废弃泥浆底部真空−上部堆载预压模型试验研究     

詹良通  张斌  郭晓刚  江文豪 《岩土力学》2020,41(10):3245-3254

针对工程泥浆回填废弃矿坑处置的安全问题,开展底部真空和上部堆载预压处理废弃工程泥浆的模型试验,探讨该技术在废弃矿坑回填处置工程应用的可行性。试验结果表明,底部真空和上部堆载预压使得泥浆含水率显著降低及泥土的强度明显提高,处理一个月后,含水率从初始450%降低至95%～105%,体积减量达到73.4%;不排水强度由初始为0的状态提高至9.8～13.4 kPa。在初始的静置阶段,泥浆颗粒沉积存在重力分异现象,粗颗粒在底部沉积有助于缓解真空预压过程中淤堵问题。底部真空作用下,泥浆中孔隙水渗流方向并非完全一维向下,在径向存在水力梯度。处理后泥土压缩性与软土相近,渗透性优于软土。基于试验结果和大应变固结理论,考虑泥浆的自重固结以及压缩性与渗透性的非线性变化,利用有限差分法分析了单次回填厚度对泥浆层固结时间和减量效果的影响,提出了现场实施的工艺参数建议。  相似文献   

极端条件下心墙泥浆料的渗透反滤试验研究     

左永振  赵娜 《岩土力学》2020,41(2):520-526

高土石心墙坝的渗透稳定性在很大程度上依赖于反滤层对心墙料的反滤保护作用。心墙在大坝蓄水和长期运行的条件下,要经历复杂的填筑加载、浸水饱和与水荷载的作用,在差异沉降、复杂结构应力作用、水力劈裂和渗透水流作用下,心墙一旦出现裂缝,其渗透稳定性及反滤层的保护作用就将面临严峻的考验。针对这一问题,设计了专门非常规的抛填土料反滤试验和泥浆渗透反滤试验,模拟心墙裂缝条件下其颗粒被冲刷起动后,被反滤料阻挡和淤积过程。试验结果表明,心墙料和反滤料满足反滤准则条件下,心墙颗粒被拦截和淤积在反滤层上游表面,反滤料能有效防止心墙颗粒的流失,反滤层在极端条件下对心墙料仍能起到有效的反滤保护作用。  相似文献   

Rheological behavior of dredged slurries at high water contents     

Gui-Zhong Xu  Ying Zhang  Ruo-Bing Sun 《Marine Georesources & Geotechnology》2017,35(3):357-364

Each year in the world, there is significant amount of dredged slurries generated during geotechnical jobs. In the slurry storage process, the rheological behavior is a key factor affecting the motion of dredged slurries. To gain better understanding on this behavior, experiments on dredged slurries with different liquid limits are conducted using rotary viscometer. It has been found that, as water content increases, slurry property can change from Bingham plastic fluids to Newtonian fluids. In log–log coordinates, their corresponding yield stress and plastic viscosity are in linear relationship with their water contents and the intersection of these two lines can be treated as the turning point which is 4.7 times the liquid limit. The yield stress and plastic viscosity of different dredged slurries can be normalized efficiently using normalized water content. So, in this paper, a new quantitative prediction method for yield stress and plastic viscosity is proposed, which is effective for use in alkined modes of motion, is proposed.  相似文献   

水泥-水玻璃浆液裂隙注浆扩散的室内试验研究     

张庆松  张连震  刘人太  韩伟伟  朱明听  李相辉  郑东柱  徐咸辉 《岩土力学》2015,36(8):2159-2168

动水环境中的注浆扩散规律对指导突涌水治理注浆设计与施工具有重要意义。通过开展水泥-水玻璃（C-S）浆液单一平板裂隙动水注浆模型试验,揭示了基于试验条件下的C-S浆液裂隙动水注浆扩散过程的非对称椭圆（AE）扩散规律,提出浆水速比的概念并用其拟合AE扩散控制参数随时间的变化曲线,分析了浆水速比对浆液扩散范围的影响,最终建立了描述浆液扩散迹线的瞬态方程。研究结果表明：浆液扩散迹线可以采用随时间变化的非对称椭圆进行描述;逆水扩散距离和扩散开度与浆水速比正相关而浆液顺水扩散距离与浆水速比负相关。并据此对裂隙动水注浆设计提出了建议,希望对实际注浆工程提供一定借鉴。  相似文献   

渤钻低密度固井水泥浆降低煤层气储层伤害的实验     

王道宽  史亚运  乌效鸣  吴川 《煤田地质与勘探》2015,43(3):105-109

针对煤层气井传统的固井水泥密度较大,在固井过程中产生较大压差,影响半径较大,且滤液成分矿化度较高,持续对储层产生伤害的问题,通过对比渤海钻探所使用的低密度固井水泥浆(统称渤钻浆)和常规固井水泥浆的失水量、滤液性能和稠化时间,并通过分析其滤液成分、电导率、渗透率回复率和计算污染半径,评价了渤钻浆降低煤层气储层伤害的能力。结果表明:渤钻浆失水量比常规固井水泥浆小一半,并且滤液黏度高、矿化度低和电导率低,使渤钻浆污染的煤样渗透率降低为28.97%(常规水泥浆污染的煤样渗透率降低为65.87%),渗透率恢复率为89.81%(常规水泥浆渗透率恢复率为61.18%)。综合来看渤钻浆不仅密度低,形成压差小,保证煤层稳定,还减小污染半径,降低了对煤层气储层的伤害。   相似文献   

