自由段先注浆对预应力锚索抗拔试验结果影响研究     

杨庆光  柳雄  刘杰  何杰  梁凌川  陈斌 《岩土力学》2020,41(10):3317-3325

为了解决无法采用已注浆锚索进行抗拔试验问题，基于界面脱黏剪切模型，利用荷载传递和弹性变形理论，考虑锚索锚固段与自由段长度比Lb /La的影响，建立了采用自由段已注浆锚索抗拔试验结果评价锚索抗拔性能的方法。结果表明：自由段注浆对锚索抗拔力有较大幅度的提高，尤其是当界面剪切阶段由弹性向脱黏过渡时，提高比例快速增加，并在脱黏后逐渐趋于稳定。其次，锚索自由段与锚固段交界面处剪切位移和轴力最大，并向两端逐渐降低。随着拉拔力的提高，界面剪切位移和轴力都不断增大，同时向锚索两端的衰减速度也加快。此外，弹性阶段时剪应力曲线为山峰型，而脱黏阶段为马鞍型，并随抗拔力的提高，马鞍开口逐渐扩大。最后，锚固段与自由段长度比Lb /La对锚索极限抗拔力的影响较小，其极限抗拔力折减系数?Q取值介于0.81～0.83之间，且Lb /La =2.5时，?Q计算值仅比实测结果小6.02%，验证了本文方法的可行性。  相似文献   

Flexural performances of prestressed high strength concrete piles reinforced with hybrid GFRP and steel bars     

Ping Wu  Yang Guo  Dayong Zhu  Weiliang Jin  Zhenhua Zhang  Rongzhu Liang 《Marine Georesources & Geotechnology》2020,38(5):518-526

Abstract

This study developed prestressed high-strength concrete (PHC) piles reinforced with high-strength materials (glass fiber-reinforced polymer (GFRP) bars) for flexural performance enhancement. Flexural strengths and behaviors of PHC piles reinforced with hybrid GFRP and steel bars were experimentally investigated, respectively. Large-scale specimens with total lengths of 12,000?mm and diameters of 600?mm were constructed and tested under bending, accompanied by evaluation of effects of non-prestressed reinforcement type and longitudinal reinforcement ratio. J-factors were calculated to evaluate deformability of all the specimens. PHC piles reinforced with GFRP bars were demonstrated to have much higher flexural capacity than those reinforced with steel bars. Moreover, strains at the midspans of cross sections of all the specimens basically conformed to the assumption of plane section. Failure of PHC piles reinforced with GFRP bars was attributable to gradual concrete crushing, while that of PHC piles reinforced with steel bars resulted from steel yielding. Results of this study were expected to provide theoretical basis for wide engineering applications of PHC piles reinforced with hybrid GFRP bars and steel bars in marine structures.  相似文献   

湿陷性黄土边坡预应力锚索耐久性与改善措施研究          下载免费PDF全文

郭红东  白杨  畅才源 《甘肃地质》2021,(2):59-65

随着预应力锚索在湿陷性黄土边坡加固工程中的广泛应用,其耐久性问题就变得日益突出,湿陷性黄土边坡预应力锚索出现了较多因预应力损失而引起的失效事故。基于湿陷性黄土边坡预应力锚索运行现状进行研究,研究表明:黄土腐蚀性对边坡预应力锚索耐久性影响微弱,黄土湿陷性和地质条件变化对边坡预应力锚索耐久性影响显著;通过采用加强排水措施、提升浅部注浆工艺和注重运行维护等措施可以改善湿陷性黄土边坡预应力锚索耐久性;改善后的预应力锚索在监测期内处于平稳波动的服役状态,运行效果良好。本研究以期为湿陷性黄土边坡预应力锚索的设计、施工和运行维护等提供借鉴。  相似文献   

Global method for stability analysis of anchored slopes     

Tan Zhang  Hong Zheng  Cong Sun 《国际地质力学数值与分析法杂志》2019,43(1):124-137

Based on the global method, an approach is proposed to consider the effect of anchor reinforcement on slope stability, where equilibrium conditions are formulated in terms of the whole slip body. Anchor pre-tension is assumed to be undertaken by the whole slip body instead of individual slices, causing internal force within slope more realistic. Meanwhile, the optimization model for locating the critical slip surface is of weak nonlinearity and easy to solve using the conventional optimization procedures. The effects of anchoring orientation and position are thoroughly investigated, and interesting results are obtained.  相似文献   

地震作用下预应力锚索边坡的稳定性分析     

贾志波  陶连金  史明 《岩土力学》2020,41(11):3604-3612

稳定性分析对边坡工程具有重要的意义。为探究地震对预应力锚固边坡的影响，基于预应力锚索具有安全储备的特点，分析了地震作用下边坡的分阶段模型。在传统Newmark法的基础上，采用拟动力计算，推导了顺层岩质边坡的位移、锚固力和安全系数计算公式。结合工程两个算例，探究了不同锚索模型和地震累积作用下的边坡变形规律。由结果可知，当锚索锚固力取固定值时，边坡计算位移偏大，随时间呈线性增长。当考虑锚索的安全储备时，位移增长速率随时间逐渐减小，最后趋近于定值。不同锚索模型对位移影响较大，锚索储备作用不可忽略。同时地震会对预应力锚固边坡产生永久性影响。当再次发生扰动时，其表现为临界滑动阈值的提升，位移增长率与受震经历的加速度幅值呈反指数变化。以露天矿区边坡为背景，在抗震设防标准下确定最佳支护方案。  相似文献   

