英文翻译
分 院 理工分院
专 业 土木工程
届 别 2008 届
学 号 084174263
姓 名 朱 鑫
指导教师 梧 松
2011 年 12 月 14日
<文献翻译一：原文>
USE OF SHALLOW SLOTTED FOUNDATIONS
oil Mechanics and Foundation Engineering, Vol. 48号，1月，2011年（俄罗斯原件1号，1月2月，2011年） 48, No. 1, March, 2011 (Russian Original No. 1, Jan.-Feb., 2011)
开槽地基的设计和安装过程中获得的经验 Experience acquired with the design and installation of slotted foundations during the 在莫斯科和莫斯科州的楼宇建设是编纂 。construction of buildings in Moscow and the Moscow Oblast is codified. 的例子 Examples are 列举了使用这些基础建设项目。cited for use of these foundations on construction projects.
在莫斯科，这些基础设计已经使用了一个22层高的建筑 adIn Moscow, these foundation designs have been used for the construction of a 22-story adminis-trative Nametkina街的建设，Dmitrovskii公路上的一个25层的酒店，和一个trative building on Nametkina Street, a 25-story hotel on the Dmitrovskii Highway, and a warehouse 在复杂的Vidnoe在莫斯科州的城市 。complex in the city of Vidnoe within the Moscow Oblast . 作为一项规则，作为一个天然河床上的钢筋混凝土连续单片砖As a rule, continuous monolithic reinforced-concrete slabs on a natural bed are used as foundations为住宅和行政大楼的建筑高达25层的高在莫tions for the construction of residential and administrative buildings up to 25-stories high in Moscow.
然而，在许多情况下，安装一个板基础是很难，因为允许 In a number of cases, however, installation of a slab foundation is difficult, since the limiting allowable倾斜和基床定居点之间的相对差异超过这个设计 tilts and the relative difference between settlements of the foundation bed are exceeded with this design;这通常是由于结构不均匀负载引起的，或发生的不均匀性this is frequently caused by nonuniform loads due to the structure, or by nonuniformity of occurrence of 工程地质层，计划床，并与深度 。geologic-engineering layers of the bed in plan, and with respect to depth. 负载的非均匀性 Nonuniformity of the load on 可能会导致体系建设的上层建筑不足刚度的the bed may be caused by insufficient stiffness of the building's superstructure resulting from an archi- tectural规划决定，风荷载tectural-planning decision, wind loads, etc.基础的设计和安装上了床的不均匀负载的例子An example of the design and installation of foundations with a nonuniform load on the bed is Nametkina街22层的行政大楼的建设。the construction of the 22-story administrative building on Nametkina Street.
建设有一个梯形平面形状尺寸.7 30.3米 The building has a trapezoidal planform with dimensions of .7 30.3 m. 粘土loams的 Clayey loams of 一个层厚度1.5米以下的坑底略有塑料和半硬质的一slightly plastic and semi-hard consistencies with a layer thickness of 1.5 m below the bottom of the pit, 这是伏不等，厚度为1.0-3.0粉质中等细度的致密砂which are underlain by dense sands ranging from silty to medium fineness with a thickness of 1.0-3.0米，居住在10.0至11.5米，在床的基础底板下设计的深度 。m, reside at a depth of from 10.0 to 11.5 m in the bed of the foundation slab under design. 粘土 Clayey loams和沙土层厚度3米的loams略有塑料和半硬的一致loams and sandy loams of slightly plastic and semi-hard consistency with a layer thickness of 3 m, 伏流体一致性粘土loams 4米，整个遇which are underlain by 4 m of clayey loams of fluid consistency, are encountered below throughout the 一section. 在深度超过20米，遇到饱和罚款及粉质沙质土壤。 Saturated fine and silty sandy soils are encountered at a depth of 20 m and more.
据初步建议安装一个连续的整体钢筋混凝土板1.6米厚 It was initially proposed to install a continuous monolithic reinforced-concrete slab 1.6 m thick 略有塑料和半硬质粘土loams组成的天然河床on the natural bed comprised of slightly plastic and semi-hard clayey loams. 平均系数 The average coefficient of 通过克罗斯方案 C计算路基反应subgrade reaction calculated via the KROSS program C= 402吨/平方米 = 402 tons/m
。 . 基于静态分析 Static analyses based on the SCAD软件包表明：最大平板沉降 SCAD software package indicated that: the maximum slab settlement s最大 max为14.3厘米，相对 was 14.3 cm, and the relative 2 2图 Fig. 1单片开槽基础：一）单插槽; B）双插槽; 1. Monolithic slotted foundations: a) single-slot; b) dual-slot;
c）多槽在基础底板的床; 1）单片 c) multiple-slot in the bed of foundation slab; 1) monolithic
钢筋混凝土墙; 2）筏; 3）基础底板; 4）混凝土 reinforced-concrete wall; 2) raft; 3) foundation slab; 4) concrete
准备工作。 preparation.