考虑泥浆套不同形态的顶管管壁摩阻力计算公式   总被引：3，自引：0，他引：3  

王双  夏才初  葛金科 《岩土力学》2014,35(1):159-166

大直径、长距离顶管施工常通过注浆形成泥浆套来减小阻力,泥浆套的形态及其完整性对管壁摩阻力大小有决定性作用,现有摩阻力计算公式一般未考虑不同泥浆套形态对摩阻力的影响,计算结果与实际情况相差较大。根据不同施工状况对顶管外壁泥浆套的可能形态进行了分类及成因分析,提出了判断3种常见泥浆套形态的方法。利用半无限弹性体中柱形圆孔扩张理论探讨了注浆压力对泥浆套厚度的影响,结合非线性流体力学计算泥浆与管壁接触产生的摩阻力,最终采用挖掘面稳定假设,针对3种泥浆套形态提出了摩阻力计算公式。采用该方法对工程案例进行计算,计算结果与实测数据对比表明：现有摩阻力计算公式的计算结果过于保守,所提出的计算公式是合理和有效的。  相似文献   

泥浆在地层中的渗透特性试验研究   总被引：1，自引：0，他引：1  

闵凡路  魏代伟  姜腾  张春雷 《岩土力学》2014,35(10):2801-2806

保持开挖孔（槽）的稳定性是泥浆在地下连续墙、钻孔灌注桩及泥水盾构工法等工程中最重要的作用,是通过泥浆在地层表面形成泥皮,使得泥浆压力平衡地层的土水压力实现的。其中,泥皮的形成是泥浆在地层中的渗透问题。为了探讨泥浆在地层中的渗透规律,采用多组性质不同的泥浆在多种渗透性不同的地层中开展泥浆在地层中的渗透试验,系统地展示了泥浆在地层中不同的渗透现象。渗透完成后泥浆颗粒在地层表面的堆积形态可以分为：泥皮型、泥皮+渗透带型、无泥皮或渗透带3种类型,并且泥浆在地层中的渗透曲线的类型与泥浆颗粒在地层表面的堆积形态的类型有一定的对应关系。泥浆在地层中的渗透试验过程中渗透流量的大小,不仅可以反映泥浆的渗透类型,还可以作为判断是否形成泥皮的标准。  相似文献   

微生物调剖机理及应用   总被引：6，自引：0，他引：6  

罗强  蒲万芬  罗敏  赵金洲 《地质科技情报》2005,24(2):101-104

岩芯试验和矿场应用发现,微生物可以在多孔介质中生长、运移和繁殖,代谢产生生物聚合物,并进一步形成生物膜.生物聚合物在地层中可以通过条件的改变而形成凝胶;生物膜由于其致密性也可以对高渗透层产生选择性的封堵,调整吸水剖面,提高原油采收率.对生物矿化作用的进一步研究有助于微生物调剖机理的完善和应用.微生物调剖技术以其设备简单、施工简便、经济环保而在提高油田采收率方面得到广泛的应用.  相似文献   

Behavior of soil plugs in open‐ended model piles driven into sands     

Kyu‐Ho Paik  Seung‐Rae Lee 《Marine Georesources & Geotechnology》2013,31(4):353-373

Calibration chamber tests were conducted on open‐ended model piles driven into dried siliceous sands with different soil conditions in order to clarify the effect of soil conditions on load transfer mechanism in the soil plug. The model pile used in the test series was devised so that the bearing capacity of an open‐ended pile could be measured as three components: outside shaft resistance, plug resistance, and tip resistance. Under the assumption that the unit shaft resistance due to pile‐soil plug interaction varies linearly near the pile tip, the plug resistance was estimated. The plug capacity, which was defined as the plug resistance at ultimate condition, is mainly dependent on the ambient lateral pressure and relative density. The length of wedged plug that transfers the load decreases with the decrease of relative density, but it is independent of the ambient pressure and penetration depth. Under several assumptions, the value of earth pressure coefficient in the soil plug can be calculated. It gradually reduces with increase in the longitudinal distance from the pile tip. At the bottom of the soil plug, it tends to decrease with increase in the penetration depth and relative density, and to increase with the increase of ambient pressure. This may be attributed to (1) the decrease of friction angle as a result of increase in the effective vertical stress, (2) the difference in the dilation degree of the soil plug during driving with ambient pressures, and (3) the difference in compaction degree of soil plug during driving with relative densities. Based on the test results, an empirical equation was suggested to compute the earth pressure coefficient to be used in the calculation of plug capacity using one‐dimensional analysis, and it produces proper plug capacities for all soil conditions.  相似文献   

A new look at the phenomenon of offshore pile plugging     

Samuel G. Paikowsky  Robert V. Whitman  Mohsen M. Baligh 《Marine Georesources & Geotechnology》2013,31(3):213-230

Abstract

Open‐pipe piles are widely used for offshore structures. During the initial stage of installation, soil enters the pile at a rate equal to the pile penetration. As penetration continues, the inner soil cylinder may develop sufficient frictional resistance to prevent further soil intrusion, causing the pile to become plugged. The open‐ended pile then assumes the penetration characteristics of a closed‐ended pile. The mode of pile penetration significantly alters the soil‐pile interaction during and after installation. This affects the ultimate static bearing capacity (mainly in granular materials), the time‐dependent pile capacity (in clays), and the dynamic behavior and analysis of the piles.

Following a summary demonstrating the effects of pile plugging, a review of the common view of offshore pile plugging is undertaken. The interpretation of plugging by referring to the average plug length has led to the erroneous conclusion that in most piles significant plugging action does not occur.

Establishment of an analogy between soil samplers and open‐ended piles enabled correct identification of plugging by referring to the incremental changes in plug length. Examination of case histories of plugging of offshore piles revealed that beyond a certain penetration depth‐to‐diameter ratio, most piles are plugged.  相似文献