Seismic response analysis and damage assessment of urban water supply networks considering influences of crossing pipelines
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摘要: 以北京市某地区埋地供水管网为实例，通过直线型和交叉型典型管道二维有限元模型，系统分析了管道规格、接口形式、场地条件、地震动强度等级和地震动入射角等关键参数对管道接口轴向和转角变形的影响，得到了不同设防烈度地震动作用下该供水管网的损伤情况。基于国内外管道接口试验数据统计分析结果，确定了基于接口变形量的管道损伤判定准则，并用于不同管道接口类型地震损伤评价，建立了不同场地条件下典型管道接口地震损伤数据库。根据管道属性、场地信息和管道接口地震损伤数据库，基于GIS软件绘制管网地震损伤分布图。结果表明：相同烈度地震作用下，管线交叉处接口峰值变形量约为直管线接口的1.5倍~2.0倍，其中与法兰接口邻接的承插式接口存在峰值变形突变。罕遇烈度地震动作用下的管网地震损伤程度远高于设防烈度，且破坏多集中于Ⅳ类场地和管线交叉处。Abstract: Based on a buried water supply network in Beijing, the two-dimensional finite element models for the network are developed in this study. The influences of the critical parameters, such as the pipe diameter, joint type, site condition, intensity level of ground motion and incident angle of seismic wave, on the axial and bending deformations of pipe joints are systematically investigated, and the seismic damage status of the water supply network under different intensity levels of earthquakes is evaluated. Moreover, the criteria for damage assessment of the pipelines based on joint deformation are developed through the statistical analysis of the test results of the worldwide pipeline joints. These criteria are subsequently used for the seismic damage assessment of different types of pipeline joints. A seismic damage database of typical pipeline joints buried in different engineering sites is established. Finally, according to the pipeline properties, engineering site conditions and seismic damage database of typical pipeline joints, the seismic damage distribution maps of water supply networks are developed using the GIS. It is found that the peak deformations of the joints at the pipeline cross junctions are about 1.5 to 2.0 times those of the joints in a straight pipeline under the same intensity of earthquake ground motions. Besides, sudden changes of the peak seismic deformations occur at the push-on joints adjacent to the flange joints. The pipeline network suffers much more severe seismic damage under the considered maximum earthquake than under the design level of earthquake. The seismic damage mainly concentrates in the site class Ⅳ and the cross junction of the pipelines.
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全球性的气候问题与突发自然灾害使得岩土及地下工程灾变问题不断凸现，给岩土工程安全与运营构成巨大挑战。岩土体作为地球表面最为广泛存在的地质材料具有复杂的物理力学特性与显著的时空变异性。岩土工程物理模拟试验技术通过融合多学科知识模拟和再现岩土体在自然与工程状态下的物理力学行为，为复杂岩土工程问题的解决提供强力支撑。“交通强国”等重大国家战略的实施也给岩土工程带来了巨大的历史机遇。岩土工程防灾减灾问题由于其普遍性、迫切性和前沿性也成为岩土及地下工程领域研究的新热点。随着科技的进步，岩土工程物理模拟试验技术也正从传统的重力场模拟、离心试验，向数字与智能化转变，而世界级超大型试验设备的建设，更将极大驱动我国岩土工程物理模拟试验技术的未来发展。
为促进我国岩土工程物理模拟试验技术学术交流，由中国水利学会岩土力学专业委员会和中国土木工程学会土力学及岩土工程分会共同主办，交通运输部天津水运工程科学研究院、南京水利科学研究院、中交天津港湾工程研究院有限公司以及天津大学承办的第十届岩土工程物理模拟学术研讨会于2024年8月在天津市滨海新区举行。本届会议是继武汉(2011年)、杭州(2013)、北京(2017)、喀什(2023)会议后全国岩土工程物理模拟试验技术领域的又一次学术盛会。会议筹备期间共收到投稿论文113篇，经过审稿委员会的审议向《岩土工程学报》（增刊）推荐稿件51篇，并在学报2024年增刊1专刊出版。同时，本届研讨会举办了砂土场地桩基水平承载力平行试验，并以特邀报告、主题报告、青年学者报告等在内的形式开展广泛深入的交流，展现最新模拟技术和研究成果，探讨岩土工程物理模拟试验技术在交通强国基础设施建设与防灾减灾研究中的应用，以促进岩土工程物理模拟试验技术对我国重大战略和重大工程的技术支撑作用。
感谢对本届会议召开鼎力相助的交通运输部天津水运工程科学研究院及各有关单位，感谢向本届会议投稿的各位专家和同行，感谢审稿专家对本次会议审稿工作的辛勤付出。尤其是《岩土工程学报》编辑部，为使本届会议的论文集面世，做了大量工作，专门编辑出版了本期增刊，特此表示感谢。
第十届全国岩土工程物理模拟学术研讨会组委会 -
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图 1 基于物理模型的城市供水管网系统地震响应分析方法