安装在地面下，从一个单片类V15混凝土槽基础 The slot foundations were installed from a monolithic Class V15 concrete in the ground under a酒吧机使用的钢筋混凝土板安装在一个MZTs - 75拖拉机），并得到了加强 reinforced-concrete slab with use of a bar machine mounted on a MZTs-75 tractor), and were reinforced由5VpI - 100目。 by a 5VpI-100 mesh. 一个单槽基础上进行了测试与设置在[5]提出了要求符合 A single-slot foundation was tested in conformity with requirements set forth in [5]确定每1米的单插槽条形基础的允许负荷为墙的高度 D = 1.2 to determine the limiting allowable load per 1 m of a single-slot strip foundation for a wall height d = 1.2米，厚度 m and thicknessδ δ= 0.15米。 = 0.15 m. 测试结果表明，最大负荷采取的基础 The test results indicated that the maximum load taken-up by the foundations范围从13.8毫米到470千牛，解决5.65毫米（图2）解决了380千牛 。 ranged from 380 kN for a settlement of 13.8 mm to 470 kN for a settlement of 5.65 mm (Fig. 2).
使用多槽地带基础的行政基础底板的床 Use of multiple-slot strip foundations in the bed of the foundation slab of the administrativeNametkina街的建设与板相比，它可能累积显著的节能 building on Nametkina Street made it possible to accrue a significant saving as compared with a slab-桩基础。 pile foundation. 材料支出减少了1.9倍。 Material outlays were reduced by a factor of 1.9.根据实地测试的结果上开槽的基础 of slotted foundation based on results of field tests on Nametkina街。 Nametkina Street.
业务涉及的安装与基础底板下25开槽基金会- Operations involving the installation of a foundation slab with slotted foundations under the 25-故事酒店进行Dmitrovskii商务区的建设项目 。 story hotel were conducted on the construction project for the Dmitrovskii business zone.在地质工程款的上部的高塑性粘土 loams In the upper part of the geologic-engineering section, clayey loams of from highly plastic to半硬的一致性，不同产地和居住在3-4米的深度下饱和土壤层 semi-hard consistency and of different origin reside at a depth of 3-4 m under a layer of saturated soils 1.5米厚。 1.5 m thick.在下面一层8.2-10.1米厚的冰碛粘土为主的高塑性loams CON Below in a layer 8.2-10.1 m thick, morainic clayey loams of predominantly highly plastic con-sistency存在于屋顶，但在较低的表面层的半硬。 sistency exist in the roof, but are semi-hard at the lower surface of the layer.
此后，冰水半硬质粘土loams中遇到了一层1.5米厚的和 Thereafter, fluvioglacial semi-hard clayey loams are encountered in a layer 1.5 m thick and在一个层17.8米厚的冰碛硬粘土loams。 morainic hard clayey loams in a layer 17.8 m thick.将注意力转向高塑性粘土loams 0.5 - 0.7 - M层上部 Turning attention to the 0.5-0.7-m layer of highly plastic clayey loams in the upper section of基础底板的床，它是通过这层开槽基础，决定削减嵌入 the bed of the foundation slab, it was decided to cut through this layer with slotted foundations, embed-丁略有塑料粘土loams的地基墙壁的下表面。 ding the lower surfaces of the walls of the foundations in the slightly plastic clayey loams.
