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Centrifuge modeling of diaphragm wall wharf with relief platform at Yancheng port
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摘要: 盐城港滨海港区拟建的第一座10万t级通用泊位码头采用了分离卸荷式地连墙板桩结构，码头所处地基中存在一层厚约5.3 m高压缩性黏土。鉴于上述高压缩性黏土层与码头前沿泥面线相近，对码头结构稳定性可能存在较大影响，为此开展了土工离心模型试验，对码头设计方案稳定安全性进行了验证。模型试验模拟了极端低水位这一最不利水位条件，同时按最不利的加载顺序模拟码头面竖向荷载的施加，试验测量了码头地连墙、锚碇墙和两排直立灌注桩的弯矩、地连墙在锚着点处的侧向位移和锚杆拉力。结果表明，墙桩弯矩和锚杆拉力最终趋于稳定，地连墙锚着点位移和地连墙倾斜度均处于合理区间，码头结构整体稳定，从而验证了该板桩结构设计方案的合理可靠性。Abstract: The first 100, 000 tonnage diaphragm wall sheet-pile wharf with the relief platform proposed to be constructed will be located at the Yancheng port, where there is a 5.3 m thick clay layer of high compressibility. As the clay layer is buried near the mud line of the port foundation, its unbeneficial effects on the stability of the wharf structures must be studied so that the safety of the designed wharf can be verified by geotechnical centrifuge model tests. The most unfavorable water level conditions of extreme low water level are simulated by the centrifuge model tests. At the same time the vertical loads on the wharf surface are simulated according to the procedure of wharf surface loading in the model tests. The response of bending moment at the diaphragm wall, anchoring wall, and cast-in-place piles is measured along with the response of the internal force of the tie-rods. The model test results show that the bending moment and anchoring force of the diaphragm wall and pile eventually become stable and that the lateral displacement of the diaphragm wall at the anchoring point and the inclination of the diaphragm wall are all in a reasonable interval, which proves that the proposed design scheme of the sheet pile structure is reasonable and reliable.
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图 1 原型码头结构断面(单位：标高，m；其他，mm)
Figure 1. Prototype wharf structure section (unit: elevations in m; others in mm)
表 1 模型地基土层特性指标
Table 1. Properties of model soil ground
土层名称 模型层厚/mm 重度/(kN·m-3) 含水量/% 不排水强度/kPa 回填砂 83 20.0 粉土① 177 19.6 22.7 黏土② 74 17.3 44.8 46~53 粉砂③3 233 20.0 粉质黏土④2 57 18.4 35.4 80~113 
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表 2 码头性状特征值
Table 2. Characteristic values of wharf behavior
时间节点 地连墙最大单宽正负弯矩/(kN·m·m-1) 海侧桩最大正负弯矩/(kN·m) 陆侧桩最大正负弯矩/(kN·m) 锚碇墙最大单宽负弯矩/(kN·m·m-1) 锚杆力均值/kN 地连墙锚着点位移/mm Q1和Q3区域 1 405(-10.0) 1 983(-11.5) 2 185(-11.5) 480 60 荷载施加后 -1 199(-22.5) -2 487(-24.5) -2 363(-24.5) -1 023 Q1，Q3和Q2 1 558(-10.0) 2 214(-11.5) 2 408(-11.5) 610 61 区域荷载施加后 -1 262(-22.5) -2 618(-24.5) -2 401(-24.5) -1 210
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