《Journal of Geotechnical and Geoenvironmental Engineering 》杂志刊登“塔特尔河大坝的抗震加固”

作  者：Francke C. Walberg, Timothy D. Stark, Peter J. Nicholson, Gonzalo Castro, Peter M. Byrne, Paul J. Axtell, John C. Dillon, William B. Empson, Joseph E. Topi, David L. Mathews, Glen M. Bellew

刊  物：《Journal of Geotechnical and Geoenvironmental Engineering》，第139卷，第6期（2013年6月）

关键词：喷射灌浆，土拌和，防渗墙，剪力墙，土力学，渗透性，液化，地震引起的位移，边坡稳定

摘  要：本文讨论了曼哈顿堪萨斯州的塔特尔河大坝的抗震加固问题，主要包括所利用的有关调查、地震分析、设计、建设和稳定技术。原计划是保证上游和下游斜坡的稳定性以及通过安装上游防渗墙来减少渗流。考虑到可施工性和大坝安全问题，以及精确的地震变形分析结果，最后取消了对上游坝坡利用喷射灌浆来保证稳定性和防渗墙的措施。通过高压喷射注浆或土拌合完成对下游坝坡稳定性加固。但最终是通过自硬水泥基膨润土浆（CB）构建横向剪力墙来保证的。沿下游坝趾共建造了351道横向剪力墙。典型的剪力墙长13.7米，宽1.2米，延长18.9米深或6.1米左右到粗砂地基。剪力墙在沿着下游坝趾中心被以每4.3m间隔开来，替代率达到29％左右。除了横向剪力墙，埋入的收集系统替代了沿下游坝趾的减压井收集沟，进一步改善下游稳定性和渗流控制。

Seismic Retrofit of Tuttle Creek Dam

Authors: Francke C. Walberg, Timothy D. Stark, Peter J. Nicholson, Gonzalo Castro, Peter M. Byrne, Paul J. Axtell, John C. Dillon, William B. Empson, Joseph E. Topi, David L. Mathews, Glen M. Bellew

Journal: Journal of Geotechnical and Geoenvironmental Engineering, Volume 139, Issue 6 (June 2013)

Key words: Jet grouting, soil mixing, cutoff walls, shear walls, soil mechanics, permeability, liquefaction, earthquake induced displacement, slope stability

Abstract: This paper discusses the seismic retrofit of Tuttle Creek Dam near Manhattan, Kansas, including investigations, seismic analyses, design, construction, and stabilization techniques used. Original plans called for stabilization of the upstream and downstream slopes and installation of an upstream cutoff wall to reduce underseepage. However, constructability and dam safety issues, along with the results of refined seismic deformation analyses, led to cancellation of the jet grouted upstream slope stabilization and cutoff wall. Downstream slope stabilization was to be accomplished by jet grouting or soil mixing, but ultimately was accomplished using a self-hardening cement-bentonite (C-B) slurry to construct transverse shear walls. A total of 351 transverse shear walls were constructed along the downstream toe by primarily clamshell equipment. Typical shear walls are 13.7 m long, 1.2 m wide, and extend 18.9 m deep or about 6.1 m into the coarse foundation sands. The walls are spaced at 4.3 m on center along the downstream toe for a replacement ratio of about 29%. In addition to the transverse shear walls, the relief well collection ditch along the downstream toe was replaced with a buried collector system to further improve downstream stability and underseepage control.