为了减少在解决基础底板的差异，这是一套厚度 To reduce the difference in settlement of the foundation slab, the thickness of which was set等于1.5米按照最初的设计，它是指定的，多槽基础 equal to 1.5 m in accordance with the initial design, it was specified that multiple-slot foundations be安装在纵向和横向的方向与墙的高度为1200毫米，厚度为 150 installed in the longitudinal and transverse directions with a wall height of 1,200 mm, thickness of 150毫米，间墙间距1.2-1.8米 mm, and an inter-wall spacing of 1.2-1.8 m.按照设计，开槽的基础建在战壕以前 excavat In conformity with the design, the slotted foundations were built in trenches previously excavat-酒吧机ED MZTs - 75拖拉机上安装。 ed with a bar machine mounted on an MZTs-75 tractor. 形成了从15级的基础 The foundations were formed from Class 15
段与一个1.0米的长度，厚度为0.15的双缝的基础米 ，槽间 A segment of a double-slotted foundation with a length of 1.0 m, thickness of 0.15 m, inter-slot距离（间距）的1.8米，深1.2米，这是沿顶部加入一个钢筋混凝土 distance (spacing) of 1.8 m, and depth of 1.2 m, which is joined along the top to a reinforced-concrete尺寸为1.8 1.0米的基础上（低于筏），下一个垂直的静压测试的负载 footing (below the raft) with dimensions of 1.8 1.0 m, was tested under a vertical static press-in load [5]，这是转移到了钢筋混凝土的基础上，由一个DG - 100液压千斤顶。 [5], which was transferred onto the reinforced-concrete footing by a DG-100 hydraulic jack.在测试一个双槽的基础部分，按负载为 P = 750 KN In testing one segment of the dual-slot foundations, the press-in load was brought to P = 750 kN一个沉降 S = 7.34毫米无分离土壤（图4）。 with a settlement s = 7.34 mm without separation the soil (Fig. 4).浅开槽基金会也已用于运输斜坡床项目 Shallow slotted foundations have also been used in the bed of transportation ramp on a project在工业区的Vidnoe。 in the industrial zone of Vidnoe. 混凝土的斜坡挡土墙的消费 The consumption of concrete for the retaining wall of the ramp was减少，一个显著的节能预提由于开槽基础的锚固能力 reduced, and a significant saving accrued owing to the anchoring capacity of the slotted foundation in粉质粘土土壤。 the silty-clayey soils.货运交通设施的工业区入口处的土壤条件是 char The soil conditions at the entrance to the industrial zone for freight-transport facilities are char- acterized所发生的压缩模量12-19兆帕的高塑性粘土loaacterized by the occurrence of highly plastic clayey loams with a compression modulus of 12-19在战壕里的墙壁可能崩溃的连接，安装了基础 In connection with possible collapse of the walls of the trenches, a foundation was installed使用安装在一个DT 75履带式推土机，在随后土壤的人工分级的一个挖沟 using a ditcher mounted on a DT 75 crawler tractor with subsequent manual grading of soil in the沟内。 trench. 单槽基础的几何参数是：墙的高度 D = 1.0米， The geometric parameters of the single-slot foundation were: wall height d = 1.0 m, and厚度 thicknessδ δ= 0.25米。 = 0.25 m. 加固是一个A - III网 D = 20毫米和300 300 - The reinforcement was a single A-III mesh with d = 20 mm and 300 300-毫米的开口。mm openings. 切槽通过充满了单片类V25混凝土浇注CON The cut-through slot was filled with monolithic Class V25 concrete of casting consistency。sistency.
测试的基础是在压负荷使用在DG - 100插座下一个垂直的静态构象 The foundation was tested under a vertical static press-in load using a DG-100 jack in conformity [5]的要求 。mity with requirements of [5]. 沉降是由两个拨号deflectometers记录。 Settlement was recorded by two dial deflectometers.测试结果列于图。 Results of the tests are presented in Fig. 5。 5. 的基础上的最大载荷为150千牛 ， The maximum load on the foundation was 150 kN,和沉降19.6毫米。 and the settlement 19.6 mm. 没有地基沉降已录制前的40-50千牛的负荷 。 No foundation settlement had been recorded prior to the 40-50 kN load.
至于单槽基础，沉降依赖负载的测试呈线性关系 As for the tests of the single-slot foundation, the dependence of settlement on load was linear Nametkina街22层的行政大楼的建设过程中。 during construction of the 22-story administrative building on Nametkina Street.在这种情况下，使用的单槽基金会有可能降低物耗 In that case, use of the single-slot foundation made it possible to reduce material consumption由浅基础的传统设计相比，1.6倍，和 2.1倍 by a factor of 1.6 as compared with traditional designs of shallow foundations, and by a factor of 2.1相比与桩基础。 as compared with pile foundations.
这些例子表明，根据测试结果，开槽浅负载基金 The examples cited demonstrate that based on test results, the loads on the shallow slotted foundations是与传统设计的基础 。dations are comparable to those of foundations of traditional designs. 使用多槽地带的基础 Use of multiple-slot strip foundations in the beds of monolithic reinforced-concrete slabs makes it possible to lower vertical displace-ments of the slabs in required sections, reducing the relative difference in settlements, and also to compensate为发展的基础底板弯矩。pensate for bending moments that develop in the foundation slab.浅沟槽基础的有效实施的例子表明其可靠性。 Examples of effective implementation of shallow slotted foundations suggest their reliability.
