|本期目录/Table of Contents|

[1]曲直,姜海力,刘永军,等.秦巴山区软岩地基桥桩承载性状试验研究[J].地球科学与环境学报,2012,34(02):97-105.
 QU Zhi,JIANG Hai-li,LIU Yong-jun,et al.Laboratory Research on Bearing Behavior of Bridge Piles in Soft Rock Foundation in Qinling-Dabashan Mountains[J].Journal of Earth Sciences and Environment,2012,34(02):97-105.
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《地球科学与环境学报》[ISSN:1672-6561/CN:61-1423/P]

卷:
第34卷
期数:
2012年第02期
页码:
97-105
栏目:
工程地质
出版日期:
2012-06-20

文章信息/Info

Title:
Laboratory Research on Bearing Behavior of Bridge Piles in Soft Rock Foundation in Qinling-Dabashan Mountains
作者:
曲直1姜海力2刘永军1李国旗1
1.长安大学 公路学院,陕西 西安 710064; 2.陕西通宇公路研究所有限公司,陕西 西安 710075
Author(s):
QU Zhi1 JIANG Hai-li2 LIU Yong-jun1 LI Guo-qi1
1. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China; 2. Shaanxi Tongyu Highway Research Institute Co., Ltd., Xi'an 710075, Shaanxi, China
关键词:
秦巴山区 软岩 桥桩 竖向静载 承载性能 侧阻力 端阻力 材料强度
Keywords:
Qinling-Dabashan Mountains soft rock bridge pile vertical static load bearing performance side friction force tip resistance material strength
分类号:
U442.2; TU473.1+1
DOI:
-
文献标志码:
A
摘要:
为了研究软岩地基桥桩的荷载传递性状、破坏机理,并获取在该地质条件下更为可靠的桩基计算参数,对秦巴山区软岩地基3根钻孔灌注试桩进行竖向静载试验。结果表明:秦巴山区软岩地基桥桩试桩荷载-沉降曲线呈陡降型,实测竖向极限承载力为20 500 kN,桩的破坏方式为桩身材料强度破坏; 淤泥质亚黏土地层中的碎石起到一定的骨架作用,增强了此地层桩极限侧阻力,发挥极限侧阻力所需的桩-土(岩)相对位移为4~8 mm; 强风化砾岩表现为加工软化型,发挥极限侧阻力所需的桩-土(岩)相对位移为3~8 mm; 中风化砂砾岩表现为明显的加工硬化型,所需的桩岩相对位移大,且桩极限侧阻力的特征点不明显; 淤泥质亚黏土地层桩侧阻力占总荷载的60%~70%,随着桩顶荷载的逐步加大,该地层桩侧阻力所占比例不断下降,而嵌岩段桩侧阻力所占比例逐渐上升,达到55%~65%,嵌岩段桩侧阻力沿桩深的分布曲线表现出非线性的特征; 试桩为端承摩擦桩,桩端阻力约占桩顶荷载的20%左右,且未充分发挥,在上部结构允许的沉降范围内,适当增加桩端的沉降有利于端阻力的发挥; 桩侧阻力先于端阻力发挥,建议单桩承载力设计时分别采用不同的端阻力和侧阻力安全系数。
Abstract:
In order to study the load transfer behavior and failure mechanism of bridge piles in soft rock foundation and obtain the reliable calculation parameters of piles under the special geological situation, the vertical static load test with three bored piles was done in Qinling-Dabashan Mountains. The results showed that the curves of loads and settlements for test piles descended steeply, the measured vertical ultimate bearing capacity was 20 500 kN, and the failure mode of pile was material strength failure; the gravel in muddy mild clay was positive to ultimate side friction force of pile, the relative displacements between pile and soil(rock)for bearing side friction force were 4-8 mm; strong weathering conglomerate processed was soft, the relative displacements were 3-8 mm; middle weathering glutenite processed was obviously hard, the relative displacements were large, and the feature point of pile ultimate side friction force was not obvious; pile side friction forces in muddy mild clay were 60%-70% of total loads, and the proportion decreased continuously when pile top load increased gradually; the proportion of pile side friction forces in rock-socketed increased continuously and reached to 55%-65%, the relationships between side friction forces and depths were nonlinear; test piles were tip-support friction piles, pile tip resistances were about 20% of pile top load and were not adequately born, and increasing the settlement of pile tip appropriately within the allowable range of upper structure was favorable to bear the tip resistance; pile side friction force was born before tip resistance, so it was suggested that various safety coefficients of side friction force and tip resistance were used to design the bearing capacity of single pile.

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相似文献/References:

备注/Memo

备注/Memo:
收稿日期:2012-04-20
基金项目:交通运输部西部交通建设科技项目(2009 318 812 004)
作者简介:曲 直(1984-),男,河南唐河人,工学硕士研究生,E-mail:hndxqz@163.com。

更新日期/Last Update: 2012-06-20