建筑工程中桩基检测技术问题分析中英文对照
(整理)桩基施工方案-中文英文对照
塞拉利昂水泥厂项目桩基施工方案Cement terminal project pile foundation construction program in Sierra Leone一、旋挖成孔灌注桩施工 Rotary drilling hole pile construction1．工程量1000M3砼 The project amount 1000M3 concrete2．施工技术 Construction Technology本工程项目桩基施工采用旋挖成孔工程钻机，在施工前须对场地进行清表、清障、平整、压实，使场地表面耐力不小于100Kpa 。
施工时设置泥浆池、沉定池、泥浆循环系统和废浆池，沉淀池的容积两倍于一根桩的体积，储浆池容积大于16m3，以满足钻孔需要。
Pile Foundation Construction of the project use a rotary drilling rig,before construction,we need to cleared the table , wrecker , leveling , compaction venue to make sure the surface endurance is not less than 100Kpa.During construction, we need to set Mud pools , sedimentation tanks , mud circulation system and waste slurry pond.To meet drilling demand, Sedimentation tank volume is twice the volume of a pile , storage slurry pond volume should be greater than 16m33．工艺流程 Process 桩位定位埋设护筒钻机就位钻孔成孔质量检测钢筋笼吊放泥浆制备，注浆跟进砼浇筑养护成桩检测钢筋笼制作、验收4．操作工艺 Operation process（1）测量定位 Measurement Positioning（a ）采用全站仪按照图纸测定位置并做好标色。
中英文对照造价工程术语2——建筑地基基础施工质量验收规范
中英文对照造价工程术语2——建筑地基基础施工质量验收规范1 合成材料地基 geosynthetics foundation在土工合成材料上填以土（砂土料）构成建筑物的地基，土工合成材料可以是单层，也可以是多层。
一般为浅层地基。
2 重锤夯实地基 heavy tamping foundation利用重锤自由下落时的冲击能来夯实浅层填土地基，使表面形成一层较为均匀的硬层来承受上部载荷。
强夯的捶击与落距要远大于重锤夯实地基。
3 强夯地基 dynamic consolidation foundation工艺与重锤夯实地基类同，但锤重与落距要远大于重锤夯实地基。
4 注浆地基 grouting foundation将配置好的化学浆液或水泥浆液，通过导管注入土体也隙中，与土体结合，发生物化反应，从而提高土体强度，减小其压缩性和渗透性。
5 预压地基 preloading foundation在原状土上加载，使土中水排出，以实现土的预先固结，减少建筑物地基后期沉降和提高地基承载力。
按加载方法的不同，分为堆载预压、真空预压、降水预压三种不同方法的预压地基。
6 高压喷射注浆地基 jet grouting foundation利用钻机把带有喷嘴的注浆管钻至土层的预定位置或先钻孔后将注浆管放至预定位置，以高压使浆液或水从喷嘴中射出，边旋转边喷射的浆液，使土体与浆液搅拌混合形成一固结体。
施工采用单独喷出水泥浆的工艺，称为单管法；施工采用同时喷出高压空气与水泥浆的工艺，称为二管法；施工采用同时喷出高压水、高压空气及水泥浆的工艺，称为三管法。
7 水泥土搅拌桩地基 soil-cement mixed pile foundation利用水泥作为固体剂，通过搅拌机械将其与地基土强制搅拌，硬化后构成的地基。
8 土与灰土挤密桩地基 soil-lime compacted column在原土中成孔后分层填以素土或灰土，并夯实，使填土压密，同时挤密周围土体，构成坚实的地基。
建筑施工名词中英文对照
建筑施工名词中英文对照建筑施工是一个复杂而细致的过程，其中涉及大量的专业名词。
对于从事建筑施工行业的人士来说，掌握这些名词的中英文对照是非常重要的。
本文将介绍一些常用的建筑施工名词的中英对照，帮助读者更好地理解和运用这些术语。
1. Foundation - 基础基础是建筑物最底部的结构，通常是混凝土的平面，用来支撑整个建筑物的重量。
2. Reinforced concrete - 钢筋混凝土钢筋混凝土是一种由混凝土和钢筋组成的材料，具有高强度和耐久性，广泛应用于建筑施工中。
3. Masonry - 砌体结构砌体结构是一种由砖块或石块按照一定的方式砌筑而成的结构，常用于建筑物的墙体和隔墙。
4. Column - 柱子柱子是一种纵向的结构元素，通常用于支撑建筑物的荷载，并传递到基础。
5. Beam - 梁梁是一种横向的结构元素，通常用于支撑楼板和屋顶，并将荷载传递到柱子上。
6. Slab - 板板是建筑物的水平支撑结构，通常用于构成楼板、屋顶和平台等。
7. Wall - 墙体墙体是建筑物的竖向结构，通常用于分隔空间并承受水平荷载。
8. Roof - 屋顶屋顶是建筑物的最顶部覆盖结构，用于保护建筑物免受自然环境的影响。
9. Foundation pit - 基坑基坑是在施工过程中挖掘的一个具有一定深度和形状的空间，用于建筑物的基础施工。
10. Excavation - 开挖开挖是指移除地表土壤或岩石以形成基坑或其它结构的过程。
11. Pile - 桩基桩基是在土壤或岩石中打入的长桩，用于增加地基的稳定性和承载能力。
12. Formwork - 模板模板是一种用于在混凝土浇筑过程中支撑和成型的结构，通常由木材或金属构造而成。
13. Rebar - 钢筋钢筋是一种用于增加混凝土结构强度的金属材料，通常以长条形式使用。
14. Concrete mixer - 混凝土搅拌机混凝土搅拌机是一种用于将水泥、沙子、石子和水混合制成混凝土的设备。
工程中桩基检测技术问题分析
Ｑ ： Ｑ 垒 （ ）
工 程 技 术 ቤተ መጻሕፍቲ ባይዱ
Ｃｈ ｉ ｎ ａ Ｎｅ ｗ Ｔ ｅ ｃ ｈ ｎ ｏ ｌ ｏ ｇ ｉ ｅ ｓ ａ ｎ ｄ Ｐ ｒ ｏ ｄ ｕｃ ｔ ｓ
工程 中桩 基检 测 技术 问题 分析
李 晋
（ 中铁二十五局五公 司， 山东 青 岛 ２ ６ ６ ０ ０ ０ ）
１ ０ ％。
进 行判 断。 ２桩基 的检测 技术 的应用 举一 个简 单 的事例 ，某座 办公 楼 为十 五层， 地 上有 十 四层 ， 地 下有一 层 。整座 建
３ ０ ％， 故 单 桩承 载力 的特征 值 ｆ 标 准值） 为 ４ ０ ０ ０ ＝ ２ ． ０ ＝ ２ ０ ０ ０ ｋ Ｎ， 符 合设计 要求 。 ２ ． ３低 应变动 力检测 。根据 《 建筑 桩基 检测 技术 规范 》 规定 ， 低 应变 方法适 用 于检 测混 凝土 桩 的桩 身完 整性 ，判断 桩身缺 陷 的程 度及 位置 ，并要求 根据 桩身完 整性 检 测结 果 ， 给 出每根桩 的桩身完 整性类 别 。 本 次工 程 实 践 中共对 工 程 桩 中 的 ３ ０ 根 桩 进 行 了低 应变 动 力 测 试 。检 测 仪 器 由采 用 Ｆ Ｄ Ｐ ２ ０ ４ Ｐ Ｄ Ａ型 动测分 析 系统 ， 加速 度传 感 器， 力 棒组成 。检测 方法 是 ： 在 桩顶 放置 一 只加 速度传 感器 ，接受锤 击 过程 中产生 的 加速度 信号 ， 通过 Ｆ Ｄ Ｐ ２ ０ ４ Ｐ Ｄ Ａ型桩基动 测 系统放 大 和 Ａ ／ Ｄ转换 ，变成 数字信 号传 给 微机 ， 信号 经计算 机处理 后 ， 在屏幕 显示 实 测 波 形 ，每根 桩布 采集点 一个 ，每 点采 集 ５ ～ ６ 锤 信 号 。将 存储 在磁 盘 上 的测试 信 号 在 时域 内进 行处 理 ，根据 应力 波反射 等 价 地 将 实测 速 度信 号 通过 时 域 由频 域辅 助 ， 分 析 不 同部位 的反射信 号 ，据 此分 析每 根 桩 的桩身 完整性 。 检测结果 ： 其 中： Ｉ 类桩 ２ ８ 根， 满 足设 计要 求 ； Ｉ Ｉ 类桩 ２根 ， 满 足 设计
桩基础、钢筋混凝土和钢筋混凝土结构-外文翻译
Piles, Reinforced Concreteand Reinforced Concrete StructuresPilesPiles are structural members of timber, concrete, and/or steel, used to transmit surface loads to lower levels in the soil mass. This may be by vertical distribution of the load along the pile shaft or a direct application of load to the lower stratum through the pile point. A vertical distribution of the load is made using a friction pile and a direct load application is made by a point, or end-bearing pile. This distinction of piles is purely one of convenience since all piles function as a combination of side resistance and point bearing except when the pile penetrates an extremely soft soil to a solid base.Piles are commonly used: (1) To carry the superstructure loads into or through a soil stratum. Both vertical and lateral loads may be involved. (2) To resist