高应变检测报告样本

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高应变检测报告

武汉港湾工程质量检测有限公司检测报告武港检字（2011）第031号检测项目名称:武汉天河机场第二公路通道工程S4标基桩声波透射法抽检检测单位公章:武汉港湾工程质量检测有限公司报告发送日期：2011年6月16日声明1. 本报告涂改、错页、换页、漏页无效；2. 检测单位名称与报告专用章名称不符者无效；3. 本报告无本检测中心相关技术资格证书章无效；4. 本报告无检测人员、审核人、批准人签字无效；5. 未经同意不得将报告复制或作为他用；6. 对本报告如有异议或存有争议，请在报告发出后15 天内向本检测中心书面质疑，本中心承诺于5日内给予答复，并对本报告内容做出合理的、科学的诠释，逾期将不予受理；7. 本报告结果仅对送检样品及被检验对象有效；8. 本中心特别告知：伪造本报告将承担法律责任。

检测单位：武汉港湾工程质量检测有限公司检测资质证书：交SJCB甲004 交SJCA甲006鄂GJC 乙015 鄂建检字第AJ07068号计量认证证书：2010171204R通讯地址：武汉市东西湖区金银湖路11号邮政编码：430040办公电话： 83920942传真电话：E－mail:项目负责人：检测人员：报告编写人：审核人：批准人：首页武汉港湾工程质量检测中心2011年08月16日目录一项目概况 (6)二检测依据 (6)三现场检测 (7)四检测结果 (8)五检测结论 (8)六附图表 (8)－项目概况二、检测依据《建筑地基基础检测技术规范》DB42/269-2003；《公路工程基桩动测技术规程》JTG/T F81-01-2004。

三、现场检测1、检测原理及方法：高应变法是在桩顶下1.5～2倍桩径处沿轴对称将桩面用砂轮磨平并用细纱布刨光，用膨胀螺栓与桩身平行固定加速度计和环式应变传感器，以石膏泥充填其孔隙；在桩顶中心位置架设一重锤，其重量不小于单桩极限承载力的1/100，让重锤在适当的高度自由下落打击桩顶，使桩土产生塑性形变位移(贯入度大于2.5mm)，接收其加速度和力应变信号，通过波动方程求解，直接计算与桩运动相关的土的静、动阻力，求出单桩极限承载力。

建筑工程基桩高应变法检测报告

建筑工程基桩高应变法检测报告1.引言基桩是建筑工程中的重要组成部分，其质量状况对整个工程的安全和稳定性起着至关重要的作用。

高应变法是一种常用的基桩检测方法，通过测量基桩顶部的应变变化来评估基桩的质量状况。

本报告旨在对工程中的基桩进行高应变法检测，并对检测结果进行分析和评估。

2.检测方法和仪器本次检测采用了高应变法，并使用了专业的高应变仪器。

具体的检测步骤包括：确定检测点位，安装应变片，连接传感器，进行数据采集。

检测仪器精度高、操作简便，能够实时显示应变变化曲线，并能够自动生成数据报告。

3.检测点位选择根据实际情况，在工程现场选择了10个具有代表性的基桩作为检测点位。

选择的基桩包括不同类型、直径和深度的基桩，能够全面反映工程中的基桩质量状况。

4.检测结果分析对于每个检测点位，我们进行了多次的高应变法检测，并将采集到的数据进行分析和评估。

通过分析，可以得出以下结论：4.1基桩1及基桩2应变变化较小，质量较好。

基桩深度达到设计要求，应变曲线稳定。

4.2基桩3的应变变化较大，可能存在质量问题。

进一步检测发现，该基桩的直径大于设计要求，可能导致基桩质量不稳定。

4.3基桩4的应变曲线存在剧烈波动，可能是由于施工过程中的震动等外部因素导致。

建议进行进一步的检测和评估。

4.4基桩5和基桩6的应变变化较小，质量较好。

但进一步检测发现基桩5的直径略有超过设计要求，需要进一步评估。

4.5基桩7的应变变化较大，可能存在质量问题。

进一步检测发现该基桩在施工过程中出现了偏移，需要进行修复或更换。

4.6基桩8的应变曲线比较平缓，但存在一个突然的应变峰值。

经过检查，该峰值是由于传感器故障导致的，建议更换传感器并重新进行检测。

4.7基桩9和基桩10的应变变化较小，质量良好，符合设计要求。

5.结论综上所述，通过高应变法检测，我们对工程中的基桩质量进行了评估。

其中，基桩1、基桩2、基桩5、基桩6、基桩9和基桩10质量良好，符合设计要求。

高应变测试报告样本

（样式一，须另加专用封套）（这里提供两种样式，各单位具体执行时可以微调，但信息量只能增加，不得减少）※※※※※※※※※※工程基桩高应变动力试桩法检测报告报告编号：※检测人员：（含上岗证号）报告编写：（含上岗证号）复核：（含上岗证号）（盖骑缝章）审核：（含上岗证号）批准人（含职务）：（或技术负责人，各单位据质量管理手册自定）（技术资质专用章、CMA章等，分开或合一均可）检测单位名称（须与专用章名称统一）※年※月※日声明1. 本报告涂改、错页、换页、漏页无效；2. 检测单位名称与检测报告专用章名称不符者无效；3. 本报告无我单位相关技术资格证书章无效；4. 本报告无检测、审核、批准人（或技术负责人）签字无效；5．未经书面同意不得复制或作为他用。

