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浙江大学学报(工学版)
浙江大学学报(工学版)  2022, Vol. 56 Issue (7): 1342-1352    DOI: 10.3785/j.issn.1008-973X.2022.07.010
土木工程、水利工程、交通工程     
内壁腐蚀混凝土管道爆破动力失效机制
黄一文1(),蒋楠1,3,*(),周传波1,李海波2,罗学东1,姚颖康3
1. 中国地质大学（武汉）工程学院，湖北 武汉 430074
2. 中国科学院武汉岩土力学研究所，湖北 武汉 430071
3. 江汉大学 爆破工程湖北省重点实验室，湖北 武汉 430056
Dynamic failure mechanism of concrete pipeline with corroded inner-wall subjected to blasting
Yi-wen HUANG1(),Nan JIANG1,3,*(),Chuan-bo ZHOU1,Hai-bo LI2,Xue-dong LUO1,Ying-kang YAO3
1. Faculty of Engineering, China University of Geosciences, Wuhan 430074, China
2. Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China
3. Hubei Key Laboratory of Blasting Engineering, Jianghan University, Wuhan 430056, China
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摘要：

为了确保爆破振动荷载影响下临近服役多年埋地混凝土管道的安全，开展内部腐蚀混凝土管道爆破动力失效机制的研究. 基于Thistlethwayte混凝土腐蚀理论，建立运营期混凝土管道内壁腐蚀缺陷预测理论模型. 结合全尺寸承插式混凝土管道爆破模型试验及振动分析，验证承插式混凝土管道爆破动力响应的数值建模方法及参数选择. 通过腐蚀缺陷预测，开展不同腐蚀缺陷形态下的承插式混凝土管道爆破动力响应数值试验，分析爆破振动荷载作用下的腐蚀管道动力性能演化规律. 结合极限强度准则，确立腐蚀管道主控动力失效准则，提出爆破振动影响下运营期内壁腐蚀承插式混凝土管道的安全控制标准.
关键词： 承插式混凝土管道;  内腐蚀;  爆破振动;  动力响应;  安全判据    
Abstract:

The dynamic failure mechanism of concrete pipeline with corroded inner-wall subjected to blasting was analyzed in order to ensure the safety of buried concrete pipeline which had been in service for many years under the influence of blasting vibration load. A theoretical model for predicting the corrosion defects of the inner wall of concrete pipes during the operation period was established based on the concrete corrosion theory of Thistlethwayte. The numerical modeling method and parameter selection of blasting dynamic response of concrete pipeline with bell-and-spigot joints were verified based on the full-scale blasting model test and vibration analysis of concrete pipeline with bell-and-spigot joints. Numerical tests of dynamic response of concrete pipeline with bell-and-spigot joints under different corrosion defects were conducted through the prediction of corrosion defects. The dynamic performance evolution of corrosion pipeline under blasting vibration load was analyzed. The main control dynamic failure criterion of corroded pipeline was established with the ultimate strength criterion. The safety control standard of corroded concrete pipeline with bell-and-spigot joints under the influence of blasting vibration was proposed.
Key words: concrete pipe with bell-and-spigot joints    internal corrosion    blasting vibration    dynamic response    safety criterion
收稿日期: 2021-07-31 出版日期: 2022-07-26
CLC:  TD 235  
基金资助: 国家自然科学基金资助项目（41807265，41972286，42072309）；爆破工程湖北省重点实验室开放基金资助项目（HKLBEF202001，HKLBEF202002）
通讯作者: 蒋楠     E-mail: h2428948778@163.com;jiangnan@cug.edu.cn
作者简介: 黄一文（1995—），男，硕士生，从事地下工程及岩石爆破的研究. orcid.org/ 0000-0003-3902-1813. E-mail： h2428948778@163.com
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引用本文:

黄一文,蒋楠,周传波,李海波,罗学东,姚颖康. 内壁腐蚀混凝土管道爆破动力失效机制[J]. 浙江大学学报(工学版), 2022, 56(7): 1342-1352.

Yi-wen HUANG,Nan JIANG,Chuan-bo ZHOU,Hai-bo LI,Xue-dong LUO,Ying-kang YAO. Dynamic failure mechanism of concrete pipeline with corroded inner-wall subjected to blasting. Journal of ZheJiang University (Engineering Science), 2022, 56(7): 1342-1352.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2022.07.010    或    https://www.zjujournals.com/eng/CN/Y2022/V56/I7/1342