参考 REFERENCES
1。 1. EA Sorochan， 工业楼宇的基础[俄罗斯]，Stroiizdat，莫斯科（1986年） 。 EA Sorochan, Foundations of Industrial Buildings [in Russian], Stroiizdat, Moscow (1986).
2。 2. EA Sorochan，六Krutkov，和弗吉尼亚州科瓦廖夫， 浅基础 [俄罗斯]，Izdatel'stvo EA Sorochan, VI Krutkov, and VA Kovalev, Shallow Foundations [in Russian], Izdatel'stvo ASV，莫斯科（2009年）。 ASV, Moscow (2009).
3。 3.建筑法50-101-2004。 Building Code 50-101-2004. 床和建筑物的基础设计和安装和 Design and Installation of Beds and Foundations for Buildings and [俄罗斯] 的结构。 Structures [in Russian].
4。 4.设计手册。 Design Manual. 床，基金会，以及地下结构 [俄罗斯]，Stroiizdat，莫斯科 Beds, Foundations, and Underground Structures [in Russian], Stroiizdat, Moscow（1985年）。 (1985).
5。 5. GOST 5686-94。 GOST 5686-94. 土壤。 Soils. 桩的现场测试方法 [俄罗斯]。 Methods for the Field Testing of Piles [in Russian].
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<文献翻译一：译文>
使用浅层开槽基础
土力学及基础工程第48卷2011年1月（俄罗斯原件2011年1~2月）
开槽地基的设计和安装是根据在莫斯科和莫斯科州的楼宇建设中获得的经验而编纂的。例证是这些基础建设项目的使用。在莫斯科，这些基础设计已经应用在Nametkina街上一座高达22层得行政管理中心，一个在Dmitrovskii公路上25层的酒店和一个在Vidnoe城的复杂的仓库。
作为一项规则，在莫斯科，一个天然河床上的连续单片钢筋混凝土砖被用来作为高达25层的住宅和行政大楼的建筑基础。然而，在许多情况下，安装一个板基础很难，因为允许 倾斜和基床定居点之间的相对差异超过这个设计; 这通常是由于结构不均匀负载引起的，或与工程地质层不均匀性和基床深度有关。负载的非均匀性 可能会导致体系建设的上层建筑的刚度不足符合建筑规范的计划决定，风荷载等决定。
基础的设计上基床的不均匀负载的例子是 Nametkina街22层高的行政大楼的建设。
这个建筑物是一个平面形状尺寸为.730平方米的梯形坑底是一层厚度小于1.5米的略有塑料和半硬质粘土，再往下是厚度为1.0-3.0米的粉质中等细度的致密砂层，基床的基础底板下设计的深度是10.0至11.5米。粘土层与砂土层与层厚3米，深度在4米以下的流动性粘性土层的微塑性及半硬性基本一致，具体过程会在下一节遇到。满饱和以及淤泥质砂土层将会在深度大于20米的地方遇到。据初步建议安装一个连续的整体钢筋混凝土板1.6米厚 略有塑料和半硬质粘土loams组成的天然河床。首先建议在略有塑料和半硬质粘土层组成的天然河床安装一个厚1.6米连续的整体钢筋混凝土板。平均系数 通过克罗斯方案计算路基反应C = 402吨/平方米。
应该指出，在施工现场必须考虑.一个软弱下卧层和与其塑性一致性的沙壤土；根据表中的[3]5.8，降低了基床上所施加的额外压力支持的地区，特别是在其下段。加固1.2米深处的土壤，额外的压力假定的最大意义，因此，足以减少在基床上所计划的基础底板的因压力增大而产生的沉降。SCAD软件包的静态分析，最大的一个板块沉降 s最大= 9.17厘米，并在解决相对差异 = S / L= 0.0014<0.002，即，小于允许值的[3]。
基槽的钢筋混凝土板是应用V15混凝土现浇并由一系列的MZTs- 75牵引机所安装的，且分别由5VpI100目加强。一个单槽基础进行了符合要求[5]中提出的测试，确定了高度为1米的单插槽条形基础允许负载D =1.2米，厚度δ=0.15米的墙体。试验结果表明基础上负荷470千牛的最大沉降量为13.8毫米，负荷380千牛最大允许的沉降量为5.65毫米（图2）。在基床基础底板上使用多槽的条形基础与使用桩基础相比可以节省开支。槽Nametkina街实地测试的结果为材料支出减少了1.9倍。
在基础底板开槽包括安装的操作中，Dmitrovskii商务区25层酒店建设项目所用的也正是基础开槽的方法。在地质工程的上部，不同产地高塑性与半硬性的一致性和不同产地的粘土层驻留在3-4米的深度，其1.5米为的厚层饱和土。下面一层8.2-10.1米厚的地方，其顶部为与高塑性粘土层相似的冰碛粘土，底部的表面层为半硬性粘土。其后是1.5米厚的冰水半硬质粘土层，继而17.8米厚的冰碛硬性粘土层。将注意力转向基床基础底板的上半部分厚度为0.5- 0.7米的高塑性图层上，这决定于通过切割这层土层与开槽基础上嵌入的墙壁下表面在轻微的塑性粘土层。
为了减少基础底板的不均匀沉降，它的厚度与初始设计值1.5米相一致，所以在墙高为1200毫米，厚度为150毫米是必须在横向与纵向都设置多槽基础，间墙间距按照设计值1.2-1.8米，开槽地基是之前用MZTs-75牵引机及一些其他机械完成的。这些基础是由C15混凝土所浇筑的。一段长度为1.0米的，厚度为0.15米的双槽基础，槽间的距离（间距）为1.8米，深度为1.2米，这是沿顶部加入一个钢筋混凝土基础底角（低于筏）按负载[5] 测试下一个垂直的静态，这是钢筋混凝土的基础上转移一个DG- 100液压千斤顶。在测试段双槽基础，按负载为P=750千牛，不均匀沉降S= 7.34毫米的土壤（图4）。浅开槽基础也用于Vidnoe工业区的斜坡运输项目。由于粉质粘土土壤开槽基础的锚固能力，可节省不少混凝土的斜坡挡土墙的消费。
货运交通设施的工业区入口处的土壤条件的特点是墙上的沟槽会在压缩系数为12-19高塑性粘土层发生可能的倒塌，基础安装使用一个DT75履带式推土并在沟槽内手动进行。
单槽基础的几何参数是：墙的高度D =1.0米，厚度δ=0.25米。加固是一个A- III网D = 20毫米和300毫米的开口。切槽通过V25混凝土现浇。
该基础是在垂直的静态条件下按使用符合[5]要求的一个DG- 100插座负载测试。沉降是由两标度挠度计所测定。基础最大荷载为150千牛，此时的沉降为19.6毫米。没有地基沉降是之前所记录的40-50千牛的负荷。单槽测试的基础上， Nametkina街上22层的行政大楼的建设过程中的沉降是呈线性的。在这种情况下，使用的单插槽基础与传统的浅基础设计相比，可以减少1.6的倍材料消耗，与桩基相比可以减少2.1倍。
以上的例子是根据测试结果，开槽浅基础的负载与传统设计的基础相比得出的。在单片钢筋混凝土砖的基床上使用多个槽的条形基础，可以降低所需的部分地砖的垂直位移，减少定居点的相对差异，也以弥补基础底板弯矩的增加。浅沟槽基础的有效实施的例子表明其的可靠性。
参考
1。 EA Sorochan，工业楼宇的基础[俄罗斯]，Stroiizdat，莫斯科（1986年）。
2。 EA Sorochan，VI Krutkov，和弗吉尼亚州科瓦廖夫，浅基础[俄罗斯]，Izdatel'stvo ASV，莫斯科（2009年）。
3。建筑法50-101-2004。设计和安装基础建筑物和构筑物[俄罗斯]。
<文献翻译二：原文>