基于Geddes公式计算新型带肋预应力管桩的沉降     

熊厚仁  牛志荣  蒋元海  吴祥松  杨建永 《岩土力学》2011,32(12):3630-3636

在Geddes应力公式的基础上,对新型带肋预应力管桩的环状凸肋产生的影响做了假设:环状凸肋的受力可等效为对其下部土的挤密作用,即产生附加应力;为了方便计算,把该种附加应力简化沿环状凸肋两倍下部长度矩形分布的桩侧摩阻力,并推导出了适合新型带肋预应力管桩单桩沉降的计算公式;然后用Matlab软件进行编程计算。计算结果与现场试验结果相近,可做为工程估算。  相似文献   

Study of bond stress–slip relationship and radial dilation in prestressed concrete     

José Mª Benítez  J.C. Gálvez  M.J. Casati 《国际地质力学数值与分析法杂志》2013,37(16):2706-2726

This paper presents two test procedures for evaluating the bond stress–slip and the slip–radial dilation relationships when the prestressing force is transmitted by releasing the steel (wire or strand) in precast prestressed elements. The bond stress–slip relationship is obtained with short length specimens, to guarantee uniform bond stress, for three depths of the wire indentation (shallow, medium and deep). An analytical model for bond stress–slip relationship is proposed and compared with the experimental results. The model is also compared with the experimental results of other researchers. Since numerical models for studying bond‐splitting problems in prestressed concrete require experimental data about dilatancy angle (radial dilation), a test procedure is proposed to evaluate these parameters. The obtained values of the radial dilation are compared with the prior estimated by numerical modelling and good agreement is reached. Copyright © 2012 John Wiley & Sons, Ltd.  相似文献   

Cohesive‐frictional model for bond and splitting action of prestressing wire     

J. C. Gálvez  J. M. Benítez  M. J. Casati  B. S. Tork  D. A. Cendón 《国际地质力学数值与分析法杂志》2011,35(11):1257-1277

This paper presents a numerical procedure for bond between indented wires and concrete, and the coupled splitting process of the surrounding concrete. The bond model is an interface, non‐associative, plasticity model. It is coupled with a cohesive fracture model for concrete to take into account the splitting of such concrete. Bond between steel and concrete is fundamental for the transmission of stresses between both materials in precast prestressed concrete. Indented wires are used to improve the bond in these structural elements. The radial component of the prestressing force, increased by Poisson's effect, may split the surrounding concrete, decreasing the wire confinement and diminishing the bonding. The combined action of the bond and the splitting is studied with the proposed model. The results of the numerical model are compared with the results of a series of tests, such as those which showed splitting induced by the bond between wire and concrete. Tests with different steel indentation depths were performed. The numerical procedure accurately reproduces the experimental records and improves knowledge of this complex process. Copyright © 2010 John Wiley & Sons, Ltd.  相似文献   

静压预应力混凝土管桩土塞效应试验研究   总被引：2，自引：0，他引：2  

张忠苗  刘俊伟  俞峰  谢志专 《岩土力学》2011,32(8):2274-2280

对淤泥质黏土互层以及粉土两种土层条件下静压预应力混凝土管桩的土塞效应进行了试验研究。现场及室内试验结果显示,管桩径厚比越大、土层条件越为坚硬则形成的土塞相对高度越大。上硬下软的土层分布易形成闭塞现象,而上软下硬的情况则易导致土塞的滑动。沉桩过程中,管壁端阻与静力触探锥尖阻力具有极为相似的变化规律,两者比值不随土塞高度变化率及沉桩深度的变化而改变。管壁端阻与锥尖阻力的相关性与土层条件密切相关,对于淤泥质黏土和粉土而言,两者比值分别为0.59和0.81。土塞的分层与地基土层分布基本一致,且分层界面为向上凸起的曲面。土塞形成过程中挤密效应是显著的,黏聚力则因扰动的影响有不同程度的降低。直剪试验显示,土塞抗剪强度的时效性是显著的。粉土中预应力混凝土管桩有效土塞高度约为5～6倍桩径,为整个土塞高度的70%;而淤泥质黏土中有效土塞高度大于4倍桩径。试验结果与已有的研究结果较为接近  相似文献   

考虑土拱效应预应力锚拉桩土压力研究   总被引：2，自引：1，他引：1  

李成芳  叶晓明  李有文 《岩土力学》2011,32(6):1683-1689

针对预应力锚拉桩设计中土压力计算模式存在的问题,借鉴工程设计中的点锚和格构锚原理,提出了一种新的计算方法--基于三维土拱效应的土压力计算模式。利用土条极限平衡原理,推导了作用在桩及挡板上的土压力,建立了表征土压力强度的1阶线性微分方程,得到了沿桩身轴线的土压力分布曲线,并从参数 和 的变化对土压力的影响方面,与《重庆市地质灾害防治工程设计规范》[1]和《建筑边坡工程技术规范》[3]的计算结果进行了对比分析,结果表明桩板上所受土压力沿桩板竖向呈锯齿状分布,土压力强度计算值远小于规范计算值; 的变化对土压力有明显影响,工程设计中不应忽略 对减小土压力的贡献;考虑土拱效应更符合工程实际受力特性  相似文献