CN110735452B - Method for detecting integrity and defects of pile foundation of building engineering - Google Patents
Method for detecting integrity and defects of pile foundation of building engineering Download PDFInfo
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- CN110735452B CN110735452B CN201911026341.5A CN201911026341A CN110735452B CN 110735452 B CN110735452 B CN 110735452B CN 201911026341 A CN201911026341 A CN 201911026341A CN 110735452 B CN110735452 B CN 110735452B
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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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Abstract
A method for detecting integrity and defects of a building engineering pile foundation includes detecting waves in a sounding hole after pile sides of a plurality of pile foundations to be detected are drilled, generating time-depth signal graphs of all pile foundations according to signals of different depths, correcting the time-depth signal graphs according to detection signals of the complete pile foundations, and determining integrity and defects of the pile foundations according to the corrected time-depth signal graphs, so that influences of ground soil layer nonuniformity on pile foundation detection are eliminated. The method for detecting the integrity and the defects of the building engineering pile foundation is suitable for detecting the building engineering pile foundation at the non-free end of the pile top, has the characteristics of no damage to the pile foundation, simplicity, convenience and the like, and can reduce the detection cost and improve the detection efficiency.
Description
Technical Field
The invention relates to the technical field of building engineering detection, in particular to a method for detecting integrity and defects of a building engineering pile foundation.
Background
The pile foundation engineering is the foundation for the development of the building engineering, exists at the bottom of the building, can not be seen by naked eyes, but plays an important role in the whole building engineering, and because the pile foundation engineering has the characteristics of specialty and concealment, the quality of the pile foundation influences the quality of the whole engineering, and the high-quality pile foundation engineering is beneficial to scientific and strict pile foundation detection, so that the pile foundation detection can not be replaced for the effect of the building engineering.
The low strain method generates stress waves by exciting the pile top, reflected waves are generated when the stress waves meet the pile bottom or discontinuous interfaces, a single speed sensor is adopted to receive reflected wave signals, and the integrity of the pile foundation is judged by detecting and analyzing the characteristics of the reflected waves. The low strain method has the characteristics of high detection speed and low cost, can better detect the integrity of the existing building foundation pile, but is only suitable for detecting the pile body under the free condition of the pile top, and cannot be suitable for the pile foundation with the upper structure.
The sound wave transmission method is one of the common methods for detecting the integrity of the pile body of the concrete pile by using the sound wave transmission principle. The sound wave transmission method transmits specific sound waves to a concrete medium in an artificial excitation mode, when the sound waves encounter defects (such as cracks, poor compactness, mud inclusion, fracture and the like) in a propagation path of the sound waves, the sound waves need to bypass the defects or pass through a medium which is slow in propagation, and phenomena of time delay, speed reduction, obvious weakening, waveform distortion, frequency change, low main frequency and the like occur, so that the integrity of a pile body is detected and the defect degree and position of the pile body are judged by observing and analyzing the variation characteristics of the speed, amplitude, frequency and the like of the sound waves propagating in the concrete medium. The acoustic transmission method has the advantages that the accuracy is high, the exact position and size of the defects of the pile body of the building can be quantified and analyzed, but the acoustic transmission method is only suitable for the concrete cast-in-place pile with the embedded acoustic pipe, not only is the construction inconvenient, but also the cost is increased, and the detection efficiency is low.
A side hole transmission wave method for detecting pile foundation features that a drilled casing is put near the pile foundation to be detected, the casing is closely combined with surrounding soil, a detector detects the P wave generated by knocking the top of pile foundation in the casing, the depth and time signal diagram of P wave head wave reaching different points is drawn, and the length and integrity of pile body can be analyzed by graphic curve to deduce the integrity and defects of pile. The side hole transmission wave method overcomes the difficulty that the detection is influenced by the existing buildings on the pile top, has the characteristics of no damage to the pile foundation, simplicity, convenience and the like, is a novel method which is very suitable for detecting the pile foundation of the existing buildings, and is particularly suitable for detecting the pile foundation of the existing buildings at the non-free end of the pile top. In the prior art, the invention patents of CN201610022647.3 of the research institute of building science of Sichuan province and CN201510072408.1 of the institute of highway science of the department of transportation disclose methods for detecting the quality and integrity of a pile foundation by a side-hole transmission wave method.
In the side-hole transmission wave method, the stress wave generated at the top of the pile foundation needs to pass through the pile body and the underground soil layer and then reach the detector, the detection foundation is that the underground soil layer is a uniform soil layer, if the underground soil layer is unevenly layered with large impedance difference, the shortest propagation path and time of the stress wave are different at the junction between different soil layers and soil layers due to different propagation speeds of the stress wave in different soil layers, so that the time difference caused by different soil layers exists in the first wave time detected by the detector, and the slope inflection point possibly occurs in a time-depth signal diagram, thereby giving out an error detection result.
