极温冻融-荷载作用下碳纤维复合材料修复试件损伤分析

doi:10.13229/j.cnki.jdxbgxb20200301

摘要/Abstract

摘要：

为了研究碳纤维复合材料（CFRP）对冻融损伤混凝土柱的修复效果，按照混凝土耐久性及碳纤维加固规范要求，对混凝土试件进行冻融0、50、100、150、200次后，采用不同修复间距、不同纤维量CFRP，对其进行修复，再进行轴压试验，以压缩荷载、竖向整体位移、膨压比等为参数研究试件微观结构下CFRP修复冻融损伤受压性能，提出了CFRP修复冻融损伤混凝土受压模型。试验结果表明：冻融循环对混凝土抗压性能影响很大，CFRP修复技术能够有效提高冻融损伤混凝土抗压承载力，最大可提高630.6%，同时，CFRP修复试件承载力的提高与修复间距无关，而与CFRP的纤维量有关。修复试件的竖向整体位移随着冻融次数的增加而增大，随着CFRP修复间距的增大而减小。膨压比随着冻融循环先减小后增大再减小，膨压比峰值从“凸”型逐渐变为“凹”的塌陷底峰值，且峰值距离逐渐减小。通过纤维修复混凝土冻融损伤微观分析，建立了混凝土粘塑性损伤模型，研究了混凝土破坏过程及荷载-应变关系，验证了模型合理性。

关键词: 土木工程, 碳纤维复合材料, 冻融循环试验, 压力试验, 微观分析, 损伤模型

Abstract:

In order to study repair effect of concrete column wrapped Carbon Fiber Reinforced Plastics （CFRP） after extreme freeze-thaw environment， according to the requirements of code of China's current concrete durability （GB/T 50476—2008） and technical specifications for strengthening concrete structures with carbon fiber reinforced polymer laminate， axial pressure test was designed by concrete members wrapped by different spacing and dosage CFRP after freeze-thaw cycle 0 times， 50 times， 50 times， 100 times， 150 times and 200 times. The compression properties of concrete repaired with CFRP were studied by sample microstructure and considering three factors： compression load， vertical overall displacement and the ratio of expansion and compression. The results show the freeze-thaw has a more significant impact on compressive strength， but the compressive strength of freezing-thawing damaged concrete can be improved effectively after CFRP repair， up to 630.6%， and the improvement of the bearing capacity of specimens repaired with CFRP is not related to the repair spacing， but to the fiber amount of CFRP. The overall vertical displacement increases with the increase of freezing-thawing times， and decreases with the increase of the repaired CFRP. With the freezing-thawing cycle， the ratio of expansion and compression first decreases， then increases and then decreases， and the first peak value first increases and then decreases， and the second peak gradually decreases from the "convex" peak gradually to the peak of the collapse of the concave， and the distance between the two peaks gradually decreases. Through microstructure analysis， thechange of the ratio of expansion and compression is mainly caused by freezing-thawing increasing compression and hoop effect of CFRP.

Key words: civil engineering, carbon fiber reinforced plastics, freez-thaw cycle test, pressure teste, microstructure analysis, break model

中图分类号:

TU531

谷拴成,聂红宾. 极温冻融-荷载作用下碳纤维复合材料修复试件损伤分析[J]. 吉林大学学报(工学版), 2021, 51(6): 2108-2120.

Shuan-cheng GU,Hong-bin NIE. Analysis of damage model of mortars strengthened with CFRP under ultimate freeze⁃thaw and load[J]. Journal of Jilin University(Engineering and Technology Edition), 2021, 51(6): 2108-2120.