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J. Cent. South Univ. Technol. (2008) 15(s2): 045−049
DOI: 10.1007/s11771−008−0434−8
Bearing capacity and mechanical behavior of CFG pile composite foundation
CHEN Qiu-nan(陈秋南)1, 2, ZHAO Ming-hua(赵明华)1, ZHOU Guo-hua(周国华)2, ZHANG Zhu-hua(张主华)2
(1. Geotechnical Institute, Hunan University, Changsha 410082, China;
2. School of Civil Engineering, Hunan University of Science and Technology, Xiangtan 411201, China)
Abstract: CFG pile (i.e., pile constructed by granular materials of cement, fly-ash and gravel) composite foundation is applied in subsoil treatment widely and successfully. In order to have a further study of this kind of subsoil treatment technology, the influencing factors and calculation methods of the vertical bearing capacity of single CFG pile and the CFG pile composite foundation were discussed respectively. And based on the obtained solutions, effects by the cushion and measurements to reduce negative friction area were analyzed. Moreover, the developing law of settlement and bearing capacity eigenvalue controlled by the material strength with the increase of load were given for the CFG composite foundation. The in-situ static load test was tested for CFG pile. The results of test show that the maximum test load or half of the ultimate load is used from all the points of test, the average bearing capacity eigenvalue of single pile is 390 kN, and slightly greater than the design value of bearing capacity. The bearing capacity eigenvalues of composite foundation for 3 piles are greater than 300 kPa, and the mechanical properties of CFG pile composite foundation are almost identical in the case of the same load and cushion thickness. The pile-soil stress ratio and the load-sharing ratio can be adjusted through setting up cushion thickness. Key words: CFG pile; composite foundation; properties of bearing capacity; in-situ static load; pile-soil stress ratio
1 Introduction
CFG pile composite foundation is in fact called ascement fly-ash gravel pile with quite a few advantages ofhigh bearing capacity, small settlement deformation andlow project cost[1.2]. So, CFG pile composite foundationhas been widely applied in soft subsoil treatment in thehighway, railway and building engineering[3.5]. Moreover, CFG pile technology has already been included in thenational profession standard Technical Code for GroundTreatment of Buildings(JG 79—2002)[6.7]. CFG pile is the composite soil formed by the granular material and the pile is connected with the foundation through the cushion (such as sand and gravel). Therefore, pile top is caused artificially penetrating into the cushion and the relative displacement between pile and soil is adjusted. The pile and soil can bear vertical and lateral load commonly and adjust their load-sharing ratio, and play important roles in reducing the stress concentration of basement[8.10]. Based on the results of in-situ static load test, the mechanical characteristics of CFG pile composite foundation, the pile-soil stress ratio and the settlement of composite foundation are discussed and combined with the theoretical analysis results, and it further provides the instruction of application for the same CFG pile composite foundation.
2 Theoretical study on bearing capacity ofCFG pile composite foundation
