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地下工程外文翻译

地下工程外文翻译
地下工程外文翻译

地铁隧道对相邻桩的承载力的影响摘要:在城市地区修建隧道需要考虑隧道施工对现有桩基础稳定性和完整性的影响。以广州地铁2号线为工程背景,我们集中分析了隧道施工地区对相邻桩基础承载能力的影响。它采用弹塑性三维有限差分模型,模拟地铁隧道施工全过程(土壤元素的失活和衬砌的激活)中桩的反应,利用快速拉格朗日分析对连续的三维坐标进行分析。隧道周围相邻的地层分为三个区域:第一区(隧道正上方地层),第二区(隧道侧上方45 地层)和第三区(隧道正侧方地层)。在每个地区选择一个典型的桩进行详细计算和分析。主要从桩侧摩阻力,桩端总抗力和桩底段轴力三方面对桩身承载力进行数值模拟。目前已经对不同地区对典型桩承载力的影响进行了理论值与实测值的对比分析。数值模拟结果表明,城市隧道施工对桩承载能力的影响主要取决于桩侧摩阻力和桩端总抗力。桩底位于隧道不同地层隧道施工对桩承载力的影响有很大不同,桩侧摩阻力和桩端总抗力因隧道施工发生复杂变化,从而表现为桩轴力的复杂变化,因而影响到桩基础的承载力。当桩基受扰动较大时,采用地层注浆加固或桩基托换等积极措施来控制桩基承载力和桩体沉降是十分必要的。研究结果对于类似的工程有参考价值。

关键字:隧道;数值模拟;桩基础;桩承载力;桩底段轴力;桩侧摩阻力;桩端总抗力。

1 引言

在城市地铁建设中,往往会遇到地铁隧道从高楼大厦的底部穿过的情况,这样必然会影响到建筑基础的稳定性和完整性,从而影响到高楼大厦的安全与稳定。基于此,对于因地铁施工引起的现存桩基承载力问题必须做出深入研究[1~5] 。

为了了解隧道开挖对现存桩基的影响,Morton和King已经进行了多次室内研究,与此同时Longanathan和他的同事曾进行离心试验的探讨。Chen和N.Longanathan 的研究采用相应的数值模拟分析重点分析了地铁施工对桩的影响,而对本文所研究的问题即浅埋暗挖地铁隧道近距施工引起的桩基承载力变化规律及相互效应问题的研究涉及很少,而这正是实际工程建设所遇到的急需进行深入研究的难题。

一个单桩的承载力存在如下关系:

Q=Qs+Qp ⑴

式中Q为桩基的承载力,Qs 为桩侧土的总摩阻力,Qp 为桩端土的总抗力。

由公式(1)可以看出,桩基的承载力由桩侧土的总摩阻力和桩端土的总抗力两部分组成。桩是通过桩侧摩阻力和端部抗力把上部荷载传递给地层的。如果隧道在桩基础的附近进行施工,必然会对桩的侧向摩阻力和端部抗力产生影响。因此,研究隧道地铁施工对桩基承载能力的影响和变化规律变得非常重要。

我们采用FLAC3D法,针对广州地铁2号线浅埋暗挖法施工的隧道对临近的桩基础承载能力的影响进行了数据分析。为了找到它们作用的原则和规律,我们对桩侧摩阻力,桩端总抗力和桩底段轴力进行了大量的深入研究。

2 工程背景

广州地铁2号线从某框架式结构桩基础的下面穿过,它采用浅埋暗挖法施工。它的基础是人工挖土端承桩。由于地质条件复杂,即作为持力层的中风化岩层发生交错倾斜现象,从而导致桩基础的长短和作用位置各不相同,如图1~2所示。由这两个图可知这项工

程相当复杂,因为桩基础与隧道的空间位置不能确定。评价隧道对已有桩基础承载了和稳定性的影响具有非常典型的代表意义。

(1)—人工填土层;(3–2)—冲洪积层~砂层;(5–2)—硬塑状残积层~粉质黏土;(6)—岩石全风化层;(7)—岩石强风化层;(8)—粉砂岩中等风化层;(9)—粉砂岩微风化层

图1工程地质纵剖面图

图2 桩与隧道位置关系

这些桩的直径是1.2米。隧道界面全部采用高7.3米,宽6.6米的椭圆形断面。初期衬砌厚度为0.3米,二次衬砌厚度为0.35米(如图3所示)。锚杆长2.5米,在隧道上部形成150度的覆盖区域。隧道分四个区域进行开挖。经过了相应的分析,我们找到了最佳的开挖顺序是1-2-3-4。

图3隧道截面开挖顺序图

3 数值计算模型

为便于问题的分析,计算模型以桩基础作用的地区为中心进行建模。它沿隧道纵向取为 100 m,沿隧道横向取为60 m,地表以下40 m为模型的底部边界。根据模型位移边界条件知,侧面水平位移和底部垂直位移是有限制的,模型上表面是自由的。模型的大小与群桩的水平位置之间的关系如图4所示。

