结构用定向刨花板与云杉-松-冷杉规格材混合组坯正交胶合木的抗弯性能

doi:10.11707/j.1001-7488.20211116

Abstract

Abstract:

Objective: In order to explore the feasibility of domestic construction oriented strand board (COSB) used in cross-laminated timber (CLT) production, expand the raw materials source of domestic CLT products, promote the application of COSB in timber structure buildings, and evaluate the influences of configuration and layer number on flexural behavior of CLT, the flexural behavior of hybrid CLT (HCLT) fabricated from COSB and lumber were investigated in this paper. Method: The HCLT panels with different layer number (three and five layers) and five configurations were fabricated from COSB and SPF(spruce-pine-fir) dimension lumber. The bending strength, bending modulus and failure modes of CLT and HCLT specimens in major and minor strength direction were evaluated by four-point bending test. The theoretical values of bending properties were calculated by shear analogy method, and the finite element models were built to analyze the bending performances of HCLT. Result: The main failure modes of test specimens in major strength direction were rolling shear failure of transverse layer of lumber and tensile failure of bottom layer. The tensile failure of specimens in minor strength direction was mainly occurred at the gaps between bottom layers due to no edge-gluing. HCLT had higher bending properties than generic CLT. All the bending strength of HCLT in major strength direction were higher than those of generic CLT (group A1). The bending stiffness of the three- and five-layer HCLT specimen (A3 group) were 10% and 31% higher than those of generic CLT (group A1), which were 76% and 48% for bending strength, respectively. The improvement of bending properties was more significant for specimens in minor strength direction. The bending stiffness of three- and five-layer HCLT specimen (group B4) were 447% and 83% higher than those of generic CLT (group B1), which were 118% and 40% for bending strength, respectively. With the increase of the COSB layer number used in HCLT, the bending properties in minor and two-way strength direction of HCLT were improved, and the difference of bending properties between two directions was reduced. Considering the material economy and mechanical properties comprehensively, the A3 and B3 group, which only using COSB as transverse layer, had better two-way bending properties. With the increase of the layer number, the bending stiffness and strength in minor strength direction of CLT and HCLT increased, however, the bending strength in major strength direction decreased. The shear analogy method could predict well the bending properties of CLT and HCLT in major strength direction. For minor strength direction, due to no edge-gluing between the same lamination and other influencing factors, there were certain relative errors between the theoretical and experimental values. The outer layers could not be neglected for theoretical calculation in minor strength direction for the tested specimens having COSB layers as outer layers. The established finite element models could analyze well the bending behavior of HCLT. Conclusion: Compared with sawn timber, COSB has better mechanical properties in minor strength direction. The application of COSB in CLT, especially used as transverse layer, could improve the rolling shear and bending performances of CLT. There is a good feasibility for the application of COSB in CLT.

Key words: cross-laminated timber(CLT), hybrid lamina, construction oriented strand board(COSB), bending properties, shear analogy method, numerical modeling

CLC Number:

S781.2

Qiao Li,Zhiqiang Wang,Zhijun Liang,Long Li. Flexural Behavior of Hybrid Cross-Laminated Timber Fabricated from Construction Oriented Strand Board and Spruce-Pine-Fir[J]. Scientia Silvae Sinicae, 2021, 57(11): 158-168.

Figures/Tables 10

Table 1

Fig.1

Table 2

Experimental results of bending tests"

试件 Specimen	表观抗弯刚度 Apparent bending stiffness/(10⁹N·mm²)	抗弯强度 Bending strength/MPa	破坏模式 Failure mode
3-A1	45.95(8.62)	25.74(14.10)	芯层横向层滚动剪切和胶层破坏 Rolling shear failure of transverse layer and failure of bonding line
3-A2	54.05(12.97)	37.63(11.70)	底层拉伸破坏和芯层剪切破坏 Tension failure of bottom layer and shear failure of core layer
3-A3	50.61(10.78)	45.40(4.72)	拉伸破坏Tension failure
3-A4	40.99(1.76)	37.46(7.76)
3-A5	43.92(2.94)	41.70(9.68)
3-B1	3.16(10.82)	7.12(15.45)	底层层板间缝隙处拉伸破坏 Tension failure of gaps between bottom layer
3-B2	1.24(10.38)	2.16(17.52)	底层层板间缝隙处拉伸破坏 Tension failure of gaps between bottom layer
3-B3	3.42(3.59)	7.94(3.32)	底层层板间缝隙处和芯层拉伸破坏 Tension failure of gaps between bottom layer and tension failure of core layer
3-B4	17.27(4.82)	15.54(17.28)
3-B5	17.05(1.94)	12.91(17.46)
5-A1	130.77(9.93)	25.28(10.72)	芯层横向层滚动剪切和底层拉伸破坏 Rolling shear failure of transverse layer and tension failure of bottom layer
5-A2	184.73(8.40)	33.48(13.27)	拉伸破坏Tension failure
5-A3	171.09(7.43)	37.36(8.94)	拉伸破坏Tension failure
5-A4	125.75(1.53)	23.75(12.55)	芯层横向层滚动剪切破坏Rolling shear failure of transverse layer
5-A5	145.43(1.25)	33.83(6.00)	拉伸破坏Tension failure
5-B1	50.57(11.37)	14.02(12.13)	底层层板间缝隙处拉伸破坏和芯层横向层滚动剪切破坏 Tension failure of gaps between bottom layer and rolling shear failure of transverse layer
5-B2	21.01(3.06)	3.92(3.13)	底层层板间缝隙处拉伸破坏 Tension failure of gaps between bottom layer
5-B3	50.75(2.88)	18.45(2.23)	拉伸破坏Tension failure
5-B4	92.55(2.02)	19.62(2.17)	底层层板间缝隙处和芯层拉伸破坏 Tension failure of gaps between bottom layer and tension failure of core layer
5-B5	76.08(7.43)	16.47(8.13)

