Dating of Late Pleistocene terrace deposits of the River Rhine using Uranium series and luminescence methods: Potential and limitations     

Stphane Kock  Jan D. Kramers  Frank Preusser  Andreas Wetzel 《Quaternary Geochronology》2009,4(5):363-373

Uranium-series dating of pedogenic carbonate crusts from fluvial gravels is tested using Optically Stimulated Luminescence (OSL) ages as references. OSL dating yielded ages of 30–15 ka and 13–11 ka, which correlate with the cold periods of the Last Glacial Maximum and the Younger Dryas. These ages are internally coherent and consistent with the geological background and are thus regarded as reliable. Most of the U/Th results scatter widely in the ²³⁰Th/²³²Th vs. ²³⁴U/²³²Th isochron diagram, making regression unrealistic. Semiquantitative age estimates from the data were found to be mostly older than the OSL ages and the geological context. It is suggested that a heterogeneous initial ²³⁰Th input, not relatable to a detrital component, is responsible for the observed discrepancies. This input may be due to bacterial activities and Th transport on organic colloids. It appears necessary to avoid samples where bacteria could have contributed to carbonate precipitation. Further, the relative importance of this problem decreases with sample age, so that U/Th dating of sinters is expected to be more reliable in the >100 ka age range.  相似文献   

京珠高速许漯段路基干拌水泥碎石桩加固研究   总被引：1，自引：0，他引：1  

王四巍  王忠福  刘汉东  高丹盈 《岩土力学》2009,30(5):1421-1424

干拌水泥碎石桩是一项施工快速、不开挖路基的新型加固技术。针对京珠高速公路许漯段出现大量路基病害,采用此桩型进行加固处理。试验桩长为5.0 m,成孔直径为150 mm,间距为1.0 m×1.0 m,每层虚填料为25 cm,夯距为1.0 m,用120 kg重锤,分别对每层夯实10、8、7击的3根桩进行载荷试验,然后对每层夯实8、7击的2根桩进行重Ⅱ型动力触探试验。根据试验结果对比分析每层夯7击,单桩极限承载力达400 kPa,效果最优。通过地质雷达测试和室内土工试验对比分析加固前后路基土体变化,加固后路基不均匀变形减小,土体有效重度增加,含水率有所减少,桩体的吸水排水效果明显,桩的夯实挤密作用良好,路基的承载力和变形性能得到改善。经过桩加固后1年运行观测,加固后路段没有再次出现翻浆、叽泥等病害,表明此桩型加固高速公路路基效果显著。  相似文献   

多遍冲击碾压混凝土路面时路基的动力响应分析   总被引：2，自引：1，他引：1  

胡昌斌  阙云 《岩土力学》2009,30(8):2517-2522

采用三维动力弹塑性有限元,考虑冲击压路机沿面板纵向中线及板边行驶来冲击碾压破碎旧水泥混凝土板,对路基在不同冲击遍数下的变形、受力等力学响应进行了分析。研究发现,土基在3个方向均承受压应力,板角荷载作用位置路基竖向变形最大,板中最小。板中路线路基竖向变形总体小于板边路线。随着距冲击点距离减小,土体竖向变形逐渐增大,并存在有明显的波动滞后现象和残余变形。随着冲击遍数的增加,土基最大竖向变形逐渐变大;第3遍冲击完后已出现明显的塑性区;随着冲击遍数的增加,土基中土压力逐渐增大,但渐趋稳定。虽然冲击遍数增加,但土压力增大范围仅限于土基一定深度内。  相似文献   

水泥加固不同地区软土的试验研究   总被引：1，自引：0，他引：1  

陈慧娥  王清 《岩土力学》2007,28(2):423-426

对不同地区软土经水泥加固后的强度形成特征进行了研究。进行直接剪切试验及无侧限抗压试验测定了水泥加固土的力学指标,发现不同地区的软土经水泥加固后力学性质存在很大差异,从试样的粒度成分、有机质含量及加固后试样的微观结构特征等方面对此进行解释。结果表明,试样的粒度成分及有机质含量会对加固效果产生很大影响,黏粒含量越大,有机质含量越高,对水泥加固土强度的形成越不利。为在用水泥进行不同性质的软土加固处理时采取合理的附加措施提供了理论依据。  相似文献   

聚苯乙烯轻质混合土物理力学特性的影响因素   总被引：10，自引：1，他引：9  

刘汉龙  董金梅  周云东  王俊杰  高玉峰 《岩土力学》2005,26(3):445-449

通过对聚苯乙烯轻质混合土物理、力学特性的试验,分析了聚苯乙烯轻质混合土中各组成材料及其他因素对其密度和抗压强度的影响。在此基础上,得出影响密度和抗压强度的主要因素,为配置轻质、高强的聚苯乙烯轻质混合土提供科学依据。  相似文献   

