Earthquake Damage Prediction Method of Seawall Engineering Considering Site Liquefaction
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摘要: 为合理进行海堤工程震害预测，通过改变液化土层力学参数的方法考虑场地液化对海堤抗滑稳定性的影响，综合海堤本体结构抗滑安全系数和场地液化程度，提出新的海堤工程震害预测方法，并给出海堤破坏等级划分标准。以某海堤工程为算例，采用理正岩土分析软件建立海堤抗滑稳定性分析模型，进行不同地震烈度下海堤震害预测。研究结果表明，场地液化对海堤地震稳定性有较大影响，依托的海堤工程满足当地7度抗震设防要求，但8度时可发生中等破坏，存在较高的地震灾害风险，宜采取有针对性的加固措施。Abstract: In order to reasonably predict the seismic damage of seawall engineering, it considers the influence of site liquefaction on the anti-sliding stability of seawall by changing the mechanical parameters of liquefied soil layer. Based on the anti-sliding safety factor of seawall structure and the degree of site liquefaction, a new seismic damage prediction method of seawall engineering is proposed, and the classification standard of seawall damage grade is given. Taking a seawall project as an example, the anti-sliding stability analysis model of seawall was established by using Lizheng geotechnical analysis software, and the seismic damage prediction of seawall under different seismic intensities was carried out. The results show that the site liquefaction has a great influence on the seismic stability of the seawall. The seawall project meets the local seismic fortification requirements of 7 degree, but it enters medium damage at 8 degree, and there is a high risk of earthquake disasters. Targeted reinforcement measures should be taken.
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图 5 地震强度为0.20 g时外坡迎浪面海堤地震稳定性分析结果
Figure 5. Seismic stability analysis results of the wave face of the outer slope seawall with an earthquake intensity of 0.20 g
图 6 地震强度为0.20 g时内坡背浪面海堤地震稳定性分析结果
Figure 6. Seismic stability analysis results of a seawall on the inner slope and back wave surface with an earthquake intensity of 0.20 g
表 1 计算参数修正方法
Table 1. Calculation parameter correction method
场地液化程度 黏聚力c 内摩擦角 未液化 c φ 轻微液化 0.92c～0.99c 0.82φ～0.99φ 中等液化 0.80c～0.91c 0.60φ～0.81φ 严重液化 0.68c～0.79c 0.42φ～0.59φ 
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表 2 海堤滑坡与抗滑安全系数最小值的关系
Table 2. Relationship between seawall landslide and minimum safety factor of anti-sliding
抗滑安全系数最小值 海堤状态 $ {K_{\rm{s}}} \in \left( {0\;,\;1.05} \right) $ 滑坡 $ {K_{\rm{s}}} = 1.05 $ 临界 $ {K_{\rm{s}}} \in \left( {1.05\;,\; + \infty } \right) $ 不滑坡
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表 3 海堤破坏等级评定方法
Table 3. Evaluation method of seawall damage grade
破坏等级 评定依据 基本完好 海堤抗滑安全系数最小值＞1.05，且海堤地基未液化 轻微破坏 海堤抗滑安全系数最小值＞1.05，且海堤地基轻微液化 中等破坏 海堤抗滑安全系数最小值＞1.05，且海堤地基中等液化 严重破坏 海堤抗滑安全系数最小值＞1.05，且海堤地基严重液化 毁坏 海堤抗滑安全系数最小值＜1.05
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表 4 不同破坏等级海堤破坏现象和功能状态
Table 4. Phenomena and engineering state corresponding to seawall damage grades
破坏等级 破坏现象和功能状态 基本完好 堤坝表面完好，无须维修能够继续使用 轻微破坏 堤坝表面有轻微裂痕，局部维修后能继续使用 中等破坏 堤坝表面有较多裂缝，加固后方能使用 严重破坏 堤坝表面多处开裂，局部坍塌，大修后方能使用 毁坏 堤坝坍塌，海堤使用功能丧失，需重建
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表 5 场地液化程度判定结果
Table 5. Determination results of site liquefaction degree
地震加速度值 场地液化程度 0.10 g 不发生液化 0.15 g 中等液化 0.20 g及以上 严重液化
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表 6 模型计算参数
Table 6. Calculation parameters of the model
参数 地震强度/g 0.05 0.10 0.15 0.20 0.30 0.40 0.80 土体重度/（kN·m−3） 土层1 18.07 18.07 18.07 18.07 18.07 18.07 18.07 土层2 19.52 19.52 19.52 19.52 19.52 19.52 19.52 土体黏聚力/kPa 土层1 16.00 16.00 16.00 16.00 16.00 16.00 16.00 土层2 13.00 13.00 10.40 8.84 8.84 8.84 8.84 土体内摩擦角/（°） 土层1 18.00 18.00 18.00 18.00 18.00 18.00 18.00 土层2 29.00 29.00 17.40 12.18 12.18 12.18 12.18
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表 7 海堤土层高程分布
Table 7. Soil layer distribution map of seawall
土层种类 土层高程/m 粉土 −1.170～−0.370 粉质黏土 −8.070～−1.170 粉土 −11.270～−8.070 粉质黏土 −14.470～−11.270
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表 8 海堤地震稳定性分析结果
Table 8. Seawall seismic stability analysis results
地震强度/g 外坡迎浪面海堤抗滑安全系数 内坡背浪面海堤抗滑安全系数 考虑液化 不考虑液化 考虑液化 不考虑液化 0.05 1.327 1.327 1.990 1.990 0.10 1.180 1.180 1.746 1.746 0.15 1.137 1.148 1.702 1.692 0.20 1.043 1.119 1.598 1.603 0.30 0.963 1.064 1.421 1.528 0.40 0.895 1.003 1.238 1.467 0.80 0.772 0.972 1.048 1.381
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表 9 海堤震害预测结果
Table 9. Forecast results of sea wall earthquake damage
地震强度/g 0.05 0.10 0.15 0.20 0.30 0.40 0.80 Fsy 1.327 1.180 1.137 1.043 0.963 0.895 0.772 Fsb 1.990 1.746 1.702 1.598 1.421 1.238 1.048 液化程度 不发生液化 不发生液化 中等液化 严重液化 严重液化 严重液化 严重液化 震害等级 基本完好 基本完好 中等破坏 严重破坏 毁坏 毁坏 毁坏
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