uplift, or overturning, forces as for basement mats below the water table or to support tower legs subjected to overturning. (3) To compact loose, cohesionless deposits through a combination of pile volume displacement and driving vibrations. These piles may be later pulled. (4) To control settlements when spread footings or a mat is on a marginal soil or is underlain by a highly compressible stratum. (5) To stiffen the soil beneath machine foundations to control both amplitudes of vibration and the natural frequency of the system. (6) As an additional safety factor beneath bridge abutments and/or piers, particularly if scour is a potential problem. (7) In offshore construction to transmit loads above the water surface through the water and into the underlying soil. This is a case of partially embedded piling subjected to vertical( and buckling) as well as lateral loads.Piles are sometimes used to control earth movements (as landslides). The reader should note that power poles and many outdoor sign poles may be considered as partially embedded piles subject to lateral loads. Vertical loads may not be significant, although buckling may require investigation for very tall members.A pile foundation is more expensive than spread footings and likely to be more expensive than a mat. In any case great care should be exercised in determing the soil properties at the site for the depth of possible interest so that it can be accurately determined that a pile foundation is needed and, if so, that neither an excessive number nor lengths are specified. A cost analysis should be made to determine whether a mat or piles, in particular the type (steel, concrete, etc.), are more economical. In those cases where piles are used to control the settlement at marginal soil sites, care should be taken to utilize both the existing ground and the piles in parallel so that a minimum number are required.Piles are inserted into the soil via a number of methods: (1) Driving with a steady succession of blows on the top of the pile using a pile hammer. This produces both considerable noise and vibrations which may be disallowed by local codes or environmental agencies and, of course, may damage adjacent property. (2) Driving using a vibratory device attached to the top of the pile. This is usually a relatively quiet method and driving vibrations may not be excessive. The method is more applicable in deposits with little cohesion. (3) Jacking the pile. This is more applicable for short stiff members. (4) Drilling a hole and either inserting a pileinto it or, more common, filling the cavity with concrete which produces a pile upon hardening. Reinforced ConcretePlain concrete is formed a hardened mixture of cement, water, fine aggregate, coarse aggregate (crushed stone or gravel), air, and often other admixtures. The plastic mix is placed and consolidated in the formwork, then cured to facilitate the acceleration of the chemical hydration reaction of the cement/water mix, resulting in hardened concrete. The finished product has high compressive strength, and low resistance to tension, such that its tensile strength is approximately one tenth of its compressive strength. Consequently, tensile and shear reinforcement in the tensile regions of sections has to be provided to compensate for the weak tension regions in the reinforced concrete element.It is this deviation in the composition of a reinforced concrete section from the homogeneity of standard wood or steel sections that requires a modified approach to the basic principles of structural design. The two components of the heterogeneous reinforced concrete section are to be so arranged and proportioned that optimal use is made of the materials involved. This is possible because concrete can easily be given any desired shape by placing and compacting the wet mixture of the constituent ingredients into suitable forms in which the plastic mass hardens. If the various ingredients are properly proportioned,the finished product becomes strong, durable, and ,in combination with the reinforcing bars, adaptable for use as main members fo any structural system.The techniques necessary for placing concrete depend on the type of member to be cast: that is, whether it is a column, a beam, a wall, a slab, a foundation, a mass concrete dam, or an extention of previously placed and hardened concrete. For beams, columns, and walls, the forms should be well oiled after cleaning them, and the reinforcement should be cleared of rust and