208. https://doi.org/10.3130/aijs.85.1199
Okamoto S, Akiyama N, Araki Y, Aoki K, Inayama M (2021) Study on the strength of glued laminated timber beams with round holes: difference in structural performance between homogeneousgrade and heterogeneousgrade timber. J Wood Sci 67(8):1–25. https://doi.org/10.1186/s10086021019413
Carling O, Svenskt limträ AB (2001) Limträhandbok (Glulam handbook). Print Media Center I Sundsvall AB, Stockholm
Karube M, Hayashi T, Harada M (2000) The strength of GLT beams with round utility holes. Summaries of Technical Papers of Annual Meeting, Architectural Institute of Japan, Structures III, pp 225–226
Hijikata K, Idota H, Yamagishi K (2012) Proposal of design strength for gluelaminated timber beams with a circular throughhole. J Struc Constr Eng Trans AIJ 77(673):397–406. https://doi.org/10.3130/aijs.77.397
Bengtsson S, Dahl G (1971) Influence of holes near support on the strength of glulam beams. Dissertation, Lund University
Penttala V (1980) Glulam beams with holes. Publication 33, Division of Structural Engineering, Helsinki University of Technology
Johannesson B (1983) Design problems for glulam beams with holes. Dissertation, Chalmers University of Technology
Hallström S (1955) Glass fibre reinforced laminated timber beams with holes. Report 95–12, Department of Lightweight Structures, Royal Institute of Technology
Höfflin L (2005) Round holes in glulam beams—experimental and theoretical analyses. Dissertation, University of Stuttgart
Aicher S, Höfflin L (2006) Load capacity and design of glulam beams with round holes—safety relevant modifications of design methods according to Eurocode 5 and DIN 1052. MPA OttoGrafInstitute, University of Stuttgart
Danielsson H (2007) The strength of glulam beams with holes—a survey of tests and calculation methods. Report TVSM3068, Division of Structural Mechanics, Lund University
Inc WSP (2019) Strength data and explanation of wood. Wood Structure Prom Inc, Tokyo
Kanaya N, Yamada T (1964) The relation between the elastic modulus and the porosity of wood. Wood Res 33:47–55
Forest Products Laboratory (2010) Wood handbookwood as an engineering material. In: Kretschmann DE (ed) Mechanical properties of wood, Chapter 5. General Technical Report FPLGTR190 United States. Department of Agriculture Forest Service, Madison
Forestry and Forest Products Research Institute (2004) Wood industry handbook. Maruzen, Tokyo
Kitahara K (1966) Wood physics. Morikitashuppan, Tokyo
Architectural Institute of Japan (2006) Standard for structural design of timber structures. Maruzen, Tokyo
. Iwasaki K, Yasumura M (2005) Estimating fracture strength of bolted timber joints loaded perpendicular to wooden grain—proposal for fracture parameter. Summaries of Technical Papers of Annual Meeting, Architectural Institute of Japan, Structures III, pp 273–274
Okamoto S, Akiyama N, Nakamura N, Aoki K, Inayama M (2021) Estimation of the tension perpendicular to the grain strength of glued laminated timber of Scots pine via threepoint bending tests. J Wood Sci 67(33):1–11. https://doi.org/10.1186/s10086021019668
Larsen HJ, Gustafsson PJ (1990) The fracture energy of wood in tension perpendicular to the grain—results from a joint testing project. In: Proceedings of the CIBW18A meeting 23, Paper 23–19–2, LNEC, Lisbon, 10–14 September 1990
Okamoto S, Nakatani M, Akiyama N, Tanaka K, Mori T (2021) Verification of shear performance of mortise and tenon joint with top and bottom notches at the beam end. J Wood Sci 67(47):1–23. https://doi.org/10.1186/s10086021019793
DIN EN 199511/NA (2010) National Annex—Nationally determined parameters—Eurocode 5: design of timber structures—Part 1–1: general—common rules and rules for buildings. DIN, Berlin.