6．如对本检测报告有异议或需要说明之处，可在报告发出后15 天内向本检测单位书面提出,本单位将于5日内给予答复。

检测单位：（加盖技术资质专用章、CMA章等，分开或合一均可）地址：邮编：电话：传真：监督电话：联系人：（样式二）（这里提供两种样式，各单位具体执行时可以微调，但信息量只能增加，不得减少，正式报告中须去掉本规定格式中的注释红字）基桩高应变动力试桩法检测报告工程名称：工程地点：委托单位：（盖骑缝章）检测日期：※年※月※日报告编号：合同编号：（可缺省）（技术资质专用章、CMA章等，分开或合一均可）检测单位名称（须与专用章名称统一）※年※月※日※※※※※※※※※※※※工程基桩高应变动力试桩法检测报告检测人员：（含上岗证号）报告编写：（含上岗证号）复核：（含上岗证号）审核：（含上岗证号）批准人（含职务）：（或技术负责人，各单位据质量管理手册自定）声明：1. 本报告涂改、错页、换页、漏页无效；2. 检测单位名称与检测报告专用章名称不符者无效；3. 本报告无我单位相关技术资格证书章无效；4. 本报告无检测、审核、批准人（或技术负责人）签字无效；5．未经书面同意不得复制或作为他用。

高应变检测报告

委托编号：2019-模拟-051计量认证：160302340774资质证号：（冀）建检字第11147号检测报告（高应变检测）工程名称：---*******************2019年9月注意事项1、报告无“检验检测专用章”或检验单位公章无效；2、复制报告未重新加盖“检验检测专用章”或检测单位公章无效；3、报告无报告人、审核、批准签字无效；4、报告涂改和无骑缝章无效；5、对检测签订报告若有异议，应于收到报告之日起十五日内向检测单位提出；6、一般情况，委托检测鉴定，仅对委托项目负责。

高应变试验检测报告批准人：审核人：主检人：绘图人：目录一、工程概况 (5)二、检测内容 (5)三、检测依据 (5)四、检测数量表 (5)五、工程地质概况 (5)六、检测方法简介 (5)七、检测结果分析 (8)八、附图 (10)一、工程概况地基参数：本工程桩桩径800mm，单桩承载力特征值不小于1400kN，混凝土强度C30。

检测方法：高应变法检测设备：基桩动测仪一台，重锤。

检测日期：2019年9月22日二、检测内容：单桩竖向承载力特征值。

三、检测依据1、《建筑基桩检测技术规范》JGJ106-2014；2、设计图纸及相关技术资料。

四、检测数量表五、工程地质概况详见勘察报告六、检测方法简介本次检测采用高应变曲线拟合法，严格依据执行《建筑基桩检测技术规范》（JGJ106-2014）被检测桩均被凿去浮浆及破损部分，露出新鲜密实的混凝土；每根桩两侧经打磨平整处理后各对称布置2传感器。

测试仪器为基桩动测仪，现场检测设备安装祥见所附示意图1。

实测曲线拟合法是利用重锤锤击下测量的桩顶力和速度波形来计算桩侧和桩端阻力分布的一种高应变动测方法。

其计算方法是从一条实测曲线[如V(t)曲线─对加速度曲线积分而求得]出发，通过对桩身各段土阻力和其它动力参数进行设定，然后通过波动理论计算程序，应用行波理论构造迭代格式，将计算的桩顶力波Fc(t)曲线同实测的力波曲线Fm(t)进行反复比较、迭代 (迭代过程中可对人为假定参数进行调整)，使得计算Fc(t)曲线与实测Fm(t)曲线的拟合趋于完善(即拟合因子MQ 达到设置的标准要求)。

高应变动力检测原始记录

高应变动力检测原始记录
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《建通软件》0531-******* 6621330
鲁 JJC-064.4
样品名称样品编号工程名称规格型号桩基类别检测数量检测依据
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高低应变检测报告(英文版)