图4隧道模型与群桩水平位置大小之间的关系

地层的初始应力可以通过如下方式得到:

第k层的垂直应力为:

其中k=1,2,……k;k=1,2,……;同时k≤模型的最大土层数;ρi=是土壤的饱和密度(广州的地下水位很浅),hi是土层的厚度。

如果我们假设k土层的泊松比为λk,那么土层的侧压力系数为:

侧向土压力为:

在分析中采用Mohr-Coulomb准则和大应变模型。屈服函数和塑性应变的函数如下:

式中,c 为岩土体的黏聚力,?为土体的内摩擦角,ψ为土体的膨胀角;p为平均应力, J2偏应力矢量,θ为Lode 角。

所有的物理和力学参数列于表1中。

表1 模型材料物理力学参数表

在这个工程中,准确的计算上部结构传递给桩上部的荷载非常的重要,它将最终决定桩的轴力和沉降量。工程中采用PKPM软件和工程估算法进行这些荷载的计算。由于PKPM软件考虑了地震因素和场地的实际状况,因此用PKPM软件计算的负载结果比工程估算法稍大一点儿。考虑工程的安全性,经过对两种方法计算结果的比较,采用了比较保守的PKPM软件计算的结果。

另外,还有一些关键问题需要解决:1)对复杂地层的准确定义,2)短开挖的模拟3)复杂衬砌施工的模拟。随着数值分析软件的发展这些问题都被一一解决了。

一些数值模型的信息标注在图5中。

(a)三维模型网格图

(b)隧道模型

图5数值计算模型

4 结果与讨论

很容易知道,隧道对周围岩体不同位置的干扰大小与隧道的开挖方法有关。为了便于分析,隧道周围岩体被分为三个区域,即,第一区(隧道正上方),第二区(隧道侧上方45?),第三区(隧道侧面)。因为建筑物的地基非常复杂而且桩基础桩长短不一,所以不可能对其进行一一研究。我们建议选取一些具有代表性的桩,以便对其进行详细深入的研究。考虑到三个分区域相邻的岩体和桩基础的特点,我们建议在每个分区域选取一个代表桩进行研究。

4.1 地层沉降,桩的位置与桩的应力之间的关系

通过统计分析手段,得到如图7所示的桩的应力与地层沉降的关系曲线,这表明隧道开挖对其周围的岩体产生了扰动,从而导致了其沉降和变形。这表明各岩层的沉降曲线是正态分布的。另外,越接近地面,沉降曲线振幅越大,峰值越小;相反,如果越远离地面,沉降曲线振幅越小,峰值越大。隧道下面地层产生隆起,由于

隧道开挖使桩基础在上部荷载作用下面产生较大的沉降,从而导致了桩周围岩体的附加沉降。因此,隧道、地层及桩基础之间是相互作用的,隧道开挖对桩基础产生了很大影响。

图6代表桩和岩层区

图7地层沉降和桩应力示意图

4.2 隧道施工对桩侧摩擦力和桩端阻力的影响分析

由图6和图7知,一区的沉降规律总结如下:沉降影响由下向上传递,沉降数值由下向上递减。桩A从地表穿越到隧道上部地层,成为上下地层的纽带。于是,下部地层首先发生沉降,并在桩A下部产生侧向拉力(负摩擦力),但因为上部地层沉降量小且滞后,会阻止桩A 下滑,故产生向上的侧摩擦力,即正摩擦力。因此在桩的中部有一个平衡点。在隧道中性点的上部为正摩擦区,中性点下部为负摩擦区,中性点处为拉力状态。下部持力地层的沉降量大于上部地层,从而导致桩A的端阻力减小。我们可以得出结论,由于此区域地层位移规律的特殊性,使位于第一区域内的桩基在侧摩擦力和端摩阻力方面出现与普通受力桩完全相反的受力状态,极大地降低了桩基承载力。桩A的受力如图7中箭头所示,其力的大小受隧道1、3部开挖的影响比较大,而受2、4部开挖的影响并不敏感。

第二区在沉降曲线的拐点范围内,下部地层的沉降量明显小于第一区地层的沉降量,且上部地层的沉降量变化缓慢。桩B的上部处于第一区的地层中,下部处于第二区的地层中;结果,桩B 上部受到第一区地层的较大沉降作用而产生向下的侧摩擦力(负摩擦阻力),而桩B的下部第二区地层沉降量相对较小,相对的阻止桩B 的下沉,产生向上的侧摩擦力(正摩擦阻力)。与施工前相比,中性点受压且其位置明显向下移动了。由于隧道上部侧向45°处围岩受到强烈的剪切应力作用,使得桩B底端轴力明显变大并超过了隧道施工前的初始值。轴向应力的增加剧了围岩的破坏,并诱发围岩产生了二次松动。桩B的应力如图7所标注的箭头所示,其力的大小受隧道1、3部开挖的影响比较大,而受2、4部开挖的影响并不敏感。

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