工程地质聚合物复合材料与普通混凝土粘结界面抗剪性能试验

doi:10.13229/j.cnki.jdxbgxb.20241376

Abstract

Abstract:

To investigate the application of engineering geopolymer composites （EGC） in strengthening existing concrete components， a study was conducted using concrete as the substrate and EGC as the overlay. Two types of bonding interface treatments， chiseling and grooving， were employed， with various parameter levels specified for each treatment. Direct shear tests were performed to evaluate the bonding interface performance between EGC and concrete. According to the experimental data， it can be observed that as the interface roughness increases， the interface shear strength also increases. Although all bonded interfaces ultimately fail in EGC shear failure under ultimate shear states， different interface configurations exhibit distinct failure modes. The study further revealed that the load-displacement curves of the specimens exhibited similarities， characterized by ascending and descending segments. Specimens with higher interface roughness displayed a gentler descending curve after reaching the ultimate load. Using the experimental data， a nonlinear fitting method was employed to develop a shear strength calculation formula for the NC-EGC interface， which aligned well with the experimental results. Furthermore， the shear toughness of the NC-EGC bonding specimens was assessed through shear load-displacement curve analysis and a toughness evaluation approach tailored for fiber-reinforced concrete. The results showed that the toughness prior to the peak load was 139% and 234% of the C60 concrete control group， demonstrating the outstanding toughening ability of EGC.

Key words: structural engineering, engineering geopolymer composites, shear strength, grooved interface, chiseled interface

CLC Number:

TU388

Dong-hui CHENG,Xiao WANG,Ke LI,Li WANG. Experiment investigation of interface shear properties between engineering geopolymer composites and concrete[J].Journal of Jilin University(Engineering and Technology Edition), 2026, 56(7): 1882-1893.

Figures/Tables 19

Table 1

Fig.1

Fig.2

Fig.3

Table 2

Fig.4

Fig.5

Fig.6

Fig.7

Fig.8

Fig.9

Table 3

Shear strength and interface slip of specimens"

试件	剪切破坏形式	抗剪极限承载力/kN	抗剪强度 $τ p$ /MPa	与H?N?N抗剪强度比值/%	平均峰值滑移 $s p$ /mm
H-N-N	沿粘结界面开裂破坏（脆性）	35.9	3.59	100	0.88
H-E₁-E₁	沿粘结界面开裂破坏（延性）	26.1	2.61	73	1.15
F-N-E₁	嵌入混凝土基体粗糙界面的EGC受剪破坏	14.0	1.40	39	0.50
L-N-E₁		15.5	1.55	43	0.45
H-N-E₁		18.9	1.89	53	0.69
UH-N-E₁		24.2	2.42	67	0.88
F-N-E₂		20.6	2.06	57	0.53
L-N-E₂		24.3	2.43	68	0.71
H-N-E₂		27.4	2.74	76	0.92
UH-N-E₂		34.4	3.44	96	1.01
20T₂-N-E₁	嵌入混凝土基体的EGC键槽受剪破坏	20.9	2.09	58	0.99
30T₂-N-E₁		27.6	2.76	77	1.14
20T₂-N-E₂		29.4	2.94	82	1.22
30T₂-N-E₂		39.5	3.95	110	1.39

Table 3

Fig.10

Fig.11

Fig.12

Table 4

Comparison of experimental and calculated shear strength values"

试件	$f c u$ /MPa	粗糙度 /mm	$α$	$a$	$b$	$d$	$R 2$ （COD）	试验值/MPa	计算值/MPa	比值
F-N-E₁	53.4	0	1.0	0.009 25	0.566 49	0.016 69	0.98	1.40	1.38	0.98
L-N-E₁		0.6	1.0					1.55	1.58	1.02
H-N-E₁		1.2	1.0					1.89	1.87	0.99
UH-N-E₁		2.0	1.0					2.42	2.41	0.99
20T₂-N-E₁		1.2	1.08					2.09	2.02	0.97
30T₂-N-E₁		1.8	1.21					2.76	2.74	0.99
F-N-E₂	87.8	0	1.0	0.014 69	0.359 24	0.008 97	0.99	2.06	2.08	1.01
L-N-E₂		0.6	1.0					2.43	2.39	0.98
H-N-E₂		1.2	1.0					2.74	2.77	1.01
UH-N-E₂		2.0	1.0					3.44	3.43	0.99
20T₂-N-E₂		1.2	1.08					2.94	2.99	1.02
30T₂-N-E₂		1.8	1.21					3.95	3.93	0.99

Table 4

Fig.13

Fig.14

Table 5

Toughness evaluation results of specimens"

试件	$f e q$ /MPa	$γ p$ /%	$T p$ （10⁴J/m³）	$f p, k$ /MPa			$R p, k$
试件	$f e q$ /MPa	$γ p$ /%	$T p$ （10⁴J/m³）	$f p, 1.5$	$f p, 2.5$	$f p, 4.0$	$R p, 1.5$	$R p, 2.5$	$R p, 4.0$
H-N-N	1.56	0.877	1.366	-	-	-	-	-	-
H-E₁-E₁	1.21	1.148	1.389	2.03	1.27	-	0.78	0.49	-
F-N-E₁	0.57	0.504	0.288	0.37	0.27	-	0.24	0.17	-
L-N-E₁	0.67	0.454	0.305	0.85	0.55	0.33	0.47	0.31	0.21
H-N-E₁	0.75	0.686	0.502	1.41	0.85	0.58	0.75	0.45	0.31
UH-N-E₁	1.23	0.883	1.081	1.71	1.17	0.84	0.74	0.50	0.36
F-N-E₂	0.91	0.531	0.483	0.31	-	-	0.15	-	-
L-N-E₂	1.22	0.707	0.887	1.03	0.67	0.50	0.42	0.27	0.20
H-N-E₂	1.43	0.918	1.315	1.67	1.09	0.77	0.61	0.40	0.28
UH-N-E₂	1.88	1.009	1.901	2.52	1.78	1.24	0.73	0.52	0.36
20T₂-N-E₁	1.01	0.986	0.961	1.57	1.25	0.92	0.75	0.60	0.44
30T₂-N-E₁	1.27	1.138	1.344	2.33	1.56	1.02	0.82	0.55	0.36
20T₂-N-E₂	1.49	1.224	1.815	2.45	1.68	1.20	0.83	0.57	0.41
30T₂-N-E₂	2.27	1.393	3.192	3.64	2.46	1.62	0.87	0.59	0.40

Table 5

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材料	CaO	SiO₂	Al₂O₃	FeO	MgO	MnO	SO₂	其他
矿渣	39.7	38.2	7.76	1.09	11.02	0.59	0.93	0.71
粉煤灰	7.68	53.67	28.8	1.01	1.43	-	-	7.41

试件编号	界面类型	基材/ 覆盖层	NC强度 /MPa	EGC强度 /MPa
H-N-N	1.2 mm	NC/NC	66.2	-
H-E₁-E₁	1.2 mm	E₁/E₁	-	53.4
F-N-E₁	0	NC/E₁	66.2	53.4
L-N-E₁	0.6 mm
H-N-E₁	1.2 mm
UH-N-E₁	2.0 mm
20T₂-N-E₁	刻槽20%
30T₂-N-E₁	刻槽30%
F-N-E₂	0	NC/E₂	66.2	87.8
L-N-E₂	0.6 mm
H-N-E₂	1.2 mm
UH-N-E₂	2.0 mm
20T₂-N-E₂	刻槽20%
30T₂-N-E₂	刻槽30%

Experiment investigation of interface shear properties between engineering geopolymer composites and concrete

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