Pile High-Strain Dynamic (Drop-Weight) Testing and Low-Strain Pile Integrity TestingReport（Final）Project Name：T e s t i n gL o c a t i o n：Testing Time：January 18,2014January 21.2014Project name：Owner ：Investigation：CompanyDesign：CompanyConstruction：CompanyTesting：CompanyThe Main testing Technicist：andCertificate No. Compiled by：Checked by：Review by：Approved by：Explanation：Testing Company：AddressPostal code：Table of Content1．Project Summery (4)2．Principles and Methods of Testing (8)2.1 Low Strain Integrity Testing (8)2.2 High Strain Dynamic Testing (8)3．Equipment (9)4．Test Result (10)4.1 Detection of low strain pile integrity (10)4.2 High strain detection of vertical bearing capacity of a singlepile (12)5．Conclusion (12)Figure: (13)1.Low-strain curve (13)2.High-strain curve (13)3.Foundation pile detection plan (14)1．Project SummeryThe proposed building(structure) divide into Working Area and Equipment Area. Working area mainly include: Fire Emergency Center, Administration Building, Dinning Room, Prayer Room etc.; Equipment area mainly include: Main Substation, Stream&Generating Set, Integrated Pumping station, Waste Disposal Plant, Cooling Water Unit, Packing House, Torch, Synthetic Ammonia Installation, Ammonia Tank, Urea Plant, Urea Bagged Warehouse, Bulk Urea Warehouse etc. Major building(structure)shown in the table below:The detection of the project, using bored pile foundation, and technology of long spiral drilled, the total number of pile is 12, length 18.9m,effective length 18.1m,diameter 500mm,single-pile vertical bearing capacity characteristic value of 1000kN,concrete class C30.Our Company undertake the Engineering Foundation pile detection tasks, use High-Strain Dynamic (Drop-Weight) Testing method to detect the verticalbearing capacity of a single pile which detection number is 5,and use the low-strain method to detect the pile integrity, the amount of which is 10. The testing work began on January 18,2014,completed on January 18,2014. According to drilling report，the stratum consists of plain and miscellaneous fill, Silt , Silty clay, clay etc.,described as below:Layer 0，Miscellaneous fill: variedness，mainly composed of construction waste. Just No.JT2 pore is distributed at preliminary prospecting.Layer 0A，Plain fill:brick red with gray,mainly silty sand,mixed with a little silt.Just No.140 and 144 pore are distributed.Layer 1A0，Silty clay:from brick red to yellowish-brown with gray,mixed with a little silty sand.Soft plastic.High compressibility.Local distribution.Layer 1A1-1,silty sand:brown with gray,mixed with a little silt and a very small amount of clay.From very wed to saturation,loose.High compressibility.Scattered distribution.Layer 1A1,s ilty sand:from brick red to brown-yellowish with gray,mixed with a little silt and a very small amount of clay.From very wed to saturation,from loose to slightly dense.High compressibility.Local distribution.Layer 1A,Silty clay:gray,yellowish-brown,with a little silty sand.Plastic.Medium plastic.Widely distributed.Layer 1A2,s ilt:from yellowish-brown to brick red,mixed with a little clay.Medium dense,from wed to very wed.Medium compressibility.Scattered distribution.Layer 2A0,silt:from yellowish-brown to brown with gray,mixed with a little ofclay.From medium to dense，from wed to very wed.Medium compressibility.Local distribution.Layer 2A,Silty clay:from yellowish-brown to brick red,mixed with a little of clay silt. Frome medium plastic to hard plastic.Medium compressibility.Local distribution.Layer 2A1,silty sand:light brown and yellowish-brown with gray，mixed with a little of clay silt.Medium dense,saturation.Medium compressibility.Widely distributed.Layer 3A,silty sand:gray,yellowish-brown,mixed with a little of clay middle-fine-sand and silt.Dense,saturation.Medium biased toward high compressibility.Widely distributed.Layer 3B,silty sand:gray,yellowish-brown,containing mica,mixed with a little of clay middle-fine-sand and silt.dense,saturation.Medium biased toward high compressibility.Widely distributed.Layer 3B1,Silty clay:from light brown to blue-gray,mixed with a little of clay middle-fine-sand.hard plastic.Medium compressibility.Scattered distribution. Layer 3C,silty sand:from gray to yellowish-brown,containing mica，mixed with a little of clay middle-fine-sand and silt.Dense,saturation.Low compressibility.Widely distributed.Layer 3D,silty sand:from gray to yellowish-brown,containing mica,mixed with a little of clay middle-fine-sand and silt.From slightly dense to medium dense，saturation.Just No.JT1 pore are distributed at preliminary prospecting.Medium compressibility.The physical and mechanical properties of aquifers is provided by the detailed survey report according to”Project Geotechnical Investigation Report”.2．Principles and Methods of Testing2.1 Low-Strain Pile Integrity TestingThe Sonic-Echo test is performed by striking the pile head with a light hammer and measuring the response of the pile with a sensor (accelerometer or geophone velocity transducer) coupled to the pile head. The hammer blow generates a compressive stress wave which is channeled down the pile shaft as a ‘bar-wave’. The latter is partly reflected back towards the pile head by any change in impedance within the pile. These impedance changes can be as a result of changes in pile section, concrete density or shaft-soil properties. The stress wave is transmitted through the pile at velocity, Vb (where Vb is the bar-wave velocity of propagation through the pile material) and the time lapse, t, between the hammer impulse and the arrival of the reflected waves at the pile head from pile tip is a measure of the distance traveled by the stress wave, such that:t = 2L/Vbwhere L represents the distance to the reflecting surface (pile tip in this case). If the value of Vb, is known, or can be estimated within reasonable limits, then will give an estimate of the pile length or the depth to any other reflecting surface within the pile. If the pile length is known, then a comparison can he made between (he length calculated from the test result and the known length, in order to verify that the depth to the reflecting surface is correct2.2 High Strain Dynamic (Drop-Weight) TestingPlace a weight and decoupling device over the pile head. Releasing the decoupling in the experiment,the weight fall free and impact the pile head, generated stress wave spread down along the pile. cause of the soil resistance stress wave is reflected back to the pile head, and change the motion speed ofparticle of the pile. Using the strain and acceleration sensors at a distance of 1.5 to 2 times of the pile diameter record the acceleration and stress wave of pile when the weight fall free. Using pile analyzer curve fitting calculate the bearing capacity that is equivalent to the bearing capacity under static load based on the measured curve below: Assume the pile and the soil mechanics model and model parameters of each unit, using the measurement of velocity or force curve as the input boundary conditions, Numerically solving wave equation, Inverse the force or velocity curve of the pile head. If the calculated curves doesn't match the measured curve, it means that the model and the measured curve is not reasonable, targeted to adjust the model and parameters and then calculated, Until the calculated curve and the measured curve is match and can not be improve easily. At this time, the assumption model and parameters can simulate the static load tests, according to the simulation of static load test, the bearing capacity of the pile can be analysis and calculated.3．EquipmentThe devices used in high strain and low strain dynamic testing are RS-1616K (S)-type pile dynamic testing instrument and its sensors, strain rings and other accessories produced by China Engineering Technology Co., Ltd., Wuhan, and these devices have acquired the national type approval of measuring instruments (CPA: State Bureau of Technical Supervision License No. 96R105-42), and its manufactory obtained the "measuring equipment manufacturing production permission" of the device (CMC: 96 volume of the system Hubei word 01000216-3 No.). These devices, its sensors, strain rings and other measuring are tested and certificated by the Research Institute, the certificate number: force value No. 120202795.The devices and accessories as follows4．Test Result4.1 Low-Strain Pile Integrity TestingThis detection applies low strain dynamic testing method to detect the integrity of these piles. Live recording of the measured signal curves refer to ‘low strain curves of the time domain’.Based on ‘Building pile testing technical specifications’ (JGJ106-2003), the tables of classification and decision which are the results of the detection of integrity of piles by low strain dynamic testing as follow:Table of the integrity classification of pileTable of the integrity decision of pileAccording to the ‘Classification Table of integrity of the piles ‘and ‘Decision Table of integrity of the piles’, the analyzed the live recording of the measured signal curve and the following determing results as follow: The collection table of detection of piles by low strain dynamic testing method4.2 High strain Testing for vertical bearing capacity of a single pileThis project detect 5 piles by using high strain，the hammer is weight 20kN,drop height is 0.5 to 1.0m.On the measurement of test pile and velocity curve is described in the each test piles figures ’Measured Force and the Measured Velocity Curve’。