Fröbel J (2016) Limträhandbok Del 2. Svenskt Trä, Stockholm
Aicher S, Höfflin L, Reinhardt HW (2007) Runde Durchbrüche in Biegeträgern aus Brettschichtholz—Teil 2: Tragfähigkeit und Bemessung. Bautechnik 84(12):867–880. https://doi.org/10.1002/bate.200710074
Acknowledgements
We would like to thank American Journal Experts (https://www.aje.com/) for proofreading this manuscript.
Funding
This work was supported by JSPS KAKENHI (grant numbers 18K13867 and 20K04796).
Author information
Authors and Affiliations
Contributions
SO planned and implemented the research and wrote the manuscript. All authors analyzed the results and read and approved the final manuscript.
Corresponding author
Ethics declarations
Competing interests
The authors declare that they have no competing interests regarding the publication of this manuscript.
Additional information
Publisher's Note
Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.
Supplementary Information
Additional file 1:
Figure S1. Mesh size of the FE model for the analysis around the hole. Figure S2. Mesh size of the FE model for the analysis of stress distribution in the direction parallel to the grain. Table S1. Coefficients of the polynomial (Eq. (8)) of σ_{Q}, σ_{M}, τ_{Q} and τ_{M}. Figure S3. Analysis results of the stress distribution. Table S2. Coefficients of the polynomial (Eq. (9)) of σ_{Q} and σ_{M}. Table S3. Coefficients of the polynomial (Eq. (9)) of τ_{Q} and τ_{M}. Figure S4. Relationship between the maximum value of σ around the hole and M/(QH). D/H = 0.3. Figure S5. Relationship between the average maximum value of \(\overline{\sigma }\) around the hole and x/D. D/H = 0.3. Figure S6. Comparison of the FEA results and calculated values (Eq. (15)) for \(\overline{\sigma }_{{{\text{max}}}}\). \(\overline{\sigma }_{{{\text{max}}}}\) is the stress when Q = τ_{1}BH is acting. Figure S7. Relationship between the average maximum value of \(\overline{\sigma }\) incorporating the effect of the shear stress around the hole and x/D. F_{s}/F_{t90} = 3.0. D/H = 0.3. Figure S8. Comparison of the FEA results and calculated values (Eq. (15, 17)) for \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\). F_{s}/F_{t90} = 3.0. \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\) is the stress when Q = τ_{1}BH is acting. Fig. S9: Comparison of the FEA results and calculated values (Eq. (15, 17)) for \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\). F_{s}/F_{t90} = 3.5. \(k_{\tau } \overline{\sigma }_{max}\) is the stress when Q = τ_{1}BH is acting. Fig. S10: Comparison of the FEA results and calculated values (Eq. (15, 17)) for \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\). F_{s}/F_{t90} = 4.0. \(k_{\tau } \overline{\sigma }_{{{\text{max}}}}\) is the stress when Q = τ_{1}BH is acting.
Rights and permissions
Open Access This article is licensed under a Creative Commons Attribution 4.0 International License, which permits use, sharing, adaptation, distribution and reproduction in any medium or format, as long as you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons licence, and indicate if changes were made. The images or other third party material in this article are included in the article's Creative Commons licence, unless indicated otherwise in a credit line to the material. If material is not included in the article's Creative Commons licence and your intended use is not permitted by statutory regulation or exceeds the permitted use, you will need to obtain permission directly from the copyright holder. To view a copy of this licence, visit http://creativecommons.org/licenses/by/4.0/.
About this article
Cite this article
Okamoto, S., Akiyama, N., Araki, Y. et al. Study on the strength of glued laminated timber beams with round holes: proposal of the design formula for the splitting strength. J Wood Sci 68, 6 (2022). https://doi.org/10.1186/s1008602202013w
Received:
Accepted:
Published:
DOI: https://doi.org/10.1186/s1008602202013w
Keywords
 Glued laminated timber
 Beam
 Round hole
 Splitting
 Finite element method