other harmful materials. In foundations, the earth should be compacted and thoroughly moistened to about 6in.in depth to avoid absorption of the moisture present in the wet concrete. Concrete should always be placed in horizontal layers which are compacted by means of high frequency power –driven vibrators of either the immersion or external type, as the case requires, unless it is placed by pumping. It must be kept in mind, however, that over vibration can be harmful since it could cause segregation of the aggregate and bleeding of the concrete.Hydration of the cement takes place in the presence of moisture at temperatures above 50℉.It is necessary to maintain such a condition in order that the chemical hydration reaction can take place. If drying is too rapid, surface cracking takes place. This would result in reduction of concrete strength due to cracking as well as the failure to attain full chemical hydration.It is clear that a large number of parameters have to be dealt with in proportioning a reinforced concrete element, such as geometrical width, depth, area of reinforcement, steel strain, concrete strain, steel stress, and so on. Consequently, trial and adjustment is necessary in the choice of concrete sections, with assumptions based on conditions at site, availability of the constituent materials, particular demands of the owners, architectural and headroom requirements, the applicable codes, and environmental conditions. Such an array of parameters has to be considered because of the fact that reinforced concrete is often a site-constructed composite, in contrast to the standard mill-fabricated beam and column sections in steel structures.Reinforced Concrete StructuresReinforced concrete systems are composed of a variety of concrete structural elements that, when synthesized, produce a total system. The components can be broadly classified into: floor slabs, beams, columns, walls, and foundations.Floor Slabs Floor slabs are the main horizontal elements that transmit the moving live loads as well as the stationary dead loads to the vertical framing supports of a structure. They can be proportioned such that they act in one direction (one-way slabs) or proportioned so that they act in two perpendicular direction (two-way slabs).Beams Beams are the structural elements that transmit the loads from floor slabs to vertical supporting columns. They are normally cast monolithically with the slabs and are structurally reinforced on one face, the lower tension side, or both the top and bottom faces. As they are cast monolithically with the slab, they form a T-beam section for interior beams or an L beam at the building exterior, as seen in Fig.2.Columns The vertical elements support the structural floor system. They are compression members subjected in most cases to both bending and axial load, and are of major importance in the safety considerations of any structure. If a structural system is also composed of horizontal compression members, such members would be considered as beam-columns.Walls Walls are the vertical enclosures for building frames. They are not usually or necessarily made of concrete but of any material that aesthetically fulfills the form and functional needs of the structural system. Additionally, structural concrete walls are often necessary as foundation walls, stairwell walls, and shear walls that resist horizontal wind loads and earthquake-induced loads.Foundations Foundations are the structural concrete elements that transmit the weight of the superstructure to the supporting soil. They could be in many forms, the simplest being the isolated footing shown in Fig.2. It can be viewed as an inverted slab transmitting a distributed load from the soil to the column.桩基础、钢筋混凝土和钢筋混凝土结构桩基础桩是由木材、混凝土和（或）钢制成的结构构件，被用来把荷载传递到土体的较深处。
土木建筑工程英汉词典
土木建筑工程英汉词典Soil Mechanics - 土力学Structural Analysis - 结构分析Concrete - 混凝土Steel - 钢铁Reinforcement - 钢筋Foundation - 基础Geotechnical Engineering - 岩土工程Shoring - 支护Excavation - 挖掘Tunneling - 隧道工程Surveying - 测量Geology - 地质学Hydraulics - 水力学Construction Management - 施工管理Structural Engineering - 结构工程Bridge - 桥梁Highway - 公路Irrigation - 灌溉Water Supply - 供水Foundation Design - 基础设计Soil Testing - 土壤测试Construction Materials - 建筑材料Earthquake Engineering - 地震工程Environmental Impact Assessment - 环境影响评价Safety Management - 安全管理Cost Estimation - 成本估算Project Planning - 项目规划Project Management - 项目管理Building Codes - 建筑规范Risk Assessment - 风险评估Contract Administration - 合同管理Quality Control - 质量控制Concrete Technology - 混凝土技术Steel Structures - 钢结构Engineering Drawing - 工程图纸Construction Equipment - 建筑设备Slope Stability - 边坡稳定性Dams - 水坝Seismic Design - 地震设计Construction Site - 建筑工地Structural Integrity - 结构完整性Water Treatment - 水处理Sustainable Construction - 可持续建筑Architectural Design - 建筑设计Material Testing - 材料测试Quantity Surveying - 工程测量Earthworks - 土方工程Structural Rehabilitation - 结构修复Road Construction - 道路建设Facade Design - 幕墙设计Construction Methodology - 施工方法论Retaining Wall - 挡土墙Heritage Conservation - 文物保护Building Maintenance - 建筑维护Engineering Ethics - 工程伦理Construction Waste Management - 建筑废弃物管理Public Infrastructure - 公共基础设施Landscape Architecture - 景观建筑。