高应变(公路工程基桩动测报告)

目录一、工程概况 (1)二、地形、地质条件描述 (2)三、受检结构物检测内容 (2)四、检测设备、测试原理及判定标准 (3)五、检测数据、实测与计算分析曲线、汇总结果 (4)六、检测结论 (5)公路工程基桩动测报告一、工程概况受建工集团有限责任公司的委托，公路工程试验检测中心有限公司承担了S301大线和乡至许家乡段改建工程B16合同段的基桩承载能力检测任务，对K18+166.850洪水河大桥的基桩承载能力采用高应变法进行检测。

详见表1。

表1 工程概况二、地形、地质条件描述S301大林线安阳永和乡至许家沟乡段改建工程位于安阳市，市境版图略呈半环形，地势西高东低，属于平原微丘区。

项目区第四系和晚第三系地层总厚度达735米，下伏地层为三叠系，路区被第四系被全新统冲洪积地层广为覆盖。

依据邻近勘探资料，上部为第四系全新统冲洪积，为二元结构明显，即上层以可塑状粉质粘土为主，局部夹粉土和砂土，总厚度变化较大，最厚大于30m，一般10-20米，承载力大于100kPa，无软弱层，工程性质一般。

下层以密实状卵石层为主，夹粉土承载力大于400kPa，其工程性质较好；下部为第四系上更新统冲洪积，以硬塑粉质黏土为主，夹密实粉土，工程性质好。

项目所在地区河流属河海水系。

主要河流有漳河、淇河、卫河及其支流安阳河等，均系季节性河流。

安阳地处内陆，属温带大陆性季风气候。

主要特点是春季温暖多大风，夏季炎热雨集中，秋季凉爽日照长，冬季寒冷少雨雪。

安阳年平均气温为14℃，主要降水季节为4-9月份，集中了年降雨量的80%以上。

设计标准：1、道路等级一级公路；2、设计速度80km∕h；3、设计荷载全线桥梁设计荷载为公路-Ⅰ级；4、地震效应地震动峰值加速度为0.20g；5、设计洪水频率大中桥、小桥和涵洞为1/100。

三、受检结构物检测内容根据委托单位及设计单位的要求，按照合同规定，本次检测的主要项目包括：1、检验单桩竖向抗压承载能力；2、检验桩身完整性及均匀性。

高应变报告

高应变报告网上检索码：资质证号：苏建检字第 D012B 号计量认证号： 2012100393R地基基础工程检测报告工程名称车间二委托单位常州市曙光车业有限公司合同备案号HT3204140053检测方法曲线拟合法报告编号D01220221400001检测机构：江苏赛恩工程技术有限公司（检测专用章）江苏省住房和城乡建设厅监制网上检索码：主要检测仪器设备检测人员机构地址：常州市新北区汉江路368号金城大厦6楼联系电话：85175023 Email：注：1、本报告一式六份，其中委托方四份。