CFG pile composite foundation needs to meet four conditions: 1) installing a certain proportion reinforced pile body in original foundation; 2) making transition from pile top to foundation through 150−300 mm cushion; 3) the pile and soil can bear vertical and lateral load commonly; 4) no punching shear effect about the pile acting on the foundation. The lateral load is
undertaken by the basement friction 2.1 Vertical load eigenvalue of single CFG pile When conducting the static load test of single pile, the vertical limit bearing capacity of single pile should be divided by a safety coefficient 2. Without the load test data of single pile, a safety coefficient can be estimated according to the empirical composite foundation The bearing capacity eigenvalue of CFG pile composite foundation should be obtained from the in-stu load test.
where fspk is the bearing capacity eigenvalue of composite foundation, kPa; m is the area replacement ratio; Ap is the section area of pile, m2; β is the reduction coefficient of the bearing capacity between soil pile, which is selected according to the local empirical data, if not, then take 0.75.0.95, and the bigger value is selected when the bearing capacity of natural foundation is higher; fsk is the bearing capacity eigenvalue between soil and pile after treatment, which is selected suitably according to the local empirical data, if not, then take the bearing capacity eigenvalue of natural foundation. 2.3 Cushion effect CFG pile has a cushion thickness of 150 to 300 mm, the cushion thickness is higher when center-to-center spacing of piles is larger or the pile diameter is larger. The appropriate materials of cushion are medium sand, coarse sand, and graded sand-gravel or gravel and so on. The cushion has two effects: 1) the positive effect is to assure the soil surrounding pile taking part in the workall along, reduce the stress concentration of basement, make the pile-soil bear load commonly, and adjust load-sharing ratio for the pile-soil and displacement of pile top through adjusting cushion thickness; 2) there is a negative friction area around reinforced pile body ground because of cushion installed, a drop-down load is produced, and the CFG pile actual bearing capacity as well as safety degree of the pile strength is reduced, all these may cause CFG pile occurring brittleness failure[14.15]. Especially in the CFG group pile composite where Ra is the vertical bearing capacity eigenvalue of foundation beneath rigid base, it is larger for angle pile and side pile to bear load, and it is easier to suffer from such damages. 2.4 Measurements of reducing impact of negative friction area As design of cushion, there is a negative friction area, which reduces the actual bearing capacity of CFG pile. Although cushion can not eliminate the impact of negative friction, it can reduce unfavorable impact of negative friction for the CFG pile composite foundation: 1) the suitable cushion thickness, pile-soil stress ratio and area replacement ratio are designed in accordance with the actual situation; 2) steel casing is installed or asphalt and tar are brushed on CFG pile body in the range of negative friction influence; 3) carrying out chemistry reinforcement to the weak foundation in advance.