地基勘察与施工中英文对照外文翻译文献
中英文对照外文翻译文献(文档含英文原文和中文翻译)DESIGN AND EXECUTION OF GROUNDINVESTIGATION FOR EARTHWORKS1. INTRODUCTIONThe investigation and re-use evaluation of many Irish boulder clay soils presents difficulties for both the geotechnical engineer and the road design engineer. These glacial till or boulder clay soils are mainly of low plasticity and have particle sizes ranging from clay to boulders. Most of our boulder clay soils contain varying proportions of sand, gravel,cobbles and boulders in a clay or silt matrix. The amount of fines governs their behaviour and the silt content makes it very weather susceptible. Moisture contents can be highly variable ranging from as low as 7% for the hard grey black Dublin boulder clay up to 20-25% for Midland, South-West and North-West light grey boulder clay deposits. The ability of boulder clay soils to take-in free water is well established and poor planning of earthworks often amplifies this.The fine soil constituents are generally sensitive to small increases in moisture content which often lead to loss in strength and render the soils unsuitable for re-use as engineering fill. Many of our boulder clay soils (especially those with intermediate type silts and fine sand matrix) have been rejected at the selection stage, but good planning shows that they can in fact fulfil specification requirements in terms of compaction and strength.The selection process should aim to maximise the use of locally available soils and with careful evaluation it is possible to use or incorporate ‘poor or marginal soils’ within fill areas and embankments. Fill material needs to be placed at a moisture content such that it is neither too wet to be stable and trafficable or too dry to be properly compacted.High moisture content / low strength boulder clay soils can be suitable for use as fill in low height embankments (i.e. 2 to 2.5m) but not suitable for trafficking by earthwork plant without using a geotextile separator and granular fill capping layer. Hence, it is vital that the earthworks contractor fully understands the handling properties of the soils, as for many projects this is effectively governed by the trafficability of earthmoving equipment.2. TRADITIONAL GROUND INVESTIGATION METHODSFor road projects, a principal aim of the ground investigation is to classify the suitability of the soils in accordance with Table 6.1 from Series 600 of the NRA Specification for Road Works (SRW), March 2000. The majority of current ground investigations for road works includes a combination of the following to give the required geotechnical data:▪Trial pits▪Cable percussion boreholes▪Dynamic probing▪Rotary core drilling▪In-situ testing (SPT, variable head permeability tests, geophysical etc.)▪Laboratory testingThe importance of ‘phasing’ the fieldwork operations cannot be overstressed, particularly when assessing soil suitability from deep cut areas. Cable percussion boreholes are normally sunk to a desired depth or ‘refusal’ with disturbed and un disturbed samples recovered at 1.00m intervals or change of strata.In many instances, cable percussion boring is unable to penetrate through very stiff, hard boulder clay soils due to cobble, boulder obstructions. Sample disturbance in boreholes should be prevented and loss of fines is common, invariably this leads to inaccurate classification. Trial pits are considered more appropriate for recovering appropriate size samples and for observing the proportion of clasts to matrix and sizes of cobbles, boulders. Detailed and accurate field descriptions are therefore vital for cut areas and trial pits provide an opportunity toexamine the soils on a larger scale than boreholes. Trial pits also provide an insight on trench stability and to observe water ingress and its effects.A suitably experienced geotechnical engineer or engineering geologist