CN113089735A - Nondestructive testing method for pile diameter of vibroflotation gravel pile - Google Patents
Nondestructive testing method for pile diameter of vibroflotation gravel pile Download PDFInfo
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- CN113089735A CN113089735A CN202110350912.1A CN202110350912A CN113089735A CN 113089735 A CN113089735 A CN 113089735A CN 202110350912 A CN202110350912 A CN 202110350912A CN 113089735 A CN113089735 A CN 113089735A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Civil Engineering (AREA)
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Abstract
The invention relates to the field of water conservancy and hydropower vibroflotation gravel pile detection methods, in particular to a vibroflotation gravel pile diameter nondestructive detection method which can complete vibroflotation gravel pile diameter detection by avoiding the excavation detection of vibroflotation gravel piles, and comprises the following steps: a. mixing a tracer into a pile body mixed filler to form a mixture before a vibroflotation gravel pile construction filler to be detected; b. alternately performing construction filling between the mixture and the common pile body filling, and finally forming at least two mixture filling layers formed by the mixture of the tracer and the mixed pile body filling; c. after the construction of the whole vibroflotation gravel pile is finished, detecting the tracers in at least two layers of mixture packing layers in the vibroflotation gravel pile by using a ground penetrating radar, and obtaining the pile diameter of the vibroflotation gravel pile after the tracers in the mixture packing layers are reflected. The invention is particularly suitable for the quality detection of the vibro-replacement gravel pile.
Description
Technical Field
The invention relates to the field of water conservancy and hydropower vibroflotation gravel pile detection methods, in particular to a nondestructive detection method for the pile diameter of a vibroflotation gravel pile.
Background
With the adjustment of national energy structures, the development of hydropower comes along with new development opportunities, especially in the deep mountain valley in the southwest region. However, due to the restriction of environmental conditions, the power station is mostly built on a deep covering layer, and the traditional excavation means has poor economy of foundation treatment, so that the foundation is mostly reinforced by vibro-replacement gravel piles. The quality detection of the vibroflotation gravel pile is the key for evaluating the foundation treatment effect and mainly comprises the bearing characteristic, the pile diameter and the like. The detection method of the vibroflotation gravel pile mainly comprises a bearing characteristic detection method such as an inter-pile soil penetration test, a single-pile static load test and a composite foundation load test, and the method can not be used for quickly and effectively detecting key indexes such as pile diameter and the like except excavation.
Disclosure of Invention
The invention aims to solve the technical problem of providing a nondestructive testing method for the pile diameter of a vibroflotation gravel pile, which can complete the pile diameter testing of the vibroflotation gravel pile by avoiding the excavation testing of the vibroflotation gravel pile.
The technical scheme adopted by the invention for solving the technical problems is as follows: the nondestructive testing method for the pile diameter of the vibroflotation gravel pile comprises the following steps: a. mixing a tracer into a pile body mixed filler to form a mixture before a vibroflotation gravel pile construction filler to be detected; b. alternately performing construction filling between the mixture and the common pile body filling, and finally forming at least two mixture filling layers formed by the mixture of the tracer and the mixed pile body filling; c. after the construction of the whole vibroflotation gravel pile is finished, detecting the tracers in at least two layers of mixture packing layers in the vibroflotation gravel pile by using a ground penetrating radar, and obtaining the pile diameter of the vibroflotation gravel pile after the tracers in the mixture packing layers are reflected.
Furthermore, in step c, at least two detection points of the ground penetrating radar are provided.
Further, the mixture formed by the tracer and the pile body mixed filler is gathered in a set area of the vibro-replacement gravel pile through vibro-replacement.
Further, in the step a, the vibro-replacement stone column is arranged along the vertical direction.
Further, in step c, a ground penetrating radar is arranged on the top surface of the vibroflotation gravel pile.
Further, the ground penetrating radar is a vehicle-mounted ground penetrating radar.
Further, in the step a, the tracer and the pile body bottom filler are uniformly mixed in a mixing mode, namely a stirring method.
Further, the mixing method is batch production through a mixing station.