图 1  混凝土管内壁的腐蚀机理
图 2  腐蚀深度随时间的变化
图 3  现场试验的示意图
图 4  混凝土管道爆破振动的数值计算模型
模型材料 ρ/(g·cm?3) E/GPa μ c/MPa φ/(°) σt/MPa
岩层 2.50 30 0.3 5.5 43 2.58
土层 1.98 0.1 0.33 0.035 15 0.028
混凝土管道 2.40 31 0.2 3.18 54.9 1.43
橡胶圈 1.20 — 0.49 — — —
炮泥 0.85 1.8×10?4 0.35 — — —
表 1  数值模型的材料参数表
参数 数值 参数 数值
ρ/(g·cm?3) 1.15 R1 4.15
v/(m·s?1) 4000 R2 0.95
A/GPa 214 E0/（J·m?3） 4.19
B/GPa 0.182 ω 0.15
表 2  炸药材料参数
监测点 vz/(cm·s?1) ez/% vy /(cm·s?1) ey/% vx /(cm·s?1) ex/%
现场监测 数值计算 现场监测 数值计算 现场监测 数值计算
D1 9.12 10.10 10.75 2.28 2.14 ?6.14 6.44 6.90 7.14
D2 12.56 12.90 2.71 3.64 3.25 ?10.71 7.95 7.02 ?11.70
D3 14.25 14.00 ?1.75 4.02 3.96 ?1.49 8.56 7.98 ?6.78
D4 14.46 14.50 0.28 3.19 2.88 ?9.72 7.53 7.36 ?2.26
D5 9.81 11.50 17.23 2.21 2.03 ?8.14 5.66 6.27 10.78
D6 9.02 10.07 11.64 2.16 1.86 ?15.28 3.12 3.22 3.21
表 3  数值计算和现场实验监测点数据
图 5  现场实测和数值模拟z方向振动速度在监测点D3处的时程曲线
工况 h/mm t/a 工况 h/mm t/a
1 0 ≤10.2 5 20 16.9
2 5 11.9 6 25 18.5
3 10 13.5 7 30 20.2
4 15 15.2 — — —
表 4  不同管道腐蚀深度的数值计算工况
图 6  模型中的管道腐蚀设置
图 7  不同腐蚀深度管道迎爆侧沿轴向最大主应力的峰值
图 8  不同腐蚀深度管道危险截面的最大主应力峰值
图 9  不同腐蚀深度管道单元的应力时程曲线
图 10  不同时刻的管道最大主应力云图
图 11  不同腐蚀深度管道危险截面的峰值振速
图 12  不同腐蚀深度管道的轴向峰值振速
h/mm vm/(cm·s?1) σm/MPa h/mm vm/(cm·s?1) σm/MPa h/mm vm/(cm·s?1) σm/MPa
0 12.45 0.87 10 18.34 1.79 20 18.30 1.78
0 12.21 0.82 10 16.24 1.48 25 18.24 1.98
0 16.84 1.37 10 15.66 1.40 25 21.03 2.31
0 14.24 1.03 15 16.56 1.66 25 22.14 2.45
0 10.89 0.66 15 18.82 1.79 25 20.89 2.23
5 13.88 1.26 15 20.26 1.89 25 17.06 1.89
5 15.01 1.41 15 18.73 1.70 30 19.46 2.23
5 17.55 1.58 15 16.35 1.59 30 22.10 2.70
5 15.80 1.48 20 19.00 1.89 30 22.87 2.92
5 13.25 1.22 20 20.29 2.10 30 21.20 2.50
10 16.81 1.52 20 21.89 2.16 30 21.87 2.68
10 15.62 1.43 20 19.16 1.88 — — —
表 5  不同截面的最大主应力和振速统计
h/mm σm和vm的统计关系 R2
0 ${\sigma _{\rm{m} } }{\text{ = } } - 0.608+0.117{v_{\rm{m}}}$ 0.994
5 ${\sigma _{\rm{m}}}{\text{ = } }0.205+0.088{v_{\rm{m}}}$ 0.987
10 ${\sigma _{\rm{m}}}{\text{ = } } - 0.736+0.137{v_{\rm{m}}}$ 0.957
15 ${\sigma _{\rm{m}}}{\text{ = } }0.797+0.066{v_{\rm{m}}}$ 0.830
20 ${\sigma _{\rm{m}}}{\text{ = } }0.101+0.110{v_{\rm{m}}}$ 0.891
25 ${\sigma _{\rm{m}}}{\text{ = } }0.209+0.108{v_{\rm{m}}}$ 0.988
30 ${\sigma _{\rm{m}}}{\text{ = } } - 1.299+0.215{v_{\rm{m}}}$ 0.973
表 6  最大主应力峰值和峰值振速的统计关系
t/a h/mm vp/ (cm·s?1)
≤10.2 0 22.80
11.9 5 21.08
13.5 10 20.41
15.2 15 19.13
16.9 20 17.81
18.5 25 17.14
20.2 30 15.62
表 7  不同腐蚀深度混凝土管爆破控制振速
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