should supervise the trial pitting works and recovery of samples. The characteristics of the soils during trial pit excavation should be closely observed as this provides information on soil sensitivity, especially if water from granular zones migrates into the fine matrix material. Very often, the condition of soil on the sides of an excavation provides a more accurate assessment of its in-situ condition.3. ENGINEERING PERFORMANCE TESTING OF SOILSLaboratory testing is very much dictated by the proposed end-use for the soils. The engineering parameters set out in Table 6.1 pf the NRA SRW include a combination of the following:▪Moisture content▪Particle size grading▪Plastic Limit▪CBR▪Compaction (relating to optimum MC)▪Remoulded undrained shear strengthA number of key factors should be borne in mind when scheduling laboratory testing:▪Compaction / CBR / MCV tests are carried out on < 20mm size material.▪Moisture content values should relate to < 20mm size material to provide a valid comparison.▪Pore pressures are not taken into account during compaction and may vary considerably between laboratory and field.▪Preparation methods for soil testing must be clearly stipulated and agreed with the designated laboratory.Great care must be taken when determining moisture content of boulder clay soils. Ideally, the moisture content should be related to the particle size and have a corresponding grading analysis for direct comparison, although this is not always practical.In the majority of cases, the MCV when used with compaction data is considered to offer the best method of establishing (and checking) the suitability characteristics of a boulder clay soil. MCV testing during trial pitting is strongly recommended as it provides a rapid assessment of the soil suitability directly after excavation. MCV calibration can then be carried out in the laboratory at various moisture content increments. Sample disturbance can occur during transportation to the laboratory and this can have a significant impact on the resultant MCV’s.IGSL has found large discrepancies when performing MCV’s in the field on low plasticity boulder clays with those carried out later in the laboratory (2 to 7 days). Many of the aforementioned low plasticity boulder clay soils exhibit time dependant behaviour with significantly different MCV’s recorded at a later date – increased values can be due to the drainage of the material following sampling, transportation and storage while dilatancy and migration of water from granular lenses can lead to deterioration and lower values.This type of information is important to both the designer and earthworks contractor as it provides an opportunity to understand the properties of the soils when tested as outlined above. It can also illustrate the advantages of pre-draining in some instances. With mixed soils, face excavation may be necessary to accelerate drainage works.CBR testing of boulder clay soils also needs careful consideration, mainly with the preparation method employed. Design engineers need to be aware of this, as it can have an order of magnitude difference in results. Static compaction of boulder clay soils is advised as compaction with the 2.5 or 4.5kg rammer often leads to high excess pore pressures being generated –hence very low CBR values can result. Also, curing of compacted boulder clay samples is important as this allows excess pore water pressures to dissipate.4. ENGINEERING CLASSIFICATION OF SOILSIn accordance with the NRA SRW, general cohesive fill is categorised in Table 6.1 as follows:▪2A Wet cohesive▪2B Dry cohesive▪2C Stony cohesive▪2D Silty cohesiveThe material properties required for acceptability are given and the design engineer then determines the upper and lower bound limits on the basis of the laboratory classification and engineering performance tests. Irish boulder clay soils are predominantly Class 2C.Clause 612 of the SRW sets out compaction methods. Two procedures are available:▪Method Compaction▪End-Product CompactionEnd product compaction is considered more practical, especially when good compaction control data becomes available during the early stages of an earthworks contract. A minimum Target Dry Density (TDD) is considered very useful for the contractor to work with as a means ofchecking compaction quality. Once the material has been approved and meets the acceptability limits, then in-situ density can be measured, preferably by nuclear gauge or sand replacement tests where the stone