In order to solve the above problems, CN2018010362882.4 and CN201810451492.4 propose an improved pile foundation detection method, in which a time-depth signal map is generated by using the difference between the head wave time of the pile foundation and the detection time of a differential sensor by arranging a differential measurement column with the differential sensor beside the detected pile foundation, thereby eliminating the influence of ground soil layer unevenness. However, in the detection method, a differential measurement column needs to be arranged for each detection pile foundation, so that construction is inconvenient and cost is increased.
Disclosure of Invention
The invention aims to provide a method for detecting the integrity and the defects of a building engineering pile foundation, which can eliminate the influence of uneven ground soil layers under the condition of not arranging a differential measuring column, thereby reducing the detection cost and improving the detection efficiency.
The invention provides a method for detecting the integrity and the defects of a building engineering pile foundation, which comprises the following steps: (1) respectively drilling holes at the pile sides of a plurality of detection pile foundations, detecting in the sounding holes, and generating a time-depth signal diagram of each pile foundation according to signals at different depths; (2) judging whether uneven soil layers exist according to time-depth signal graphs of all the detection pile foundations; if the uneven soil layer does not exist, determining the integrity and the defects of the pile body according to the time-depth signal diagram of each pile foundation, and finishing the detection; if an uneven soil layer exists, entering the step (3); (3) selecting a pile foundation with a complete pile body in the detected pile foundation, and determining the depth which does not need to be corrected and the depth which needs to be corrected in the pile foundation; (4) calculating the expected propagation time of the depth step length of the pile body according to the depth which does not need to be corrected in the pile foundation with the complete pile body; (5) for a pile foundation with a complete pile body, determining the correction time of the depth to be corrected according to the expected propagation time of the depth step length of the pile body, the head wave time of the depth to be corrected and the head wave time of the previous depth; (6) for each depth needing to be corrected in all the detection pile foundations, correcting the head wave time of each depth needing to be corrected according to the head wave time of the depth needing to be corrected and the correction time calculated in the step (5); (7) for all the detection pile foundations, regenerating a corrected time-depth signal diagram according to the corrected head wave time; (8) and for each detection pile foundation, determining the integrity and the defects of the detection pile foundation according to the corrected time-depth signal diagram.
Preferably, the number of the detection pile foundations is more than 5.
Preferably, in the step (2), if all the detected pile foundations have the same type of defects at the same depth, judging that uneven soil layers exist around the detected pile foundations; and if the defects of the same type of all the detection pile foundations at the same depth do not exist, judging that uneven soil layers do not exist around the detection pile foundations.
Preferably, the defects include diameter expansion defects, necking defects, and segregation defects.
Preferably, in the step (3), pile foundations without other defects except the same type of defects at the same depth are selected as pile foundations with complete pile bodies.
Preferably, in the time-depth signal diagram of the pile foundation with the complete pile body in the step (3), the depth from the starting depth to the end of the first wave travel time straight line is the depth which does not need to be corrected, and the depth below the end of the first wave travel time straight line is the depth which needs to be corrected.
Preferably, in the step (4), the difference C between the head wave time of all adjacent depths which do not need to be corrected and the head wave time of the depth which does not need to be corrected is calculated respectivelyiThe arithmetic mean value is used as the expected propagation time C of the depth step length of the pile bodye。
Preferably, in the step (5), the correction time X of the depth to be corrected is calculated according to the following formulai=Ti-（T0+i×Ce) Wherein T isiHead wave time, T, for the ith depth to be corrected0The last head wave time for a depth that does not require correction.
Preferably, the corrected head wave time Z of each depth to be corrected in the step (6)i=Ti-Xi。
Preferably, in the step (8), if the head wave travel-time connection line in the corrected time-depth signal diagram is a single straight line, it is determined that the pile body is complete.
Preferably, in the step (8), if the first wave travel time connecting line in the corrected time-depth signal diagram is a triple fold line, it is determined that the first wave travel time connecting line is an isolation type defect; if the local point in the first wave travel time connecting line falls on the left side of the straight line segment, judging that the local point is an expanding defect; and if the local point in the first wave travel time connecting line falls on the right side of the straight line segment, judging that the local point is a necking defect.
Preferably, the position of the defect on the pile foundation is determined according to the depth position of the time-depth signal diagram corresponding to the defect.
Preferably, in the step (1), an excitation wave is emitted at the top of the detection pile foundation through an excitation source, and detection is performed at different depths in the borehole through a detector.
