GFRP输电塔T形节点抗弯承载力

陈勇; 许金一; 谢芳; 冯炳; 王慧敏; 沈国辉

doi:10.13801/j.cnki.fhclxb.20230810.003

GFRP输电塔T形节点抗弯承载力

doi: 10.13801/j.cnki.fhclxb.20230810.003

陈勇¹,
许金一¹,
谢芳^2, ,,
冯炳³,
王慧敏⁴,
沈国辉¹

1.
浙江大学　建筑工程学院，杭州 310058
2.
绍兴文理学院　土木工程学院，绍兴 312000
3.
绍兴大明电力设计院有限公司，绍兴 312099
4.
杭州云起商用集团有限公司，杭州 310007

基金项目: 国家自然科学基金(51878607；51838012)；国网浙江省电力公司集体企业科技项目(SX-JT-KJ-2018-01)；浙江省自然科学基金青年项目(LQ17 E080010)

详细信息

通讯作者:
谢芳，博士，副教授，硕士生导师，研究方向为复合材料组合结构、数字化结构设计等　E-mail: xiefangusx@163.com

中图分类号: TB332；TM753
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出版历程
- 收稿日期: 2023-06-09
- 修回日期: 2023-07-18
- 录用日期: 2023-07-20
- 网络出版日期: 2023-08-10
- 刊出日期: 2024-05-15

Flexural bearing capacity of T-shaped joints in GFRP transmission towers

1.
College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2.
School of Civil Engineering, Shaoxing University, Shaoxing 312000, China
3.
Shaoxing Daming Electric Power Design Institute CO., LTD., Shaoxing 312099, China
4.
Hangzhou Yunqi Commercial Group CO., LTD., Hangzhou 310007, China

Funds: National Natural Science Foundation of China (51878607; 51838012); State Grid Zhejiang Electric Power Company Collective Enterprise Science and Technology Project (SX-JT-KJ-2018-01); Zhejiang Provincial Natural Science Foundation (LQ17 E080010)

摘要

摘要: 整体成型的玻璃纤维增强复合材料(Glass fiber reinforced polymer，GFRP)节点是GFRP输电塔挂线模块的关键结构部件，需开展其承载力研究。首先对两个典型节点进行了试验研究，获得了包括荷载位移曲线、破坏模式的力学性能，然后建立基于渐进损伤演化的有限元模型，利用该模型开展了抗弯承载力关于垂直纤维方向抗拉强度Y_t和剪切强度S_L比值、主管直径D与厚度T比值、节点横梁宽度B及厚度w等参数的敏感性分析，基于Hashin失效准则和回归分析推演了该节点抗弯承载力算式并进行了可靠度分析。结果表明：试验和有限元计算结果具有较好的一致性，主要破坏形式为节点附近GFRP主管的基体拉伸破坏，当Y_t/S_L增大时破坏位置从节点向主管中部迁移，承载力随之下降。承载力算式结果与有限元计算结果比值的均值和变异系数分别为1.032和6.80%，承载力设计值具有99.9%的保证率。
- GFRP节点 /
- 力学性能 /
- 试验研究 /
- 抗弯承载力 /
- 计算式
Abstract: The integrally formed glass fiber reinforced polymer (GFRP) connection is the key structural component of the transmission tower's GFRP line-suspension module, requiring investigation into its capacities. Initially, two typical connections were examined experimentally, yielding mechanical properties including load-displacement curves and failure modes. Subsequently, a finite element model based on progressive damage evolution was established. Using the experimentally validated model, sensitivity analyses on the flexural capacity in relation to parameters such as the ratio of tensile strength Y_t in the direction of the fiber to shear strength S_L, the ratio of main tube diameter D to thickness T, the connection beam width B, and thickness w were conducted. Based on Hashin's failure criterion and regression analysis, an approximating equation for the connection's flexural capacity was derived, followed by a reliability analysis. The results indicate a good consistency between the experimental and the finite element analysis (FEA) results. The primary failure mode is the tension fracture of the matrix of the GFRP main tube near the connection. With increasing Y_t/S_L, the location of failure moves from the connection to the middle of the main tube gradually, showing a corresponding decrease in load-bearing capacity. The mean value and the coefficient of variation of the ratio of approximated capacity to FEA result are 1.032 and 6.80% respectively, and the flexural capacity derived for design has an assurance rate of 99.9%.
- GFRP connections /
- mechanical properties /
- experimental study /
- flexural capacity /
- calculation formula