content is low.As placing and compaction of the fill progresses, the in-situ TDD can be checked and non-conforming areas quickly recognised and corrective action taken. This process requires the design engineer to review the field densities with the laboratory compaction plots and evaluate actual with ‘theoretical densities’.5. SUPPLEMENTARY GROUND INVESTIGATION METHODS FOR EARTHWORKSThe more traditional methods and procedures have been outlined in Section 2. The following are examples of methods which are believed to enhance ground investigation works for road projects:▪Phasing the ground investigation works, particularly the laboratory testing▪Excavation & sampling in deep trial pits▪Large diameter high quality rotary core drilling using air-mist or polymer gel techniques译文：土方工程的地基勘察与施工1、引言许多爱尔兰含砾粘土的勘察与再利用评价使岩土工程师与道路工程师感到为难。
英汉对照图示基础工程学第十二章 桩基础-单桩
第十二章桩基础-单桩Chapter12 Pile foundation-single piles301.Piles桩pile cap桩帽piles桩soft clay软粘土sand砂土raker pile斜桩batter pile斜桩302.Vibrations振动tanks贮罐silos筒仓chimneys烟囱machine foundations机器基础sand砂土ground water地下水303.Examples of pile foundations桩基础的例子compaction piles压实桩raked piles斜桩damping of piles桩的阻尼small damping小阻尼vibrations振动304.Stability of bridge abutment桥墩的稳定性soft clay软粘土fill填土bridge abutment桥墩305.Embankment piles路堤桩soft clay软粘土raked piles斜桩bridge abutment桥墩fill填土306.Anchor piles for dry docks，subway stations 干船坞或地铁车站下的锚桩ground water地下水up-lift上浮力anchor piles锚桩307.Offshore structures on piles桩支撑的离岸结构物cyclic loading循环荷载scour冲刺compression压缩steel pipe piles钢管桩tension force拉力308.Stabilisation of slope by piles边坡用桩稳定slope stability边坡稳定性large diameter pile大直径桩steel pipe piles钢管桩failure surface破坏面309.Design of embankment piles路堤桩的设计failure surface破坏面clay粘土precast piles预制桩310.Anchor piles in swelling soil膨胀土中的锚桩seasonal changes季节性变化swelling clay膨胀性粘土montmorillonite蒙脱石high liquid limit高液限high plasticity index高塑性指数building建筑物311.Examples of pile types桩型应用的例子driven piles打入桩bored piles钻孔桩jacked-down piles静压桩screw piles螺旋桩hydraulic jack液压桩312.Piles foundations桩基础concrete pile混凝土桩steel pile钢桩timber木桩H pile H型桩313.Piles types桩型large displacement piles大量挤土桩small displacement piles少量挤土桩non-displacement piles非挤土桩bored piles钻孔桩precast piles预制桩pipe piles管桩cased有套管uncased无套管box piles箱形桩driven cast-in-place piles沉管灌注桩314.Loading conditions of piles桩的荷载情况compression受压lateral load受侧向荷载tension受拉315.Load transfer to piles桩的荷载传递friction or floating piles摩擦桩或悬浮桩end bearing piles端承桩clay粘土sand砂土rock岩石316.Timber piles木桩advantages优点difficulties难点limit bearing capacity极限承载力soft clay软粘土tip桩尖shaft桩身ground water地下水butt桩顶marine borers海生木蛀虫317.Pile splices桩的连接steel sleeve钢套steel strap钢板条318.Splices and rock points桩的连接和入岩桩尖rock point入岩桩尖319.Precast concrete piles预制混凝土桩point桩尖concrete混凝土reinforcement加筋pile diameter桩径shoe桩靴320.Lifting of piles桩的吊装pile length桩长lifting hooks吊钩moment弯矩321.Prestressed concrete piles预应力混凝土桩height strength concrete高强混凝土brittle脆性reduced cracking减少裂缝reduced ductility延展性差322.Concrete strength（CP 2004）混凝土强度（CP 2004）cube strength立方体强度hard driving难以打入normal to easy driving从正常到易于打入high capacity承载力高reduced weight重量减轻easy driving易于打入323.Installation of jacked-down piles静压桩的成桩pump泵manometer压力计steel insert钢垫片hydraulic jack液压千斤顶pile segment桩段324.Bored piles钻孔桩auger螺旋钻reinforcement钢筋笼tremmie pipe导管concreting灌注混凝土325.Examples of bored piles钻孔灌注桩的例子bored piles钻孔桩drilling of shaft桩孔钻进drilling of bell扩大头钻进concrete混凝土stiff clay硬粘土reinforcement钢筋笼326.Bored piles with bell有支盘的钻孔桩bells支盘327.Cast-in-place piles就地灌注桩casing钢管桩driving打（桩）casing filled with water套管充水casing filled with concrete套管中灌注混凝土reinforcement钢筋笼328.Necking during casting of pile shaft in soft clay 软粘土中灌注桩身混凝土时发生缩径casing套管soft clay软粘土sand or silt砂土或粉土ground water地下水329.Slurry trench wall construction泥浆连续墙施工ground water地下水surface casing地下护筒bentonite slurry膨润土泥浆chisel冲抓pouring of concrete灌注混凝土lowering of reinforcement element下放钢筋笼330.Shapes of slurry trench pile elements泥浆护壁类桩型的形状size尺寸331.Raymond step tapered pile雷蒙特锥形桩steel shell钢壳steel core钢芯light bulb小球体reinforcement cage钢筋笼casting of concrete灌注混凝土332.Franki pile弗兰基桩concrete plug混凝土塞bulb球形物internal hammer内夯桩prefabricated[pri:'fæbrikeitid] shaft预制桩身light casing薄壁套管333.Steel H-pipeH-型钢桩easy to drive易于打入easy to cut易于切断corrosion[kə'rəuʒən]腐蚀expensive昂贵splicing分段连接soil plug土塞driving shoe桩靴steel plate钢板wielding焊接334.Steel pipe piles钢管桩diameter直径closed or open ended闭口或开口soil plug土塞diameter直径335.Corrosion腐蚀steel piles钢桩concrete piles混凝土桩National Bureau['bjuərəu] of Standards国家标准局splices连接reinforcement钢筋salt