石佛寺水库改性粉细砂筑坝试验研究     

张丽娟  韩江 《岩土力学》2005,26(11):1866-1868

采用室内试验和现场原型试验,对辽河石佛寺水库库区内掺入水泥后粉细砂的特性进行了研究。试验结果表明,随着水泥掺入量的增加,粉细砂的凝聚力和内摩擦角增大,渗透系数减小。当水泥的掺入量为2 % 时,抗剪强度指标和渗透系数已明显改善,而且在最不利的情况下满足对渗透变形的要求。粉细砂掺入水泥后,其性能得到了很大改善,用于修筑拦河主坝是完全可行的。  相似文献   

路堤下粉喷桩复合地基的设计方法探讨     

冯瑞玲  谢永利  杨晓华 《岩土力学》2007,28(7):1487-1490

通过有限元计算,讨论了采用粉喷桩处理饱和黄土与淤泥质土所形成的复合地基,在柔性基础作用下,基础刚度及复合地基中的桩体对复合地基承载力的影响。结果表明：减小基础刚度有利于桩间土体承载力的发挥;桩体对饱和黄土承载力的影响程度大于对淤泥质土体承载力的影响程度。最后依据实测及有限元分析结果,在原有刚性基础下粉喷桩复合地基承载力计算公式的基础上,增加了基础刚度影响系数与桩间土体承载力提高系数,给出了各影响系数的建议取值范围,并在实际工程中得到了成功应用。  相似文献   

固化淤泥三轴试验研究     

张春雷  朱伟  黄英豪  刘青松  大木宜章 《岩土力学》2006,27(Z2):591-594

对不同水泥掺加量固化淤泥进行了固结不排水(CU)三轴剪切试验,对固化淤泥的破坏模式和抗剪强度参数进行了分析。试验结果表明：应力-应变曲线随着水泥量增加由理想弹塑性向应变软化型转变;当水泥量为50 kg/m3时,随固结压力的增加应力-应变曲线有理想弹塑性、应变软化和应变硬化三种类型;当水泥量高于100 kg/m3时,试样都呈脆性破坏模式。淤泥经水泥改良后成为一种结构性土,固结压力在小于试样结构屈服应力时对抗压强度影响不大。有效粘聚力随水泥量的增加呈较大的增长趋势,而有效内摩擦角分布在32o~42o,表明水泥固化淤泥的作用主要是提高土颗粒间的胶结,而填充孔隙的作用较弱。  相似文献   

Marine cements in mid-Tertiary cool-water shelf limestones of New Zealand and southern Australia   总被引：1，自引：0，他引：1  

Campbell S. Nelson  & Noel P. James 《Sedimentology》2000,47(3):609-629

Large areas of southern Australia and New Zealand are covered by mid‐Tertiary limestones formed in cool‐water, shelf environments. The generally destructive character of sea‐floor diagenesis in such settings precludes ubiquitous inorganic precipitation of carbonates, yet these limestones include occasional units with marine cements: (1) within rare in situ biomounds; (2) within some stacked, cross‐bedded sand bodies; (3) at the top of metre‐scale, subtidal, carbonate cycles; and (4) most commonly, associated with certain unconformities. The marine cements are dominated by isopachous rinds of fibrous to bladed spar, interstitial homogeneous micrite and interstitial micropeloidal micrite, often precipitated sequentially in that order. Internal sedimentation of microbioclastic micrite may occur at any stage. The paradox of marine‐cemented limestone units in an overall destructive cool‐water diagenetic regime may be explained by the precipitation of cement as intermediate Mg‐calcite from marine waters undersaturated with respect to aragonite. In some of the marine‐cemented limestones, aragonite biomoulds may include marine cement/sediment internally, suggesting that dissolution of aragonite can at times be wholly marine and not always involve meteoric influences. We suggest that marine cementation occurred preferentially, but not exclusively, during periods of relatively lowered sea level, probably glacio‐eustatically driven in the mid‐Tertiary. At times of reduced sea level, there was a relative increase in both the temperature and the carbonate saturation state of the shelf waters, and the locus of carbonate sedimentation shifted towards formerly deeper shelf sites, which now experienced increased swell wave and/or tidal energy levels, fostering sediment abrasion and reworking, reduced sedimentation rates and freer exchange of sediment pore‐waters. Energy levels were probably also enhanced by increased upwelling of cold, deep waters onto the Southern Ocean margins of the Australasian carbonate platforms, where water‐mass mixing, warming and loss of CO₂ locally maintained critical levels of carbonate saturation for sea‐floor cement precipitation and promoted the phosphate‐glauconite mineralization associated with some of the marine‐cemented limestone units.  相似文献   

水泥土强度的影响因素   总被引：26，自引：1，他引：25  

周承刚  高俊良 《煤田地质与勘探》2001,29(1):45-48

水泥浆体搅拌地基加固技术是地基处理的技术方法之一,其水泥—土固结体的强度主要受地基土的含水量、水泥掺入量及地基土类别的影响。本文通过室内及工业性试验表明:土体的含水量对水泥土强度具有负作用;水泥土强度与水泥掺入比不是简单的单调上升关系;地基土的类别对水泥土强度的影响较大,淤泥及淤泥质土由于富含有机质,强度较低,粉质粘土、粘土形成的水泥土强度较高。   相似文献