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APPLICABILITY ANALYSIS OF DOUBLE STEEL SHEET PILE UNDER SPECIAL GEOLOGICAL CONDITIONS IN COASTAL ZONE
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摘要: 双排钢板桩结构是由两排钢板桩、桩间土和拉杆组成的挡土、止水复合结构，由于其较土石围堤占地面积小、施工速度快，较钢板桩整体性好，抗地震和波浪等动力稳定性好，在水利、水运、海岸工程中广泛应用。但由于钢板桩受地质条件影响较大，其使用效果和投入成本不尽相同。本文重点搜集和调查了国内外海岸带工程中使用双排钢板桩的工程案例，分别针对岩溶发育的岩性地基，高渗透性的砂性地基和深厚淤泥质软土地基对双排钢板桩的性能影响和设计约束进行分析。结合原有地质条件和设计资料，采用有限元软件补充计算分析，分析研究在各种不同类型的工程地质条件和水文条件下双排钢板桩的应用效果，总结双排钢板桩在海岸带不同工程地质条件下的适用性。发现在岩溶发育地层施工双排钢板桩需要防止打桩造成垂直度差和岩溶连通性带来的渗漏问题；在砂土地层需要防止钢板桩倾斜变形造成锁扣止水性能劣化，进而导致渗漏水甚至出现流砂；在淤泥地层施工时打入桩施工和桩身止水性能都能得到保证，但可能发生较大桩身整体变形，同时应考虑内侧坑底加固以避免踢脚稳定性破坏。本文的研究对发展海岸带生态工程地质和沿海韧性水工建筑物具有工程指导价值。Abstract: The double-row steel sheet pile structure(DSSPS) is a soil-retaining and water-stopping composite structure. It composes of two rows of steel sheet piles, soil between the piles and tie rods. Compared with earth-rock dikes, it has a smaller footprint, faster construction speed, better integrity than steel sheet piles, and good dynamic stability against earthquakes and waves. It is widely used in water conservancy, water transportation, and coastal engineering. However, because DSSPS is greatly affected by geological conditions, its application effects and costs are not the same. This article focuses on collecting and investigating the use of double-row steel sheet piles in coastal projects at home and abroad. The effects of double-row steel sheet piles on karst-developed lithological foundations, high-permeability sand foundations and deep silt soft soil foundations have been investigated. Performance impact and design constraints are analyzed. Combined with the original geological conditions and design data, the finite element software is used to supplement the calculation and analysis. The application effects of the double-row steel sheet piles under various types of engineering geological and hydrological conditions are analyzed. The different projects of the double-row steel sheet piles in the coastal zone are summarized. It is found that the construction of double-row steel sheet piles in karst developed stratum needs to prevent leakage problems caused by poor verticality and karst connectivity caused by pile driving. In the sandy soil layer, it is necessary to prevent the inclination and deformation of the steel sheet piles from deteriorating the water-stop performance of the lock, which in turn leads to water leakage and even quicksand. During the construction of silt formations, the construction of the driven pile and the water-stopping performance of the pile body can be guaranteed, but a large overall deformation of the pile body may occur. At the same time, the inner pit bottom reinforcement should be considered to avoid the stability of the kicking foot. The findings of this article has engineering guidance value for the development of coastal ecological engineering geology and coastal resilient hydraulic structures.
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Key words:
- Coastal geological condition /
- Coastal zone /
- Steel sheet pile /
- Case study
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图 1 大连30万吨船坞围堰测斜点平面布置示意图
Figure 1. Plan layout of inclinometer for cofferdam of Dalian 300000 DWT dock
图 3 双排钢板桩围堰计算工况图
a. 原状地基；b. 两侧抛石；c. 抛石中间回填砂；d. 施工双排钢板桩、拉杆及桩间回填土；e. 低水位叠加波谷吸力；f. 低水位无风浪时内侧开挖；g. 开挖后遇极端高水位叠加波峰压力；h. 开挖后极端高水位叠加波谷吸力
Figure 3. Step of double steel sheet pile cofferdam
图 4 开挖工况土体水平方向变形图(单位：m)
Figure 4. Horizontal deformation diagram of soil under excavation condition(unit: m)