3 Example
There is a eight-floor frame structure of a district in Xiangtan City. The ±0.0 elevation of building site is
48.35 m, strip foundation can be adopted suitably and is to be placed in miscellaneous fill, silt, silty sand, gravel and other components from 0 m to 10.9 m. The foundation soil of site with poor uniformity cannot meet the requirements of the upper load. The first layer is miscellaneous fill with a thickness of 1.2 m, and the physicomechanical parameters of other layers are listed in Table 1. 3.2 Design parameters of CFG pile
CFG piles were placed with a triangular in the scope of foundation. The distance was more than 75 mm from pile boundary to the edge of the foundation, and the pile had a diameter of 400 mm. The depth of pile toe penetrating into the bearing stratum was 400 mm, and pile spacing was 1.2 m × 1.2 m, the single pile had an effective length of 8.0 m, and the bearing capacity eigenvalue of 360 kN. The bearing capacity of composite foundation was not less than 300 kPa, the area replacement ratio was 0.079, and the depth of bearing stratum of pile toe penetrating into medium dense pebble was not less than 500 mm.= 4 In-situ static load test
4 In-situ static load test
4.1 CFG pile strength
After the curing time of pile concrete reached 28 d, the core sample was extracted at random for 87# pile, 212# pile and 334# pile respectively. The core sample had a diameter of 55 mm, and a length of 7.80 m for 87 # pile and 334# pile from top to bottom of pile, and a length of 7.90 m for 212# pile, and the core sample was required to be continuity, complete integrity, smoothness, and with holes, the core sample rate reached 100%. In order to test the strength of concrete, the specimen was cut beneath 1.5 m, 3.5 m and 7.5 m for 87# pile, 212# pile and 334# pile respectively. The specimen had a diameter of 55 mm, and a height of 55 mm. The average compressive strength of 9 core samples was 2.221 GPa, these test results showed the strength of piles were suitable to the design requirements obviously.
5 Conclusions
1) CFG pile is composite soil which is formed by the granular material. Although cushion has negative friction area and may reduce the bearing capacity of the pile, it can make soil-pile bear some stresses commonly.
2) During the in-situ static load test, with the increase of load, the sand cushion was subjected to compression, the pile and soil began to bear stress commonly. The curve of the soil-pile stress ratio and the load was approximately linear before the test load reached the bearing capacity eigenvalue of composite foundation. While attaining to the bearing capacity eigenvalue of composite foundation, the exertion coefficient of bearing capacity between soil and pile would be larger than 1.