The invention has the beneficial effects that: in practical use, the tracer is mixed into the pile body mixed filler to form a mixture, and at least two layers of mixture filler layers formed by the mixture of the tracer and the pile body mixed filler are finally formed, so that a detection reference is provided for the detection and determination of the reflection distance of the tracer by the ground penetrating radar, on the basis, the pile diameter of the vibro-replacement stone pile is accurately judged through the spatial modeling of the reflection distance, and the parameter of the pile diameter of the vibro-replacement stone pile is finally obtained. Due to the innovation of the detection method, the reflected wave signals of the pile body under the method are clear and obvious, the pile diameter of the vibro-replacement gravel pile can be effectively determined, meanwhile, the operation and implementation are simple and convenient, the field construction progress is not influenced, the method is low in cost, and the method can be widely applied to engineering practice. The invention is particularly suitable for the quality detection of the vibro-replacement gravel pile.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a schematic diagram of the ground penetrating radar of the present invention detecting at two detection points.
Labeled as: the method comprises the following steps of tracer 1, pile body mixed filler 2, ground penetrating radar 3, reflected wave direction 4, vibroflotation gravel pile 5 and pile body common filler 6.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The nondestructive testing method for the pile diameter of the vibro-replacement gravel pile shown in fig. 1 and 2 comprises the following steps: a. before filling is constructed on a vibroflotation gravel pile 5 to be detected, a tracer 1 is mixed into a pile body mixed filling 2 to form a mixture; b. alternately performing construction filling between the mixture and the pile body common filling 6, and finally forming at least two mixture filling layers formed by the mixture of the tracer 1 and the pile body mixed filling 2; c. after the whole vibroflotation gravel pile 5 is filled, detecting the tracer 1 in at least two mixture packing layers in the vibroflotation gravel pile 5 by using the ground penetrating radar 3, and obtaining the pile diameter of the vibroflotation gravel pile 5 after the tracer 1 in the mixture packing layers is reflected.
According to the method, the pile diameter of the vibroflotation gravel pile is effectively determined by the principle that the ground penetrating radar 3 receives and processes the tracer reflection signals in the pile body, the excavation of the vibroflotation gravel pile in the traditional pile diameter detection method is avoided, and the problems of complexity, low efficiency and high cost of the existing pile diameter detection are solved. Specifically, before the construction of the vibroflotation gravel pile 5 to be detected, the tracer 1 is mixed into the pile body mixed filler 2 according to a certain proportion, preferably under the vibroflotation action, the mixture of the tracer 1 and the pile body mixed filler 2 is gathered in a certain range of the pile body, wherein for the convenience of pile diameter detection, at least two layers of mixture filler layers formed by the mixture of the tracer 1 and the pile body mixed filler 2 are preferably formed finally. During specific construction, the construction of the mixture packing layer and the construction of the common pile body packing 6 are carried out in layers. After the whole vibroflotation gravel pile 5 is finished, the vibroflotation gravel pile 5 is detected by adopting the ground penetrating radar 3. Because the tracer 1 has strong reflectivity to radar waves of the ground penetrating radar 3, the tracer gathered in the set range of the pile body can generate strong reflected waves which are displayed on a ground penetrating radar monitoring screen, and finally the numerical value of the pile diameter is obtained. The tracer 1 has strong radar wave reflection performance, the electrical property of the tracer is different from that of a pile body filler and a surrounding soil body, the tracer material with larger particles is preferably adopted, the occlusion effect of the tracer material and the filler is enhanced, and the influence on the accuracy of pile diameter detection caused by extrusion in the vibroflotation process is avoided.
Meanwhile, as shown in fig. 2, the ground penetrating radar can be moved, that is, at least two detection points of the ground penetrating radar 3 are detected for many times, and a space coordinate system is established according to the detection points, so that the range of the pile body of the vibroflotation pile can be further accurately determined, and the effective pile diameter of the vibroflotation pile can be judged. Generally, in order to make the mixture gather in the set area range better, the mixture composed of the tracer 1 and the pile body mixed filler 2 is preferably gathered in the set area of the vibro-replacement stone column 5 by vibro-replacement.
In combination with practice, in order to ensure that the tracer 1 is better gathered in the vibro-replacement stone column 5 downward along the vertical direction, on the premise of ensuring design requirements, in step a, it is preferable that the vibro-replacement stone column 5 is arranged along the vertical direction. In addition, in the preferable step c, the ground penetrating radar 3 is arranged on the top surface of the vibroflotation gravel pile 5, so that the detection can be completed more accurately and more conveniently.
In order to facilitate the rapid conversion of the construction surface and perform rapid analysis and judgment on the signal reflected by the tracer 1, the ground penetrating radar 3 is preferably a vehicle-mounted ground penetrating radar capable of moving rapidly. In order to ensure that the tracer 1 and the pile body filler are uniformly mixed, preferably, in the step a, the uniform mixing mode between the tracer 1 and the pile body bottom filler 2 is a mixing method. In order to achieve mixing in large batches, it is preferred that the mixing process be mass produced by a mixing station.