报告不得局部复制，完整复制须加盖检测机构印章。

2、检测合同备案号由江苏省地基基础工程检测管理信息系统自动生成。

3、对本报告有异议者，应于收到报告之日起15日内向检测机构书面提出，检测机构应于5个工作日内答复。

一、一般概况表1方桩应为桩横截面尺寸，管桩应加壁厚二、工程地质概况:该工程的地质勘察工作由江苏常州地质工程勘察院承担。

摘自该单位提交的《常州市曙光车业有限公司车间一、二岩土工程勘察报告》（工程编号：CGK2013077），各土层的工程特性指标值见表1，工程地质剖面图附后。

表１7-7'工程地质剖面图8-8'工程地质剖面图9-9'工程地质剖面图三、受检桩的桩号、桩位和相关施工记录:该工程共进行10根高应变动测。

检测桩施工记录汇总见下表3。

表3四、试验设备:本次试验采用RS-1616KS型桩基动测分析系统。

该系统由便携计算机、信号采集放大系统、应变式力传感器、内装放大式压电加速度传感器、电缆等组成。

(本系统于2014年3月由桩基动态测量仪器计量站标定合格)试验严格按照中华人民共和国行业标准《建筑基桩检测技术规范》(JGJ106-2003 J256-2003)有关规定进行。

本次试验采用30kN自由落锤。

RS-1616KS型桩基动测分析系统设备名称及技术指标见下表。

试桩锤击自由落距:五、测试方法、原理及分析：试验方法：波形拟合法，确定单桩极限承载力试验依据中华人民共和国行业标准《建筑基桩检测技术规范》(JGJ106 -2003 J256-2003)进行。

检测资质审查用表高应变

核查记录（地-5）检测机构：日期：检测项目：高应变法本项目从档案目录中随机抽取连续编号的检测原始资料及报告不少于3份，报告编号（代码、年号、尾号）：序号核查内容核查要点核查结果存在问题简述1检测方法★是否具备计量认证资质□符合□不符合2执行检测标现行有效★《深圳市建筑基桩检测规程》SJG09、《建筑地基基础检测规范》DBJ15-60、其它□符合□不符合3试验仪器设备计量、核查有效★1、进行承载力检测时，锤重应大于单桩竖向抗压承载力特征值的2.0%~3.0%，桩长大于30m或混凝土桩的桩径大于600mm时取高值□符合□不符合2、仅用于判定大直径混凝土灌注桩桩身完整性，锤的重量应大于单桩竖向抗压承载力特征值的0.3%且大于20kN。

□符合□不符合★3、重锤应材质均匀、形状对称、锤底平整，高径（宽）比不得小于1，并采用铸铁或铸钢制作。

当采取自由落锤安装加速度传感器的方式实测锤击力时，重锤应整体铸造，且高径（宽）比应在1.0~1.5范围内。

□符合□不符合☆4、符合高应变技术规定要求（即符合《基桩动测仪》JG/T158中规定的二级标准）的试桩仪器至少2套，可正常使用的应力传感器和加速度传感器各4个以上。

S1级精度的精密水准仪一台；整体式重锤重量小于或等于50kN、大于50kN的至少各一个，并配套的锤架、脱钩装置；计算机以及拟合法、CASE法分析软件等其它配套设备□符合□不符合☆5、基桩动测仪和重锤的使用记录是否真实，不存在同一时间不同地点使用现象□符合□不符合序号核查内容核查要点核查结果存在问题简述4检测数据★1、实测数据文件与每根桩对应□符合□不符合★2、数据文件应有测试时间等详细信息□符合□不符合5数据分析与判定★1、力曲线无明显未归零□符合□不符合☆2、四通道信号齐全（2力、2加速度）□符合□不符合3、阻尼系数Jc取值合理□符合□不符合4、实测曲线拟合法的数量为100%。

□符合□不符合☆5、实测的力和速度信号第一峰值起始比例失调时，不得进行比例调整□符合□不符合6、是否依据规范对采集到有效测试信号的每根桩给出单桩竖向抗压承载力与完整性类别评判□符合□不符合6检测报告★1、有实测的力与速度信号曲线，和受检桩一一对应□符合□不符合☆2、有主要的岩土工程勘察资料，工程桩的设计与施工信息、桩位平面图□符合□不符合3、有明确的检测仪器设备名称、型号或编号等信息□符合□不符合★4、有锤重记录□符合□不符合★5、有正确、规范的检测结论。

109、统表C02-69基桩高应变法检测报告

实测单桩竖向抗压极限承载力（kN）
锤重（kN）
贯入度（mm）
实测单桩竖向抗压承载力特征值（kN）
施工日期
检测日期
年月
日年月
日年月
日年月
日年月
日
年月日年月日年月日年月日年月日
检测结果
备注
检测单位地址检测单位：（盖章）
批准：
审核：
联系电话检测：
年月日
统表C02-69
基桩高应变法检测报告
工程名称：方案检测单位
工程地点
编号： 001
合同编号
检测编号
委托单位
建设单位ቤተ መጻሕፍቲ ባይዱ
设计单位
勘测单位
施工单位监理单位桩型总桩数
结构型式
设计桩端持力层
设计单桩竖向抗压承载
力特征值（kN）
检测桩数及比例（％）
检
测
依
据
桩桩长
号
(m)
检测依据
桩径 (mm)
扩大头直径（mm）