3) The load on the CFG pile composite foundation was supported by both pile and soil commonly. The mechanical properties of CFG pile composite foundation were almost similar in the case of the identical loading
and cushion thickness 4) The bearing capacity of single pile for CFG pile composite foundation was greater than that of free single pile. In general, the bearing capacity between soil and pile for CFG pile composite foundation was greater than that of natural foundation.
<文献翻译二：译文>
CFG桩复合地基的承载力和力学行为
陈秋男（陈秋南）1，2，赵明华（赵明华）1，周国华（周国华）2，张祝华（张主华）2（1勘察设计研究院，湖南大学，长沙410082，中国; 2。土木工程学院，湖南科技大学，湘潭411201，中国）
摘要：CFG桩（即颗粒状原料，水泥，粉煤灰，碎石桩建造）复合材料基础广泛和成功地应用于底土的处理。为了进一步研究了这种地基处理技术，所以对单CFG桩和CFG桩复合地基竖向承载力的影响因素和计算方法进行了讨论。基于以前基础上所获得的解决方案，分析出垫层和作用，以减少负面的摩擦面积。此外，CFG复合地基沉降和承载力特征值与负载的增加材料的强度控制的发展规律。 CFG桩在原位静载试验测试的试验表明，最大试验荷载或极限荷载的一半是从所有的测试点的结果，平均单桩承载能力特征值是390千牛，大于承载力设计值。 3桩复合地基承载力特征值大于300千帕，CFG桩复合地基的力学性能，在相同的负载和垫层厚度的情况下几乎相同。通过设立垫层厚度，桩土应力比和负载分担的比例可以调整。
关键词：CFG桩复合地基承载力的属性，在原位静载荷;桩土应力比
1 引言
CFG桩复合地基是由水泥粉煤灰碎石桩所构成，其优势是承载力高，沉降变形小，工程造价低等 [1.2]。因此，CFG桩复合地基已广泛应用于软底土在公路，铁路和建设工程的处理上[3.5]。此外，CFG桩技术已被列入国家行业标准的建筑物地面处理技术规范“（JG79-2002）[6.7]。CFG桩复合土所形成的颗粒物质和桩基础通过垫层（如砂和砾石）连接。因此，人为渗透到垫层造成桩顶和桩土之间的相对位移需作出调整。桩和土所能承受的纵向和横向的负荷通常和调整自己的负载分担的比例，并发挥重要的作用，减少地下室的应力集中[8.10]。在原位静载试验结果的基础上，CFG桩复合地基，桩土应力比和复合地基沉降的力学特性进行了讨论，并与理论分析结果相结合，并进一步提供同样的CFG桩复合地基的应用的教学。
2 CFG桩复合地基承载力的理论研究
CFG桩复合地基需要满足以下四个条件:
1）在原有的基础上按一定比例安装加固桩体;2）从桩顶到基础通过150-300毫米垫层过渡;3）桩和土所能承受的纵向和横向的一般负载; 4）冲压约桩用的基础上的剪切作。横向荷载是地下室摩擦力引起，单桩的竖向荷载特征值根据静载试验确定时，单桩垂直极限承载力应除以一个安全系数2。没有单桩载荷试验数据，安全系数可根据经验估计。复合地基CFG桩复合地基承载力特征值应在STU负载测试。
2）缓冲效果CFG桩有150至300毫米的垫层厚度，中心桩的间距较大或桩直径较大时垫层厚度为中心更高。垫层合适的材料是中砂，粗砂，分级砂砾或碎石等。垫层有两个作用：1）积极的作用，以保证周围的土壤桩工作的一部分，减少地下室的应力集中，使桩土一直能够承担通常的负载，通过调整垫层厚度调整负荷分担的比例桩土和桩顶位移;2）消极作用，有因为垫层钢筋桩接地体周围的负摩擦面积，安装中产生下拉负荷，CFG桩的实际承载力安全桩身强度的程度降低，以及所有的这些可能会导致CFG桩发生脆性破坏[14.15]。尤其是在CFG复合群桩Ra是刚性基层下方垂直地基承载力特征值，角桩和方桩承受载荷较大，很容易造成这种损害。 2.4测量，减少负摩擦面积作为气垫设计的影响，正是一种负摩擦面积，从而降低了CFG桩的实际承载力。垫层虽然不能消除负摩阻力的影响，它可以减少对CFG桩复合地基负摩阻力的不利影响：1）根据实际情况设计合适的垫层厚度，桩土应力比和面积置换率2）在CFG桩体加钢护筒安装或沥青和焦油喷刷，使其在负摩擦力的影响范围之内;3）进行化学加固，改善基础薄弱状况。
3原位静载试验
3.1 CFG桩强度在桩的混凝土固化时间达到28天，核心样本是随机提取87＃桩， 212＃桩和334＃桩。核心样品87＃桩，直径55毫米，长度7.80米和334＃桩顶桩底，和一个长度为7.90米的212＃桩，核心样品被要求连续性，齐全完整，平滑度，并与孔，其核心的采样率达到100％。为了测试混凝土的强度，分别切下样本1.5米，3.5米和7.5米的87＃桩，212＃桩和334＃桩。试样直径与高度各为55毫米。9个样本平均压缩强度为2.221 GPa时，这些测试结果表明，桩的强度显然是符合设计要求的。
窗体顶端
333.2原位CFG桩的静载试验
据原位CFG桩的静载试验，承载力特征值如表2所示。根据控制强度，最大试验负载或极限荷载的一半用于所有点测试，平均承载力特征值单桩为390千牛，但稍低于设计值承载能力。图1显示这些结果，承载力设计值是比较合理的。静载荷试验的承压板为0.525米×0.525米和1.05米× 1.05米的横截面为单桩及复合地基。据技术建筑物的地面处理守则（JG79-2002），当Q - S曲线轻柔光滑，轴承按照能力特征值获得超过一半的相对变形，而不是最大载荷为CFG桩
复合地基。如果或密集的粗中砂，承载力特征值获得根据S / B（S / D）=0.008。列出了复合地基的结果。复合地基承载力特征值3桩大于300千帕，和结果显示的承载力特征值复合地基的要求，适合CFG桩设计
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4结论
1）CFG桩复合土是由颗粒状物质所组成的。虽然垫有负摩擦面积和可能减少的承载力桩，它可以使桩土承担一定的普遍应力。
2）在原位静载试验包括负载的增加，压缩砂垫层，桩和土发呆原始承受压力。测试负荷的负荷中，在承载力特征值之前，桩土应力比曲线约为线性和。虽然达到复合地基现实的承载力特征值，土壤与桩之间的承载力的疲劳系数将大于1。
3）一般的，对CFG桩复合地基的负荷由桩和土壤共同支持。“CFG桩复合地基的机械性能几乎在相同负荷的情况下类似垫层厚度。
4）CFG桩单桩承载力复合地基大于免单桩。在一般情况下，土壤的承载能力和CFG桩复合地基桩大于天然地基。下载本文