Claims (8)
1. The nondestructive testing method for the pile diameter of the vibroflotation gravel pile is characterized by comprising the following steps:
a. before filling is constructed on a vibro-replacement gravel pile (5) to be detected, a tracer (1) is mixed into a pile body mixed filling (2) to form a mixture;
b. construction filling is alternately carried out between the mixture and the pile body common filling (6), and at least two mixture filling layers formed by the mixture of the tracer (1) and the pile body mixed filling (2) are finally formed;
c. after the construction of the whole vibroflotation gravel pile (5) is filled, detecting the tracer (1) in at least two layers of mixture filling layers in the vibroflotation gravel pile (5) by using a ground penetrating radar (3), and obtaining the pile diameter of the vibroflotation gravel pile (5) after the reflection wave of the tracer (1) in the mixture filling layers is obtained.
2. The nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1, characterized in that: in the step c, at least two detection points of the ground penetrating radar (3) are provided.
3. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: gathering a mixture consisting of the tracer (1) and the pile body mixed filler (2) in a set area of the vibro-replacement gravel pile (5) through vibro-replacement.
4. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: in the step a, the vibro-replacement gravel pile (5) is arranged along the vertical direction.
5. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: in the step c, the ground penetrating radar (3) is arranged on the top surface of the vibroflotation gravel pile (5).
6. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: the ground penetrating radar (3) is a vehicle-mounted ground penetrating radar.
7. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: in the step a, a mixing mode for uniformly mixing the tracer (1) and the pile body bottom filler (2) is a stirring method.
8. A nondestructive testing method for the pile diameter of a vibro-replacement stone pile as claimed in claim 1 or 2, characterized in that: the mixing method is batch production through a mixing station.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110350912.1A CN113089735A (en) | 2021-03-31 | 2021-03-31 | Nondestructive testing method for pile diameter of vibroflotation gravel pile |
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| CN202110350912.1A CN113089735A (en) | 2021-03-31 | 2021-03-31 | Nondestructive testing method for pile diameter of vibroflotation gravel pile |
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| CN113089735A true CN113089735A (en) | 2021-07-09 |
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| CN202110350912.1A Pending CN113089735A (en) | 2021-03-31 | 2021-03-31 | Nondestructive testing method for pile diameter of vibroflotation gravel pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114277768A (en) * | 2022-01-27 | 2022-04-05 | 北京宏创天业建设工程有限公司 | Method for excavating cross section of vibroflotation gravel pile body |
Citations (5)
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| JPH05247920A (en) * | 1992-03-07 | 1993-09-24 | B & H Lab:Kk | Method and equipment for measuring underground construction |
| US20060102345A1 (en) * | 2004-10-04 | 2006-05-18 | Mccarthy Scott M | Method of estimating fracture geometry, compositions and articles used for the same |
| JP2009092444A (en) * | 2007-10-05 | 2009-04-30 | Tokyo Soil Research Co Ltd | Method and device for measuring pile shape |
| CN102944195A (en) * | 2012-11-28 | 2013-02-27 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for detecting depth of crack |
| CN103266638B (en) * | 2013-06-14 | 2016-03-16 | 江苏方建工程质量鉴定检测有限公司 | A kind of detection method of underground concrete diaphragm wall breakthrough position |
-
2021
- 2021-03-31 CN CN202110350912.1A patent/CN113089735A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05247920A (en) * | 1992-03-07 | 1993-09-24 | B & H Lab:Kk | Method and equipment for measuring underground construction |
| US20060102345A1 (en) * | 2004-10-04 | 2006-05-18 | Mccarthy Scott M | Method of estimating fracture geometry, compositions and articles used for the same |
| JP2009092444A (en) * | 2007-10-05 | 2009-04-30 | Tokyo Soil Research Co Ltd | Method and device for measuring pile shape |
| CN102944195A (en) * | 2012-11-28 | 2013-02-27 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for detecting depth of crack |
| CN103266638B (en) * | 2013-06-14 | 2016-03-16 | 江苏方建工程质量鉴定检测有限公司 | A kind of detection method of underground concrete diaphragm wall breakthrough position |
Non-Patent Citations (1)
| Title |
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| 孙宝等: "探地雷达在碎石桩检测中的应用", 《河北农业大学学报》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114277768A (en) * | 2022-01-27 | 2022-04-05 | 北京宏创天业建设工程有限公司 | Method for excavating cross section of vibroflotation gravel pile body |
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