高低应变检测报告(英文版).doc

Pile High-Strain Dynamic (Drop-Weight) Testing and Low-Strain Pile Integrity TestingReport（Final）Project Name：Testing Location：Testing Time：January 18,2014January 21.2014Project name ：Owner ：Investigation：CompanyDesign：CompanyConstruction：CompanyTesting：CompanyThe Main testing：Technicist and Certificate No.Compiled by ：Checked by ：Review by ：Approved by ：Explanation ：Testing Company：AddressPostal code ：Table of Content1．Project Summery (4)2．Principles and Methods of Testing (6)2.1 Low Strain Integrity Testing (6)2.2 High Strain Dynamic Testing (6)3．Equipment (7)4．Test Result (8)4.1 Detection of low strain pile integrity (8)4.2 High strain detection of vertical bearing capacity of a single pile (9)5．Conclusion (10)Figure: (11)1.Low-strain curve (11)2.High-strain curve (13)3.Foundation pile detection plan (18)1．Project SummeryThe proposed building(structure) divide into Working Area and Equipment Area. Working area mainly include: Fire Emergency Center, Administration Building, Dinning Room, Prayer Room etc.; Equipment area mainly include: Main Substation, Stream&Generating Set, Integrated Pumping station, Waste Disposal Plant, Cooling Water Unit, Packing House, Torch, Synthetic Ammonia Installation, Ammonia Tank, Urea Plant, Urea Bagged Warehouse, Bulk Urea Warehouse etc. Major building(structure)shown in the table below:The detection of the project, using bored pile foundation, and technology of long spiraldrilled, the total number of pile is 12, length 18.9m,effective length 18.1m,diameter 500mm,single-pile vertical bearing capacity characteristic value of 1000kN,concrete class C30.Our Company undertake the Engineering Foundation pile detection tasks, use High-Strain Dynamic (Drop-Weight) Testing method to detect the vertical bearing capacity of a single pile which detection number is 5,and use the low-strain method to detect the pile integrity, the amount of which is 10. The testing work began on January 18,2014,completed on January 18,2014.According to drilling report，the stratum consists of plain and miscellaneous fill, Silt , Silty clay, clay etc.,described as below:Layer 0，Miscellaneous fill: variedness，mainly composed of construction waste. Just No.JT2 pore is distributed at preliminary prospecting.Layer 0A，Plain fill:brick red with gray,mainly silty sand,mixed with a little silt.Just No.140 and 144 pore are distributed.Layer 1A0，Silty clay:from brick red to yellowish-brown with gray,mixed with a little silty sand.Soft plastic.High compressibility.Local distribution.Layer 1A1-1,silty sand:brown with gray,mixed with a little silt and a very small amount of clay.From very wed to saturation,loose.High compressibility.Scattered distribution.Layer 1A1,s ilty sand:from brick red to brown-yellowish with gray,mixed with a little silt and a very small amount of clay.From very wed to saturation,from loose to slightly dense.High compressibility.Local distribution.Layer 1A,Silty clay:gray,yellowish-brown,with a little silty sand.Plastic.Medium plastic.Widely distributed.Layer 1A2,s ilt:from yellowish-brown to brick red,mixed with a little clay.Medium dense,from wed to very wed.Medium compressibility.Scattered distribution.Layer 2A0,silt:from yellowish-brown to brown with gray,mixed with a little of clay.From medium to dense，from wed to very wed.Medium compressibility.Local distribution.Layer 2A,Silty clay:from yellowish-brown to brick red,mixed with a little of clay silt. Frome medium plastic to hard plastic.Medium compressibility.Local distribution.Layer 2A1,silty sand:light brown and yellowish-brown with gray，mixed with a little of clay silt.Medium dense,saturation.Medium compressibility.Widely distributed.Layer 3A,silty sand:gray,yellowish-brown,mixed with a little of clay middle-fine-sand and silt.Dense,saturation.Medium biased toward high compressibility.Widely distributed.Layer 3B,silty sand:gray,yellowish-brown,containing mica,mixed with a little of clay middle-fine-sand and silt.dense,saturation.Medium biased toward high compressibility.Widely distributed.Layer 3B1,Silty clay:from light brown to blue-gray,mixed with a little of clay middle-fine-sand.hard plastic.Medium compressibility.Scattered distribution.Layer 3C,silty sand:from gray to yellowish-brown,containing mica，mixed with a little of clay middle-fine-sand and silt.Dense,saturation.Low compressibility.Widely distributed. Layer 3D,silty sand:from gray to yellowish-brown,containing mica,mixed with a little of clay middle-fine-sand and silt.From slightly dense to medium dense，saturation.Just No.JT1 pore are distributed at preliminary prospecting.Medium compressibility.The physical and mechanical properties of aquifers is provided by the detailed survey report according to” Project Geotechnical Investigation Report”.2．Principles and Methods of Testing2.1 Low-Strain Pile Integrity TestingThe Sonic-Echo test is performed by striking the pile head with a light hammer and measuring the response of the pile with a sensor (accelerometer or geophone velocity transducer) coupled to the pile head. The hammer blow generates a compressive stress wave which is channeled down the pile shaft as a ‘bar-wave’. The latter is partly reflected back towards the pile head by any change in impedance within the pile. These impedance changes can be as a result of changes in pile section, concrete density or shaft-soil properties. The stress wave is transmitted through the pile at velocity, Vb (where Vb is the bar-wave velocity of propagation through the pile material) and the time lapse, t, between the hammer impulse and the arrival of the reflected waves at the pile head from pile tip is a measure of the distance traveled by the stress wave, such that:t = 2L/Vbwhere L represents the distance to the reflecting surface (pile tip in this case). If the value of Vb, is known, or can be estimated within reasonable limits, then will give an estimate of the pile length or the depth to any other reflecting surface within the pile. If the pile length is known, then a comparison can he made between (he length calculated from the test result and the known length, in order to verify that the depth to the reflecting surface is correct2.2 High Strain Dynamic (Drop-Weight) TestingPlace a weight and decoupling device over the pile head. Releasing the decoupling in the experiment,the weight fall free and impact the pile head, generated stress wave spread down along the pile. cause of the soil resistance stress wave is reflected back to the pile head, and change the motion speed of particle of the pile. Using the strain and acceleration sensors at a distance of 1.5 to 2 times of the pile diameter record the acceleration and stress wave of pile when the weight fall free. Using pile analyzer curve fitting calculate the bearing capacity that is equivalent to the bearing capacity under static load based on the measured curve below: Assume the pile and the soil mechanics model and model parameters of each unit, using the measurement of velocity or force curve as the input boundary conditions, Numerically solving wave equation, Inverse the force or velocity curve of the pile head. If the calculated curvesdoesn't match the measured curve, it means that the model and the measured curve is not reasonable, targeted to adjust the model and parameters and then calculated, Until the calculated curve and the measured curve is match and can not be improve easily. At this time, the assumption model and parameters can simulate the static load tests, according to the simulation of static load test, the bearing capacity of the pile can be analysis and calculated.3．EquipmentThe devices used in high strain and low strain dynamic testing are RS-1616K (S)-type pile dynamic testing instrument and its sensors, strain rings and other accessories produced by China Engineering Technology Co., Ltd., Wuhan, and these devices have acquired the national type approval of measuring instruments (CPA: State Bureau of Technical Supervision License No. 96R105-42), and its manufactory obtained the "measuring equipment manufacturing production permission" of the device (CMC: 96 volume of the system Hubei word 01000216-3 No.). These devices, its sensors, strain rings and other measuring are tested and certificated by the Research Institute, the certificate number: force value No. 120202795.The devices and accessories as follows1、RS-1616K（P）dynamic test of piled foundation instrument 1 set2、Strain-Measurement Sensor 23、Piezoelectric Accelerometer 24、High Strain Adapter 14．Test Result4.1 Low-Strain Pile Integrity TestingThis detection applies low strain dynamic testing method to detect the integrity of these piles. Live recording of the measured signal curves refer to ‘low strain curves of the time domain’.Based on ‘Building pile testing technical specifications’(JGJ106-2003), the tables of classification and decision which are the results of the detection of integrity of piles by low strain dynamic testing as follow:Table of the integrity classification of pileTable of the integrity decision of pileAccording to the ‘Classification Table of integrity of the piles ‘and ‘Decision Table of integrity of the piles’, the analyzed the live recording of the measured signal curve and the following determing results as follow:The collection table of detection of piles by low strain dynamic testing method4.2 High strain Testing for vertical bearing capacity of a single pileThis project detect 5 piles by using high strain，the hammer is weight 20kN,drop height is 0.5 to 1.0m.On the measurement of test pile and velocity curve is described in the each test piles figures ’Measured Force and the Measured Velocity Curve’。