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图 1 玻璃纤维增强复合材料(GFRP)挂线模块及T形节点

Figure 1. Glass fiber reinforced polymer (GFRP) hanging wire module and T-connection

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图 2 GFRP螺栓连接^[18-21]

Figure 2. GFRP bolted connections^[18-21]

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图 3 GFRP节点构造及几何尺寸参数

d, D, T, L—Inner diameter, outer diameter, thickness and length of the main pipe; B, w, L₁—Width, thickness and length of the beam respectively

Figure 3. Configuration and geometrical parameters of GFRP connection

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图 4 试验装置

D1-D5—Displacement transducers; H—Thickness of strengthen part; l—Length of strengthened part of pipe's end; L₂—Distance from loading point to top of main pipe; L₃—Distance from D1 to top of main pipe

Figure 4. Experimental setup

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图 5 网格划分和约束

RP3—Reference point; F—Load

Figure 5. Meshing and constraints

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图 6 GFRP输电塔T形节点试件的位移(Δ)-荷载(F)曲线

FEA—Finite element analysis

Figure 6. Displacement (Δ)-load (F) curves of specimens of T-shaped GFRP transmission tower joint

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图 7 GFRP输电塔T形节点试件的弯矩(M)-转角(φ)和M-径向变形(δ)曲线

Figure 7. Bending moment (M)-rotational angle (φ) and M-radial deformation (δ) curves of T-shaped GFRP transmission tower joint specimens

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图 8 GFRP输电塔T形节点试件的破坏模式

Figure 8. Failure modes of specimens of T-shaped GFRP transmission tower joint

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图 9 GFRP输电塔T形节点试件的基体拉伸损伤

Figure 9. Matrix-tension damage of specimens of T-shaped GFRP transmission tower joint

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图 10 破坏荷载下GFRP输电塔T形节点Von Mises应力图

Figure 10. Von Mises's stress contour maps of specimens of T-shaped GFRP transmission tower joint under failure load

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图 11 极限荷载下GFRP输电塔T形节点试件J-190-4-400-75的失效区域

Figure 11. Failure region of specimen J-190-4-400-75 of T-shaped GFRP transmission tower joint under ultimate load

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图 12 极限荷载下GFRP输电塔T形节点试件J-190-4-400-75的应力分布

Figure 12. Stress contour maps of specimen J-190-4-400-75 of T-shaped GFRP transmission tower joint under ultimate load

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图 13 GFRP输电塔T形节点承载力随材料参数变化

F_s—Load while matrix tensile failure occurs

Figure 13. Variation of capacity of T-shaped GFRP transmission tower joint with material parameters

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图 14 GFRP输电塔T形节点的无量纲弯矩$ {\tilde M_{\rm{s}}} $随基体拉伸强度Y_t和纵向剪切强度S_L之比变化

Figure 14. Variation of nondimensional bending moment $ {\tilde M_{\rm{s}}} $ of T-shaped GFRP transmission tower joint with the ratio of tension strength of matrix Y_t to longitudinal strength S_L

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图 15 GFRP输电塔T形节点的两种初始损伤模式

Figure 15. Two initial damage modes of T-shaped GFRP transmission tower joint

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图 16 GFRP输电塔T形节点的弯矩M_s随径厚比相关参数γ变化

Figure 16. Bending moment M_s of T-shaped GFRP transmission tower joint varies with the diameter to thickness ratio-related parameter γ

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图 17 GFRP输电塔T形节点的$ {\tilde M_{\text{s}}} $随w/D的变化

Figure 17. Variation of $ {\tilde M_{\text{s}}} $ of T-shaped GFRP transmission tower joint with w/D

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图 18 GFRP输电塔T形节点的$ {\tilde M_{\text{s}}} $ 随B/D的变化

Figure 18. Variation of $ {\tilde M_{\text{s}}} $ of T-shaped GFRP transmission tower joint with B/D

