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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2022, Vol. 56 Issue (7): 1342-1352    DOI: 10.3785/j.issn.1008-973X.2022.07.010
    
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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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     
Received: 31 July 2021      Published: 26 July 2022
CLC:  TD 235  
Fund:  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）
Corresponding Authors: Nan JIANG     E-mail: h2428948778@163.com;jiangnan@cug.edu.cn
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Yi-wen HUANG
Nan JIANG
Chuan-bo ZHOU
Hai-bo LI
Xue-dong LUO
Ying-kang YAO
Cite this article:

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.

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


内壁腐蚀混凝土管道爆破动力失效机制

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 
Fig.1 Corrosion mechanism of concrete pipe inner wall
Fig.2 Change of corrosion depth with time
Fig.3 Schematic diagram of field test
Fig.4 Numerical calculation model of blasting vibration of concrete pipeline
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 — — —
Tab.1 Material parameters of numerical model
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
Tab.2 Parameters of explosive
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
Tab.3 Data of monitoring points in numerical calculation and field experiment
Fig.5 Time history curve of vibration speed of test and numerical in z direction at monitoring point D3
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 — — —
Tab.4 Numerical calculation conditions of different pipeline corrosion depths
Fig.6 Corrosion setting of pipeline in model
Fig.7 Peak value of axial maximum principal stress at explosion side of pipeline with different corrosion depths
Fig.8 Peak value of maximum principal stress in dangerous section of pipeline with different corrosion depths
Fig.9 Stress time history curve of pipeline element with different corrosion depths
Fig.10 Nephogram of maximum principal stress of pipeline at different time
Fig.11 Peak vibration velocity of dangerous section of pipeline with different corrosion depths
Fig.12 Axial peak vibration velocity of pipeline with different corrosion depths
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 — — —
Tab.5 Statistics of maximum principal stress and vibration velocity of different sections
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
Tab.6 Statistical relationship between peak value of maximum principal stress and peak vibration speed
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
Tab.7 Vibration velocity control of concrete pipe blasting with different corrosion depths
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