图 5 开挖工况钢板桩水平方向变形图(单位：m)
Figure 5. Horizontal deformation diagram of steel sheet pile under excavation condition(unit: m)
图 6 开挖工况钢板桩弯矩图(单位：(kN ·m) ·m-1)
Figure 6. Bending moment diagram of steel sheet pile under excavation condition(unit: (kN ·m) ·m-1)
图 7 双排钢板桩围堰断面钢板桩变形图(单位：mm)
Figure 7. Bending moment diagram of steel sheet pile under excavation condition(unit: mm)
图 8 开挖工况土体水平方向变形图(按实测波浪重算)(单位：m)
Figure 8. Horizontal deformation diagram of soil under excavation condition(measured wave)(unit: m)
图 9 开挖工况钢板桩水平方向变形图(按实测波浪重算)(单位：m)
Figure 9. Horizontal deformation diagram of steel sheet pile under excavation condition(measured wave)(unit: m)
图 14 中船长兴3#、4#船坞围堰深层位移测斜管点位图
Figure 14. The location of deep displacement inclinometer for Changxing cofferdam
表 1 大连造船新厂30万吨船坞围堰工程地质条件
Table 1. Engineering geological conditions of cofferdam for 300000 DWT/200000 DWT dock of Dalian New Shipyard
序号 土层名称 层厚/m 重度/kN·m-3 C/kPa Φ/(°) 饱和抗压强度/MPa 标贯击数N63.5 1 淤泥 6 16.0 2 淤泥质亚黏土 2~5 17.9 0 21.3 3 亚黏土 2~6 19.4 4.0 24.0 4 黏土层 岩面低洼处 19.4 20.0 21.0 5 砾砂层 透镜体 11 6 石灰岩或辉缘岩 104 7 回填砂 20.0 0 35.0 8 回填石屑 20.0 0 35.0 9 回填石渣 18.0 0 35.0 
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表 2 大连造船新厂30万吨/20万吨船坞围堰工程水文条件
Table 2. Engineering hydrologic conditions of cofferdam for 300000 DWT/200000 DWT dock of Dalian New Shipyard
最高潮平均潮位/m +4.37 波高H1%/m 3.20 最低潮平均潮位/m -0.28 波长L/m 48.00
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表 3 工程地质条件
Table 3. Engineering geological conditions of cofferdam for Singapore Shipyard
序号 土层名称 层厚/m 标贯/(击/30cm) 计算参数 重度/kN·m-3 C/kPa Φ/(°) 弹性模量/MPa 泊松比 1 吹填中粗砂 0~30 19.0 0 30 10 0.3 2 松散砂 4~6 4~6 19.0 0 35 10.2 0.3 3 细砂，中粗砂 1~25 12 19.0 0 32 20.4 0.3 4 黏土 2~6 19.0 17.0 18.0 20 0.3 5 硬黏土 4~6 22~50 19.0 10 25.0 85 0.3 6 粉土 4~6 81 19.0 5.0 30 138 0.3 7 砂质粉土 2 90 19.0 5.0 35 153 0.3 8 回填砂 18.0 0 30
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表 4 工程水文条件
Table 4. Hydraulic conditions of Singapore Shipyard
序号 水文条件 单位/m 1 极端高水位 +3.20 2 极端低水位 0 3 计算波高Hmax 2.34 4 计算波长L 25.87
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表 5 工程材料参数及标准
Table 5. Engineering material parameters and standards
构件 型号 材料 屈服强度/N·mm-2 标准 钢板桩 海侧 AU23 S355GP 355 BS EN 10248 陆侧 OT25 S355JOC 355 BS EN 10249 拉杆 圆钢直径60 Q460C 400 GB/T 1591 围堰 双拼槽钢250×90×9 S275JR 275 EN 10025
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表 6 钢板桩设计计算参数
Table 6. Calculation parameters of steel sheet piles
序号 型号 EA/kN·m-1 EI/kN·m2·m-1 W/kN·m-1·m-1 1 AU23 3.547×106 1.039×105 1.360 2 OT25 4.507×106 1.245×105 1.726
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表 7 拉杆设计计算参数
Table 7. Calculation parameters of tie rod
名称 EA/kN 间距/m 圆钢拉杆Φ60 5.793×105 1.50
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表 8 长兴工程潮位特征表
Table 8. Tidal level characteristics of Changxing Shipyard
最高潮位/m 最低潮位/m 最大潮差/m 最小潮差/m 平均潮差/m 平均海平面/m 平均半潮面/m 平均高潮位/m 平均低潮位/m 平均涨潮历时 平均落潮历时 5.88
(1997.8.1)-0.29
(1969.4.5)4.46
(1971.8.10)0.10
(1970.9.24)2.47 2.02 2.07 3.30 0.84 4 h 54 min 7 h 31 min 表中潮位基面和地形基面均为吴淞基面，长兴站吴淞基面比理论最低潮面高0.09m
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表 9 50年一遇风速和50年一遇高潮位的波浪设计要素
Table 9. Wave design elements of 50 year return wind speed and 50 year return high water level
方向 风速/m·s-1 平均水深D/m 计算水深d/m 平均波高H/m H1%/m H5%/m 平均周期T/s 平均波长L/m SSE 26.0 6.25 12.04 1.70 3.83 3.15 5.8 52.5 SSW 23.7 9.00 14.79 0.84 1.96 1.60 4.1 26.2 WNW 20.9 4.90 10.69 1.23 2.83 2.31 4.9 37.4 WNW 20.9 7.50 13.29 1.30 2.98 2.44 5.1 40.6
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