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图 19 理论计算和FEA得到的GFRP输电塔T形节点承载力

M_{s, FEA}—Capacity via FEA; M_{s, Th}—Capacity via Equation (8)

Figure 19. Capacities of T-shaped GFRP transmission tower joint via theoretical and FEA approaches

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图 20 GFRP输电塔T形节点的设计值和FEA结果

Figure 20. Values of design capacity of T-shaped GFRP transmission tower joint and FEA results

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表 1 GFRP节点试件几何尺寸

Table 1. Geometrical parameters of GFRP connection specimens

Specimen number	d/mm	D/mm	T/mm	L/mm	B/mm	w/mm	L₁/mm
J-190-4-400-75	190	198	4	2200	400	75	1000
J-190-4-300-75	190	198	4	2200	300	75	1000
J-172-14-400-75	172	198	14	2200	400	75	1000

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表 2 GFRP力学参数^[33]

Table 2. Mechanical parameters of GFRP^[33]

Parameters	Value
E_1c/MPa	49760
E_2c/MPa	12970
ν_21c	0.28
G₁₂/MPa	3220
G₁₃/MPa	3220
G₂₃/MPa	3220
X_t/MPa	964.25
Y_t/MPa	53.12
X_c/MPa	617.16
Y_c/MPa	103.83
S_L/MPa	34.71
S_t/MPa	34.71
G_c,ft/(N·mm⁻¹)	45
G_c,fc/(N·mm⁻¹)	40
G_c,mt/(N·mm⁻¹)	0.165
G_c,mc/(N·mm⁻¹)	0.800
Notes: E_1c, E_2c—Young's modulus in the direction parallel and perpendicular to fiber respectively, while under compression; ν_21c—Poisson's ratio while under the compression in the direction parallel to fiber; G—Shear modulus with subscripts 1, 2 and 3 defining the directions parallel to fiber, perpendicular to fiber, and the direction perpendicular to the plane by directions 1 and 2; X_t, X_c—Tension and compression strength respectively in the direction parallel to fiber; Y_t, Y_c—Tension and compression strength in the direction perpendicular to fiber; S_t, S_L—Shear strength in the lateral and longitudinal directions respectively; G_c—Fracture toughness with subscripts ft, fc, mt and mc defining fiber in tension, fiber in compression, matrix in tension and matrix in compression respectively.

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表 3 GFRP输电塔T形节点参数敏感性分析采用的材料参数

Table 3. Material parameters used for parametric sensitivity analysis of T-shaped GFRP transmission tower joints

X_t/MPa	Y_t/MPa	X_c/MPa	Y_c/MPa	S_t/MPa	S_L/MPa
650, 750, 850, 964.25, 1050, 1150, 1250	30, 40, 50, 53.12, 60, 70, 100	300, 400, 500, 617.16, 700, 800, 900	60, 70, 80, 103.83, 120, 140, 160	20, 25, 30, 34.71, 40, 45, 50	10, 20, 26, 34.71, 45, 53, 63

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表 4 试件J-190-4-400-75与试件J-172-14-400-75的材料强度比取值

Table 4. Material strength ratios for specimen J-190-4-400-75 and specimen J-172-14-400-75

Y_t	S_L
30, 40, 53, 60, 70	10, 20, 34, 40, 50

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表 5 用于参数敏感性分析的GFRP输电塔T形节点的几何参数

Table 5. Geometry parameters for parametric sensitivity analysis of T-shaped GFRP transmission tower joint

D/mm	T/mm	B/mm	w/mm
200	14, 7, 4	200, 250, 300, 350, 400	40, 50, 60, 70, 76

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表 6 可靠度分析相关参数

Table 6. Parameters related to reliability analysis

$ {k_{{\text{d}},{\text{n}}}} $	$ {k_{{\text{d}},\infty }} $	ξ	${V_\tau }$	η
3.0400	3.0400	0.9996	0.0712	0.7323
Notes: $ {k_{{\text{d}},{\text{n}}}} $, $ {k_{{\text{d}},\infty }} $—Coefficients related to reliability; ξ—Correction factor; ${V_\tau } $—Coefficient of variation (COV) of error term $\tau $; η—Reduction factor.

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