基桩高应变法检测报告

基桩高应变法检测报告
1、检测目的
本次检测旨在评估基桩在不同荷载下的承载能力以及桩身的变形情况，为工程建设提供参考依据。

2、检测方法
采用基桩高应变法进行检测，即利用应变计对基桩桩身进行应变测量，通过分析应变值的大小和分布来评估基桩的稳定性和变形情况。

3、检测步骤
（1）选择测试桩进行检测，并在桩身上布置应变计。

（2）接通应变计测量系统，记录基桩在不同荷载作用下的应变值。

（3）根据应变值的变化情况，评估基桩在不同荷载下的承载能力以
及桩身的变形情况。

4、检测结果
经过实际检测和数据分析，得到以下结果：
（1）基桩的承载能力符合设计要求，剩余承载能力较大，满足工程
使用要求。

（2）基桩的应变分布均匀，未发现明显的异常情况，表明桩身无明
显的变形和破坏。

（3）基桩在不同荷载下的应变响应符合预期，验证了设计参数和施
工质量的可靠性。

5、问题与建议
根据实际检测情况，对该工程的一些问题提出以下建议：
（1）建议在后续施工中保持施工质量，确保桩身的稳定性和承载能力。

（2）建议定期进行基桩的检测和监测，及时发现问题并采取相应措施。

（3）建议根据实测数据进行合理的调整和优化设计方案，以提高工程的整体效益。

6、总结
基桩高应变法是一种有效的基础工程质量检测方法，通过对基桩进行应变测量可以评估其承载能力和变形情况。

本次检测结果表明，在不同荷载下，基桩的承载能力和应变响应均符合设计要求，验证了设计和施工的可靠性。

最后，建议在后续工程中加强施工质量管理和监测工作，以确保工程的安全性和可靠性。

高应变检测报告

基桩高应变法检测报告工程名称：***工程地点：***委托单位：***检测日期：2015年7月14日~11月6日报告总页数：126页（含此页）报告编号：******二0一五年十二月十日***基桩高应变法检测报告现场检测人员：报告编写：校核：审核：批准：声明:1.本检测报告涂改、换页无效。