Detailed Description
All documents referred to herein are incorporated by reference into this application as if each were individually incorporated by reference. Furthermore, it should be understood that after reading the above disclosure of the present invention, the scope of the present invention is not limited to the above embodiments, and those skilled in the art can make various changes or modifications to the present invention without departing from the principle of the present invention, and these equivalents also fall within the scope of the present invention as defined by the appended claims.
According to the method for detecting the integrity and the defects of the building engineering pile foundation, the integrity and the defects of a plurality of different pile foundations in the same area are detected by a side-hole transmission wave method, wherein the pile foundations are at least 5 pile foundations; the method comprises the following steps: (1) respectively drilling holes at the pile sides of a plurality of detection pile foundations, detecting in the sounding holes, and generating a time-depth signal diagram of each pile foundation according to signals at different depths; (2) judging whether uneven soil layers exist according to time-depth signal graphs of all the detection pile foundations; if the uneven soil layer does not exist, determining the integrity and the defects of the pile body according to the time-depth signal diagram of each pile foundation, and finishing the detection; if an uneven soil layer exists, entering the step (3); (3) selecting a pile foundation with a complete pile body in the detected pile foundation, and determining the depth which does not need to be corrected and the depth which needs to be corrected in the pile foundation; (4) calculating the expected propagation time of the depth step length of the pile body according to the depth which does not need to be corrected in the pile foundation with the complete pile body; (5) for a pile foundation with a complete pile body, determining the correction time of the depth to be corrected according to the expected propagation time of the depth step length of the pile body, the head wave time of the depth to be corrected and the head wave time of the previous depth; (6) for each depth needing to be corrected in all the detection pile foundations, correcting the head wave time of each depth needing to be corrected according to the head wave time of the depth needing to be corrected and the correction time calculated in the step (5); (7) for all the detection pile foundations, regenerating a corrected time-depth signal diagram according to the corrected head wave time; (8) and for each detection pile foundation, determining the integrity and the defects of the detection pile foundation according to the corrected time-depth signal diagram.
In the step (1), for each detection pile foundation, a hole is drilled on the pile side of the detection pile foundation, a PVC sleeve is arranged in the drilled hole, then clear water is poured into the pipe, an excitation wave is emitted at the top of the detection pile foundation through an excitation source, a specific depth step length of a detector instrument is lowered, the detector is detected at different depths in the detection hole, and a time-depth signal diagram of the pile foundation is generated according to signals at different depths.
In the step (2), judging whether uneven soil layers exist according to time-depth signal graphs of all the detection pile foundations; if the uneven soil layer does not exist, determining the integrity and the defects of the pile body according to the time-depth signal diagram of each pile foundation, and finishing the detection; and (4) if the uneven soil layer exists, entering the step (3). Specifically, because the pile body defect of the field cast-in-place pile usually does not exceed 20%, if the same type of defect exists in the same depth of all the detection pile foundations in the step (1), judging that an uneven soil layer exists around the detection pile foundations; and (3) if the defects of the same type of all the detection pile foundations at the same depth do not exist in the step (1), judging that uneven soil layers do not exist around the detection pile foundations. The defect types comprise diameter-expanding defects, necking defects and segregation defects, and the defect types and the depths can be judged to be segregation defects by a time-depth signal diagram, wherein a first wave travel time connecting line in the time-depth signal diagram is a three-fold line; if the local point in the first wave travel time connecting line falls on the left side of the straight line segment, judging that the local point is an expanding defect; if the local point in the first wave travel time connecting line falls on the right side of the straight line segment, judging that the local point is a necking defect; and the depth coordinate corresponding to the defect position is the depth of the defect.
And (3) selecting a pile foundation with a complete pile body in the detected pile foundation, and determining the depth which does not need to be corrected and the depth which needs to be corrected in the pile foundation.
Specifically, pile foundations without other defects except the same type of defects with the same depth in the step (2) are selected as pile foundations with complete pile bodies. The depth from the initial depth to the end of the first wave travel time straight line in the pile foundation time-depth signal diagram with the complete pile body is the depth which does not need to be corrected, and the depth below the end of the first wave travel time straight line is the depth which needs to be corrected.
In the step (4), for the pile foundation with the complete pile body selected in the step (3), respectively calculating the difference C between the head wave time of the next adjacent depth not required to be corrected and the head wave time of the previous depth not required to be correctediMixing C withiThe arithmetic mean value of (a) is taken as the expected propagation time C of the depth step length of the pile bodye。
In the step (5), for the pile foundation with the complete pile body, determining the correction time X of the depth to be corrected according to the expected propagation time of the depth step length of the pile body, the head wave time of the depth to be corrected and the head wave time of the previous depthi. Specifically, the correction time X of the depth to be corrected is calculated according to the following equationi=Ti-（T0+i×Ce) Wherein T isiHead wave time, T, for the ith depth to be corrected0The last head wave time for a depth that does not require correction.