Table 2

Fig.2

Fig.3

Fig.4

Table 3

Table 4

Fig.5

Fig.6

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试件Specimen	材料Material	方向Orientation	试件Specimen	材料Material	方向Orientation
3-A1	T-T-T	//-⊥-//	3-B1	T-T-T	⊥-//-⊥
3-A2	T-O-T	//-//-//	3-B2	T-O-T	⊥-⊥-⊥
3-A3	T-O-T	//-⊥-//	3-B3	T-O-T	⊥-//-⊥
3-A4	O-T-O	//-⊥-//	3-B4	O-T-O	⊥-//-⊥
3-A5	O-O-O	//-⊥-//	3-B5	O-O-O	⊥-//-⊥
5-A1	T-T-T-T-T	//-⊥-//-⊥-//	5-B1	T-T-T-T-T	⊥-//-⊥-//-⊥
5-A2	T-O-O-O-T	//-//-//-//-//	5-B2	T-O-O-O-T	⊥-⊥-⊥-⊥-⊥
5-A3	T-O-O-O-T	//-⊥-//-⊥-//	5-B3	T-O-O-O-T	⊥-//-⊥-//-⊥
5-A4	O-T-O-T-O	//-⊥-//-⊥-//	5-B4	O-T-O-T-O	⊥-//-⊥-//-⊥
5-A5	O-O-O-O-O	//-⊥-//-⊥-//	5-B5	O-O-O-O-O	⊥-//-⊥-//-⊥

试件 Specimen	表观抗弯刚度 Apparent bending stiffness/(10⁹N·mm²)	抗弯强度 Bending strength/MPa	试件 Specimen	表观抗弯刚度 Apparent bending stiffness/(10⁹N·mm²)	抗弯强度 Bending strength/MPa
3-A1	41.80(9.04)	26.69(-3.71)	5-A1	156.90(-19.98)	31.64(-25.17)
3-A3	45.47(10.15)	46.64(-2.73)	5-A3	174.28(-1.86)	43.88(-17.47)
3-A4	41.54(-1.33)	38.85(-3.72)	5-A4	154.94(-23.21)	29.74(-25.23)
3-A5	45.12(-2.75)	42.87(-2.79)	5-A5	176.43(-21.31)	39.92(-18.01)
3-B1	3.62(-14.57)	3.43(51.79)	5-B1	53.72(-6.22)	1.99(85.78)
3-B3	3.72(-8.83)	3.71(53.33)	5-B3	56.49(-11.30)	2.47(86.63)
3-B4	15.76(8.74)	14.21(8.59)	5-B4	98.21(-6.12)	12.84(34.54)
3-B5	15.55(8.78)	11.72(9.26)	5-B5	97.24(-27.81)	10.47(36.43)

材料Material	E_L /MPa	E_R(E_T)/MPa	G_LR(G_LT)/MPa	G_RT/MPa	υ_LR	υ_LT	υ_TR
SPF	9 000	300	563	56	0.316	0.347	0.381
COSB	9 556	2 545	134	99	0.211	0.128	0.433

[1]	Feibin Wang,Xinmeng Wang,Shuming Yang,Guichao Jiang,Zeli Que,Haibin Zhou. Effect of Different Laminate Thickness on Mechanical Properties of Cross-Laminated Timber Made from Chinese Fir [J]. Scientia Silvae Sinicae, 2020, 56(11): 168-175.
[2]	Wang Quanzhong;Zhang Qisheng;Zhu Yixin. Study on the Bending Properties of the Hollow Plank of Bamboo-Timber Combination with HSDT [J]. Scientia Silvae Sinicae, 2005, 41(1): 127-130.

Flexural Behavior of Hybrid Cross-Laminated Timber Fabricated from Construction Oriented Strand Board and Spruce-Pine-Fir

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