water海水resistivity电阻系数salt water海水encased in concrete做混凝土外壳cathodic[kə'θɔdik] protection阴极保护painting涂刷epoxy[ep'ɔksi]环氧树脂336.Settlement around during driving in sand砂土中沉桩时桩周土发生沉降settlement沉降diameter直径compaction within this zone在此范围内压实337.Effect of pile driving in clay粘土中打桩的影响soft clay软粘土heave隆起volume体积remoulded zone重塑区pore water pressure孔隙水压力undrained shear strength不排水抗剪强度338.Redriving of piles in clay粘性土中桩的复打risen piles上抬的桩redriving复打heave隆起soft clay软粘土separation of splice接桩处脱开339.Load distribution along pile荷载沿桩身的分布sand砂土clay粘土point resistance桩尖阻力shaft resistance桩侧阻力340.Pile load as function of pile displacement桩荷载为桩位移的函数load荷载displacement位移soft clay软粘土stiff clay硬粘土sand砂土cast in place pile就地灌注桩driven pile打入桩with bell有大头341.Load deformation relationship of piles桩的荷载与变形的关系pile load桩荷载displacement位移point resistance端阻力skin resistance表面摩阻力/桩周阻力342.Direction of pile loading桩承受荷载的方向compression受压tension受拉weight of pile桩的自重factor of safety安全系数allowable load容许荷载point resistance端阻力shaft resistance侧阻力343.Determination of bearing capacity at pile point 桩端承载力的确定end bearing端承力undrained shear strength不排水抗剪强度bearing capacity factor承载力系数344.Pile bearing capacity according to Meyerhof 梅耶霍夫对桩的承载力的计算friction angle摩擦角bearing capacity factor承载力系数345.Bearing capacity factor of piles桩的承载力系数Terzaghi太沙基（人名）Berezantsev别列赞采夫（人名）Meyerhof梅耶霍夫（人名）Vesic维西克（人名）Brinch Hansen勃林奇·汉森（人名）Debeer德皮尔（人名）friction angle摩擦角346.Failure mechanism at pile point桩端的破坏机理point resistance端阻力rigidity index刚度指数failure surface破坏面compressibility可压缩性parison of cone resistance and pile point resistance 圆锥贯入阻力与桩端阻力的比较area of pile桩的截面积sand砂土parison of SPT N-value and pile point resistance标准贯入试验N值与桩端阻力的比较SPT标准贯入试验sand砂土pile diameter桩径teral pressure against pile shaft桩身的侧压力bored pile钻孔桩small displacement pile少量挤土桩large displacement pile 大量挤土桩straight shaft直身tapered shaft锥形桩身lateral earth pressure侧土压力350.Determination of capacity in sand砂土中桩承载力的确定loose松散dense密实coefficient of lateral earth pressure at rest静止侧土压力系数small Vesic小维西克（人名）displacement pile挤土桩non-displacement pile非挤土桩tapered pile锥形桩351.Pile shaft capacity in sand砂土中桩身的承载力pile type桩型sand砂土critical depth临界深度teral pressure against pile shaft桩身的侧压力Mansur & Hunter曼舍与洪特（人名）Tavenas泰凡纳斯（人名）lateral earth pressure侧土压力step taper piles多级锥形桩353.Critical depth of pile shaft resistance桩身阻力的临界深度friction angle摩擦角bearing capacity value承载值diameter直径length长度354.Estimate of pile capacity based on Weight Sounding Test（WST）重力触探试验（WST）估算桩的承载力half-turns半转timber piles木桩concrete piles混凝土桩Norwegian Pile Commission挪威桩基委员会skin area表面积355.Failure surface at pile point in clay粘土中桩端的破坏面failure surface破坏面diameter直径area of pile桩的截面356.Skin friction resistance along pile shaft摩阻力沿桩身的分布cone penetration test圆锥贯入试验friction sleeve摩阻套small displacement pile少量挤土桩large displacement pile大量挤土桩357.Bearing capacity of piles in clay粘土中的桩的承载力normally consolidated clay正常固结粘土overconsolidated clay超固结粘土undrained shear strength不排水抗剪强度reduction折减ground surface地表mbda-methodLambda方法offshore structures离岸结构物depth深度mean value平均值skin resistance桩周阻力359.Estimate of pile skin resistance in clay粘土中桩侧阻力的估算effective overburden pressure有效覆盖压力Flaate法莱特（人名）undrained shear strength不排水抗剪强度360.Load transfer from pile to soil as function of pile displacement 桩土间荷载传递为桩位移的函数t-z curves t-z曲线q-y curve q-y曲线driven pile打入桩bored pile钻孔桩361.Negative skin friction along piles桩的负摩阻力lowering of ground water level地下水位下降driven pile打入桩bored pile钻孔桩362.Failure modes of horizontally loaded piles承受水平荷载的桩的破坏模式soil failure土体破坏pile failure桩的破坏failure mechanism破坏机理teral pile resistance in sand砂土中的桩侧阻力sand砂土horizontal load水平荷载force力teral pile resistance in clay（rotational mode）粘土中的桩侧阻力（桩旋转的模式）undrained shear strength不排水抗剪强度heave隆起passive earth pressure被动土压力lateral force侧压力diameter直径depth深度teral pile resistance in clay（pile failure mode）粘土中的桩侧阻力（桩破坏的模式）undrained shear strength不排水抗剪强度diameter直径yield屈服moment力矩lateral force侧压力。
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建筑工程中桩基检测技术问题分析中英文对照Analysis and testing technology of pile foundation construction in Chinese and English.桩基是影响工程质量的基础因素，并且桩基这一影响因素还是隐性的影响因素。
作为地面建筑的一种支撑，好的桩基会让结构的基础更加的稳定，而质量劣质的桩基，会对结构的安全造成恶劣的影响。
因此，对于基础施工，桩基的检测是一个不可或缺的技术环节。
并且随着现代工程的进步，对于质量和安全系数的要求越来越高，对于特殊的结构群体，诸如高层建筑以及铁路建筑的建设中桩基技术不断的发展，因而建设工程单位所面临的要求也越来越高，越来越严格，这个时候桩基的检测技术就可以发挥出应有的作用报这个桩基质量。