Figure 1. Seismic response analysis method for urban water supply networks based on physical model
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图 5 DN200支干线接口地震峰值响应（Ⅲ类场地、E2地震）
Figure 5. Peak seismic responses of DN200 joints in main and branch pipelines (Site class Ⅲ, intensity E2)
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图 7 不同入射角下L型管线接口响应（Ⅲ类场地，E2地震）
Figure 7. Responses of L-type pipeline joints at different incident angles (Site class Ⅲ, intensity E2)
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图 8 不同入射角下十字型管线接口响应（Ⅲ类场地，E2地震）
Figure 8. Responses of cross-type pipeline joints at different incident angles (Site class Ⅲ, intensity E2)
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图 9 两类场地下管线接口峰值变形
Figure 9. Peak deformations of pipeline joints at two engineering sites
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图 10 不同管径下的管道接口响应影响因子
Figure 10. Influence factors of response of pipeline joints under different pipe diameters
表 1 研究区域代表性地层参数信息
Table 1 Representational parameters of soil layers in target region
场地编号 土层种类 厚度
H/m密度
ρ/(kg·m-3)弹性模量
E/MPa剪切波速
Vs/(m·s-1)场地
类别① 杂填土 3 1700 4 100 Ⅲ类 粉土 4 1850 12 75 中砂、细砂 5 1900 32 200 粉质黏土 6 1900 70 375 ② 碎石填土 4 1800 10 80 Ⅳ类 细砂、粉砂 7 2300 56 180 细砂、中砂 4 2400 80 200 砂质粉土 7 1400 20 360 
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管径 峰值轴力Fu/kN 接触转角θ1/(°) 接触弯矩M1/(kN·m) 极限转角θ2/(°) 极限弯矩M2/(kN·m) 150 9.2 7.0 1.46 13.1 14.83 200 11.6 6.6 2.86 12.5 7.60 300 17.4 5.8 3.57 — — 400 21.0 3.9 6.00 10.5 10.00
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表 3 球墨铸铁管道接口拉伸试验结果统计
Table 3 Statistics of tensile test results of DI pipe joints
样本
编号直径D/mm 管内水压P/MPa 接口渗漏张开量Δu/mm 安装深度dp/mm 随机变量X
(Δu/dp)参考文献 1 100~250 — 30.5 — — Singhal等[15] 2 200 0.4 41~49.16 100 0.41~0.492 刘为民等[16] 3 150 0.2 70~80 94 0.745 周静海等[17] 4 200 0.2 65 100 0.65 5 200 0.6 48 100 0.48 同济大学[18-19] 6 200 0.2 51.7~66.98 100 0.517~0.67 7 150 0.38 56 85.8 0.653 Wham等[20] 8 200 1.0 60 100 0.6 王颂翔[21] 9 150 0.2 52.6~53.1 100 0.526~0.531 李冠潮[22] 10 200 55.3~56.2 100 0.553~0.562 11 300 51~54 100 0.51~0.54 12 150 0~0.3 54.15~55.77 94 0.576~0.593 李晓晓等[23]，钟紫蓝等[24] 13 200 0，0.1 60，58 100 0.6，0.58 14 400 0 50 110 0.455
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表 4 研究区域管道规格
Table 4 Pipeline types in target region
管道
编号规格/mm 
1 100×9×6000 2 200×12×6000 3 400×15×6000 4 600×15.8×6000 5 1000×18×6000 注：规格为内径×壁厚×长度。
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表 5 交叉管线接口响应结果
Table 5 Seismic responses of cross-type pipeline joints
公称直径 承插式接口 法兰接口 峰值张开量dmax/mm 峰值转角Rmax/(°) 峰值压缩量
Pmax/mm峰值转角Rmax/(°) 100 6.33 1.9×10-2 0.872 2.20×10-3 200 6.37 2.0×10-2 0.611 0.90×10-3 400 6.40 2.1×10-2 0.518 0.26×10-3 600 6.46 2.3×10-2 0.494 0.18×10-3 1000 6.54 3.8×10-2 0.287 0.10×10-3
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表 6 管线接口损伤表
Table 6 Statistics of damage of pipeline joints
接口形式 场地类型 管径 多通形式 地震动等级 损伤分类 承插式接口 Ⅲ类 All 直线/L型 E1/E2/E3 基本完好 T型/十字型/斜交型 E2 基本完好 E3 中等破坏 Ⅳ类 All All E1 基本完好 直线/L型 E2 基本完好 T型/十字型/斜交型 中等破坏 直线/L型 E3 中等破坏 ＜DN600 T型/十字型/斜交型 中等破坏 ≥DN600 严重破坏 法兰接口 Ⅲ类 All L型 E1/E2/E3 基本完好 DN100 T型/十字型/斜交型 E1 基本完好 E2/E3 中等破坏 DN200 E1/E2 基本完好 E3 中等破坏 ≥DN400 E1/E2/E3 基本完好 Ⅳ类 All L型 E1/E2/E3 基本完好 DN100 T型/十字型/斜交型 E1/E2/E3 中等破坏 DN200 E1 基本完好 E2/E3 中等破坏 ≥DN400 E1/E2/E3 基本完好
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