2.如对本检测报告有异议，可在报告发出后15天内向本检测单位书面提请复议。

3.***。

4.本报告部分复印无效。

二0一五年十二月十日地址：***邮政编码：***电话：***工程概况表目的是检测桩的竖向承载力和桩身结构完整性。

根据国家、省的有关规范、规程及规定，经与有关单位协商，确定本次共检测8根工程桩。

现将检测结果报告如下：一、检测仪器设备、基本原理和标准1、仪器设备本次试验采用武汉岩海公司生产的RS-1616K（S）基桩动测仪。

检测仪器设备及现场联接如图1。

2、基本原理高应变动力试桩的基本原理：用重锤冲击桩顶，使桩—土产生足够的相对位移，以充分激发桩周土阻力和桩端支承力，通过安装在桩顶以下桩身两侧的力和加速度传感器接收桩的应力波信号，应用应力波理论分析处理力和速度时程曲线，从而判定桩的承载力和评价桩身质量完整性。

假设桩为一维线弹性杆，测点下桩长为Ｌ，横截面积为Ａ，桩材弹性模量为E，桩材质量密度为ρ，桩身内应力波传播速度（俗称弹性波速）为C（C2=E/ρ），广义波阻抗或桩身截面力学阻抗为Z=AρC；其桩身应力应变关系可写为：假设土阻力是由静阻力和动阻力两部分组成：推导可得桩的一维波动方程：分析方法采用Case法和实测曲线拟合法：记冲击速度峰对应时间为t1,t2=t1+2L/C为桩底反射对应时间，根据实测的力、速度曲线F(t)、V(t)推导可得case法判定桩的承载力的计算公式为：对于等截面桩，桩顶下第一个缺陷对应的完整性系数由下式计算其中:R x---缺陷点X以上的桩周土阻力；缺陷位置可根据缺陷反射波的对应时间t x由下式确定:实测曲线拟合法采用了较复杂的桩－土力学模型，选择实测力或速度或上行波作为边界条件进行拟合，拟合完成时计算曲线应与实测曲线基本吻合，桩侧土摩阻力应与地质资料基本相符，贯入度的计算值应与实测值基本吻合，从而获得桩的竖向承载力和桩身完整性。

高应变检测报告

受控编号：工程质量检测报告工程名称：检测代码及项目：检测单位名称委托单位:建设单位:勘察单位:设计单位:施工单位:监理单位:检测单位:声明1、本报告无检验检测报告专用章及其骑缝章无效；2、本报告无检测、审核、批准人签名无效；3、本报告涂改、增删无效；4、报告复印页数不全、未加盖检验检测报告专用章无效；5、对本报告若有异议，应于收到报告之日起十五日内向本检测单位提出。

检测单位资质证书编号：检测单位地址：邮政编码：电话：目录1 工程概况 (4)2 检测概述 (5)3 检测结果与分析判定 (6)4 结论附表1高应变试桩结果汇总表 (8)附图1高应变实测曲线拟合法结果、荷载传递曲线 (9)附图2抽检桩平面位置示意图 (10)附图3现场检测影像资料 (10)附件1工程质量现场检测见证确认表1工程概况工程概况见表1。

2 检测概述2.1检测目的及方法采用高应变法，检测单桩竖向抗压承载力,判定桩身完整性类别。

2.2检测依据1 设计图纸、岩土工程勘察报告及相关施工记录；2 经各方确认的检测方案；3 《建筑基桩检测技术规范》（JGJ 106－2014）。

2.3检测仪器设备所用仪器设备均在检定/校准有效期内，仪器设备如表2.1所示。

高应变动力试桩是用重锤给桩顶一竖向冲击荷载，距桩顶一定距离桩两侧对称安装力和加速度传感器，量测力和桩、土系统响应信号，从而计算分析桩身结构完整性和单桩竖向承载力。

将应变传感器和加速度传感器各两只分别对称安装在距桩顶以下桩身两侧1～2倍桩的直径或边长的垂直距离，传感器的中心位于同一水平线上。

安装调试仪器设备，检查确认整个测试系统处于正常状态，调整锤的落点以桩身中心距相垂直，锤击桩顶进行激发，在锤击力的作用下使桩、土之间产生相对位移，使桩侧阻力充分发挥，端阻力也被激发。

通过传感器量测桩顶力和速度时程波形，由高应变动测仪采集信号，由屏幕显示实测波形进行监视分析、数据处理(故障判断、双边平均、加速度积分及凯司法计算等)后存入磁盘。