Pile foundation is the basic factors influencing the engineering quality, influencing factors and the influencing factors of pile or recessive. As a supporting ground buildings, the pile will make structure more stable, and the quality inferior pile foundation, will cause bad influence on the safety of structure. Therefore, for the foundation construction, pile foundation detection is an indispensable link. And with the development of modern engineering progress, growing demand for quality and safety factor, the structure of special groups, such as the development of high-rise building pile foundation construction and railway construction in technology, so the construction units are facing the increasingly high demand, more and more strict, the pile foundation detection technology can play a role on the quality of pile foundation should be.1 桩基的检测技术分析Analysis and testing technology 1 pile foundation1.1 成孔的质量检测Quality inspection of 1.1 into the hole在对成孔的质量进行检测时，主要的检测部位有桩孔的位置检测、孔径以及孔深的监测。
底沉渣的厚度监测和垂直度的监测等等。
成孔的质量直接归决定桩基的柱体的成桩质量，过时桩孔在孔径上的直径偏小，那么整个桩的承载力就会有所下降；而若是孔径扩大，那么整个桩在上部的侧阻力优惠随之增大，下部就不能发挥侧阻力应有的作用；另外，桩孔的垂直程度也会对承载力造成影响，偏斜的基桩会阻碍桩基的作用发挥；最后若是底部的沉渣太多就会令桩体的有效长度减少，那么也会对桩体的质量造成影响。
因此，这些问题的检测工作就尤为重要了。
/ /On the test of the quality of pore, position detection, detection part mainly have the pile hole diameter and hole depth monitoring. Thickness monitoring and verticality of bottom sediment monitoring etc.. The quality of the pile hole quality directly to the cylinder pile decision, outdated pile hole in aperture of the diameter is small, so the bearing capacity of the pile will decrease; and if the size, then the whole pile side resistance concessions in the upper part of the increase, the lower part can not play the role of side resistance due; in addition, the vertical extent of pile hole can also impact on the bearing capacity of the pile deflection, play will hinder the pile foundation; finally, if the effective length of the bottom sediment too much will make the pile decreases, it will affect the quality of pile body. Therefore, detection of these problems is particularly important.1.2 承载力检测分析1.2 bearing capacity analysis1.2.1 静荷载试验法。
这种方式在对于桩基的检测上主要是检测承载力，桩基在水平上的承载力以及在竖直方向上的承载力是桩基质量的衡量标准，同时也是对建筑的影响最大的因素，这里就需要用到静荷载实验的方式。
一般的工程检测中大多都是对竖直方向上的承载力较为重视。
这种检测方式的有点就是利用了和桩基实际会承受的力度去模拟实验对其受理的条件进行试验。
这种方式一般都应用在对于工程试桩的检测上，在不破坏桩基的基础上对其进行检测。
并且精度很高，误差低于10%。
1.2.1 static load test method. In this way for pile foundation detection is detection of bearing capacity, bearing capacity of pile foundation in the level and capacity in the vertical direction is a standard measure of quality of pile foundation, but also the impact on building the biggest factor, here we need to use the static load experiment method. The general engineering detection mostly has attached more importance to the bearing capacity of the vertical direction. This detection method is a little use and actual pile foundation will bear the efforts to simulate the experimental test of the admissibility condition. This is generally used in the detection for engineering test pile, the pile foundation detection without destroying the. And the precision is very high, the error is less than 10%.1.2.2 高应变动法。
这种方式是通过对桩体在接近极限承载力的时候的状态分析，这就需要利用到重锤这一机械方式的瞬间冲击力，令桩体周围的土产生变形。
在结合其实际测量力度以及速度时，通过数据的曲线分析，结合应力波的理论以及桩体的有关参数，对桩体的极限工作能力进行分析。
/ /1.2.2 high strain method. This way is through the analysis of the status of pile body when approaching the limit bearing capacity, it will need to use the weight that a mechanical means of instantaneous impact force, the pile surrounding soil deformation. In combination with the actual measurement of strength and speed, through the analysis of data curve, combined with the relevant parameters of the stress wave theory and the analysis of pile, ultimate working capacity of piles.1.3 完整性的检测分析Detection and analysis of 1.3 integrity1.3.1 低应变动的测法。
这种测法就是通过波动理论以及机械阻抗理论进行试验分析，在桩顶是假一个较低振幅的激振能量。
通过这种能量对土体的周围进行环境改变，引起桩身以及土体在桩身周围的微幅振动。
同时使用仪表对加速度以及振动的速度进行记录以及分析，并通过分析达到控制和检验桩基的目的，对桩基的质量进行保障，对桩身的完整性进行保证以及达到对桩基承载力的预测目的。
1.3.1 low strain dynamic testing. This method is tested through the analysis of the wave theory and the mechanical impedance theory, on top of the pile is a low amplitude vibration energy. Environmental change through the energy of soil around the pile and the soil, causing the micro-amplitude vibration around the pile shaft. At the same time, the use of instrument for recording and analysis of vibration acceleration and velocity, and achieve the control and inspection of pile foundation through the analysis of the objective, for the guarantee of the quality of the pile foundation, guarantee and the purpose of prediction of bearing capacity of pile integrity of pile body.1.3.2 声波透射检测法。