图/表 18

表1

表2

表3

表4

图1

表5

图2

图3

图4

表6

试件破坏特征表"

编号	极限承载力/kN	开裂载荷/kN		破坏类型		第1次突变值 /kN	突变率 $β$ /%	第2次突变值/kN	突变率 $γ$ /%
编号	极限承载力/kN	混凝土	CFRP	混凝土	CFRP	第1次突变值 /kN	突变率 $β$ /%	第2次突变值/kN	突变率 $γ$ /%
1?1	283.261	180.213	-	3条裂缝	-	14.446	5.1	-	-
1?2	151.611	46.254	-	5条裂缝	-	47.606	31.4	119.014	88.6
1?3	56.112	23.823	-	6条裂缝	-	14.480	25.8	47.807	85.2
1?4	39.871	14.156	-	8条裂缝	-	4.066	10.3	12.041	30.2
1?5	12.213	3.232	-	12条裂缝	-	1.234	10.1	8.561	27.9
2?1	347.701	-	88.231	压碎	4 凹凸屈曲	18.776	5.4	135.951	39.1
2?2	220.262	-	65.982	压碎	5 凹凸屈曲	25.991	11.8	188.554	85.6
2?3	196.672	-	53.261	压碎	3局部屈曲	51.725	26.3	-	-
2?4	151.784	-	47.271	压碎	2 凹凸屈曲	47.357	31.2	135.84	89.5
2?5	89.231	-	40.236	压碎	未发生屈曲	28.019	31.4	60.052	67.3
3?1	323.314	253.478	12.342	2条裂缝	纤维断裂	20.045	6.2	99.579	30.8
3?2	196.407	147.305	14.210	2条裂缝	纤维断裂	34.175	17.4	167.142	85.1
3?3	100.961	61.586	10.499	4条裂缝	未破坏	11.207	11.1	-	-
3?4	61.219	35.752	7.346	5条裂缝	未破坏	7.530	20.3	58.241	78.8
3?5	50.231	24.110	6.530	7条裂缝	未破坏	15.471	30.8	31.193	62.1
4?1	330.234	231.163	19.814	4条裂缝	未破坏	16.841	5.1	77.275	23.4
4?2	139.841	103.482	9.789	7条裂缝	未破坏	41.673	29.8	100.838	76.4
4?3	112.128	90.824	8.409	6条裂缝	未破坏	18.2768	26.4	-	-
4?4	67.231	57.146	5.647	8条裂缝	未破坏	11.497	17.1	30.388	45.2
4?5	59.634	51.881	5.367	12条裂缝	未破坏	10.078	16.9	25.106	42.1

表6

表7

图5

图6

图7

图8

图9

图10

图11

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里程	最高温度/℃	最低温度/℃	里程	最高温度/℃	最低温度/℃
D1K222+648.944	23	-37	DK249+995.208	8	-39
D1K222+672.843	69	-25	DK250+5.321	20	-32
D1K222+648.944	46	-14	DK250+12.984	27	-26
D3K229+81.880	12	-34	DK264+750	13	-40
D3K229+102.346	20	-27	DK264+762.321	20	-31
D3K229+113.458	23	-18	DK264+780.124	24	-27

配合比	水泥	水	砂	碎石
配合比	300	185	728	1093
碎石	孔径/mm	16	10	5
碎石	筛余量	3.15	3.9	1.75
砂	直径/mm	1	0.5	0.25
砂	筛余量	1.5	6.48	0.2

CFRP类型	抗拉强度/MPa	标准尺寸/mm	弹性系数/GPa	延伸率 /%	编号
JGN	3501	30.07	240	1.627	Ⅰ
JGN	3491	24.50	232	1.425	Ⅱ

冻融次数/N	质量损失率/%	弹性模量损失率/%	损伤评价
0	0	0	对比组
25	0.24938	4.645	适应期
50	2.175	31.357	损伤
75	3.8413	42.016	损伤
100	5.4418	69.659	损伤
125	6.6325	81.436	破坏
150	7.8254	89.326	破坏
175	9.1311	98.347	破坏
200	10.2314	----	破坏

冻融循环次数/n	未修复损失率/%	全包未修复损失率/%	修复间距100 mm试件损失率/%	修复间距200 mm试件损失率/%
0	0.000	0.000	0.000	0.000
50	46.477	36.652	39.252	57.654
100	80.191	43.436	68.773	66.046
150	85.924	56.346	81.065	79.641
200	95.688	74.337	84.464	81.942