And (6) correcting the head wave time of each depth to be corrected according to the head wave time of each depth to be corrected in all the detection pile foundations and the correction time calculated in the step (5). Wherein, in all the detection pile foundations, the corrected head wave time Z of each depth needing to be correctedi=Ti-Xi. In the step (7), regenerating the corrected time for all the detection pile foundations according to the corrected first wave timeA depth signal map.
And (8) determining the integrity and the defects of each detection pile foundation according to the corrected time-depth signal diagram of each detection pile foundation. Specifically, if the first wave travel time connecting line in the corrected time-depth signal diagram is a single straight line, the pile body of the detection pile foundation is judged to be complete; if the first wave travel time connecting line in the corrected time-depth signal diagram is a three-fold line, judging that the detected pile foundation is an isolation type defect; if a local point in the first wave travel time connecting line falls on the left side of the straight line segment, judging that the detected pile foundation is an expanded diameter type defect; and if the local point in the first wave travel time line falls on the right side of the straight line section, judging that the detected pile foundation is a necking defect.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the scope of the present invention. The particular features, structures, materials, or characteristics described in this disclosure may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (8)
1. A method for detecting the integrity and defects of a building engineering pile foundation comprises the following steps: (1) respectively drilling holes at the pile sides of a plurality of detection pile foundations, detecting in the sounding holes, and generating a time-depth signal diagram of each pile foundation according to signals at different depths; (2) judging whether uneven soil layers exist according to time-depth signal graphs of all the detection pile foundations; if all the detection pile foundations have the same type of defects at the same depth, judging that uneven soil layers exist around the detection pile foundations; if the defects of the same type of all the detection pile foundations at the same depth do not exist, judging that uneven soil layers do not exist around the detection pile foundations; if the uneven soil layer does not exist, determining the integrity and the defects of the pile body according to the time-depth signal diagram of each pile foundation, and finishing the detection; if an uneven soil layer exists, entering the step (3); (3) selecting a pile foundation with a complete pile body in the detected pile foundation, and determining the depth which does not need to be corrected and the depth which needs to be corrected in the pile foundation; (4) calculating the expected propagation time of the depth step length of the pile body according to the depth which does not need to be corrected in the pile foundation with the complete pile body; (5) for a pile foundation with a complete pile body, determining the correction time of the depth to be corrected according to the expected propagation time of the depth step length of the pile body, the head wave time of the depth to be corrected and the head wave time of the previous depth; (6) for each depth needing to be corrected in all the detection pile foundations, correcting the head wave time of each depth needing to be corrected according to the head wave time of the depth needing to be corrected and the correction time calculated in the step (5); (7) for all the detection pile foundations, regenerating a corrected time-depth signal diagram according to the corrected head wave time; (8) and for each detection pile foundation, determining the integrity and the defects of the detection pile foundation according to the corrected time-depth signal diagram.
2. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: in the step (1), an excitation wave is emitted at the top of the detection pile foundation through an excitation source, and detection is carried out in the drill hole at different depths through a detector.
3. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: many detection pile foundations are more than 5 detection pile foundations in same region.
4. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: the same type of defect comprises one of a hole enlargement type defect, a necking type defect and an isolation type defect.
5. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: and (3) selecting a pile foundation without other defects except the same type of defects with the same depth as the pile foundation with a complete pile body.
6. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: in the step (8), if the corrected time-depth signal diagram is a single straight line, it is judged that the pile body is complete.
7. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: in the step (8), if the first wave travel time connecting line in the corrected time-depth signal diagram is a three-fold line, judging that the first wave travel time connecting line is an isolation type defect; if the local point in the first wave travel time connecting line falls on the left side of the straight line segment, judging that the local point is an expanding defect; and if the local point in the first wave travel time connecting line falls on the right side of the straight line segment, judging that the local point is a necking defect.
8. The method for detecting the integrity and the defects of the pile foundation of the constructional engineering according to claim 1, characterized in that: and (8) determining the position of the defect on the pile foundation according to the depth position of the time-depth signal diagram corresponding to the defect.
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| CN111560996A (en) * | 2020-06-03 | 2020-08-21 | 宁波亿诺维信息技术有限公司 | Defect detection and repair method for cast-in-place pile in constructional engineering |
| CN111472395B (en) * | 2020-06-03 | 2022-02-25 | 广东财贸建设工程顾问有限公司 | Building engineering bored concrete pile defect detecting system |
| CN112962688A (en) * | 2021-02-04 | 2021-06-15 | 湖北东锦工程质量检测有限公司 | Construction engineering foundation pile detection method |
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