CN112229357A - Method for detecting length and quality of tubular pile - Google Patents
Method for detecting length and quality of tubular pile Download PDFInfo
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- CN112229357A CN112229357A CN202011055825.5A CN202011055825A CN112229357A CN 112229357 A CN112229357 A CN 112229357A CN 202011055825 A CN202011055825 A CN 202011055825A CN 112229357 A CN112229357 A CN 112229357A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/02—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring length, width, or thickness
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/04—Chucks
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
- G01N3/303—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight generated only by free-falling weight
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0032—Generation of the force using mechanical means
- G01N2203/0039—Hammer or pendulum
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for detecting the length and the quality of a tubular pile, which comprises the following steps: s1, performing continuous penetration in the pipe pile along the length direction of the pipe pile by using a penetration device, and recording penetration resistance data at certain intervals to obtain a relation curve chart of the depth in the pipe pile and the penetration resistance data; s2, analyzing the relation curve chart obtained in the step S1 to obtain the length of the tubular pile and the position of the defect of the pile body. According to the invention, continuous penetration detection is carried out in the pipe column by utilizing the characteristics of the soil plug, the pipe column length, the pipe column damage position and the pipe column void condition can be accurately judged by analyzing the relation curve chart of the pipe column depth and penetration resistance, and the detection method is simple, efficient and accurate; the device is not limited by the energy attenuation of stress waves and the length of the tubular pile, and has strong universality.
Description
Technical Field
The invention relates to the technical field of civil foundation, in particular to a method for detecting the length and quality of a pipe pile.
Background
The pipe pile is used as a precast pile and is widely applied to the fields of industrial and civil buildings, municipal administration, traffic, water conservancy, railways and the like. The tubular pile models are many, and most of tubular piles are hollow piles, and the inner diameter is larger than 200 mm. The pipe pile is used as an open hollow precast pile, and in the pile sinking process, part of soil at the pile end is extruded to the periphery, and part of soil flows into the pipe to form a soil plug. The soil plug is compressed to some extent under the action of frictional resistance of pipe wall, its compaction effect is obvious, and its height and its blocking degree are related to various factors of soil property, pipe diameter, wall thickness and depth into bearing layer. The common quality problems of pipe pile construction include: pile body damage, pile body floating caused by adjacent pile soil squeezing effect, insufficient pile body length caused by intentional material stealing and material reduction of construction units, and the like. Therefore, after the pipe pile construction is finished, the construction quality of the pipe pile needs to be detected, and the content comprises the detection of the pile length and the integrity of the pile body.
The integrity detection of the pile length and the pile body of the pipe pile generally adopts a stress wave reflection wave method. The basic principle of the reflection wave method is that in the process that a pile head is knocked by a hammer or a force rod at the top of a pile, generated stress waves are transmitted downwards to the pile end when a discontinuous interface and a section change (such as fragmentation, pile breakage and the like) and the pile bottom are met in the process that the generated stress waves are transmitted downwards along a pile body, reflection is generated at the pile end, a reflection wave signal is received by an acceleration sensor arranged at the top of the pile, and a pile foundation tester is used for carrying out signal amplification and other processing to obtain a time-course curve. The position of the impedance change can be judged according to the morphological characteristics of the curve, namely the position of the defect of the pile body can be known, so that the length of the tubular pile is judged, and the structural integrity of the pile body is inspected.
Because of the influence of the factors of the restriction of soil around the pile, the excitation energy, the damping of the pile body material, the impedance change of the section of the pile body and the like, the propagation of the stress wave transmitted from the pile top to the pile bottom and reflected back to the pile top from the pile bottom is a gradual attenuation process of energy and amplitude values, if the pipe pile is too long or the impedance (cracks, cracks and the like) of the section of the pile body is changed, the energy attenuation is too much until the attenuation is complete, so that a pile bottom reflection signal cannot be detected by a pile foundation testing instrument. Under the condition, the length and the integrity of the pile body of the pipe pile cannot be detected by adopting a stress wave reflection wave method. Meanwhile, the effective detection length of the pile is mainly limited by the rigidity ratio of the pile soil, and if the rigidity of the pile soil at the pile end is smaller, the reflection of stress waves at the bottom of the pile is little or no. The stress wave reflection wave method can not detect the pile length and the integrity of the pile body of the pipe pile. In the existing condition, the average wave velocity of the engineering pile is usually adopted for quality detection of many tubular piles, and the reflection of the stress wave at the bottom of the pile is artificially selected according to the pile length provided by a construction unit, so that the pile length and quality defects detected by the tubular pile cannot truly reflect the construction quality of the tubular pile, and the detection is in a form, so that a plurality of hidden dangers are left for engineering construction.
Therefore, it is necessary to develop a method for detecting the defects of the pile length and the pile body of the pipe pile, which is not limited by the energy attenuation of stress waves and the length of the pipe pile.
Disclosure of Invention
The invention aims to provide a method for detecting the length and the quality of a tubular pile, which is not limited by the energy attenuation of stress waves and the length of the tubular pile, can efficiently and accurately detect the length of the tubular pile and the defects of a pile body, and has strong universality.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a method for detecting the length and the quality of a pipe pile comprises the following steps:
s1, performing continuous penetration in the pipe pile along the length direction of the pipe pile by using a penetration device, and recording penetration resistance data at certain intervals to obtain a relation curve chart of the depth in the pipe pile and the penetration resistance data;
s2, analyzing the relation curve chart obtained in the step S1 to obtain the length of the tubular pile and the position of the defect of the pile body.
By adopting the scheme, for the open-ended hollow tubular pile, in the pile sinking process, part of soil enters the tubular pile to form the soil plug after the soil at the pile end is extruded, and the other part of the soil is extruded to the periphery of the pile. Along with the continuous deepening of the pile sinking, the soil core which is poured into the pipe pile is continuously increased, and after the certain height is reached, the inner wall of the pipe pile is compacted and filled. As the pipe pile continuously penetrates into the soil body downwards, the soil body at the bottom end of the pile is extruded, and a part of the soil body is extruded to the frictional resistance between the pile and the soil core to generate a sealing effect, namely the soil plug is formed.
Before the soil plug generates a sealing effect, the soil plug is continuously extruded into the periphery, and the soil body around the pile is disturbed and compacted; the soil body at the hollow part in the other part of the tubular pile is squeezed, after the frictional resistance of the inner wall of the tubular pile is overcome, the soil body is gradually squeezed into the tubular pile from bottom to top, the soil body of the soil plug at the lowest part is always squeezed, the strength is continuously enhanced until the strength of the soil body filled at the bottom end of the soil plug is obviously greater than that of the natural soil body at the bottom of the tubular pile after being squeezed, therefore, by utilizing the characteristic of the soil plug, the strength change of the soil plug and the strength contrast value of the natural soil body under the soil plug can be detected from top to bottom, the height of the soil plug and the strength change curve of the soil plug can be detected, and the actual length of the tubular pile can also be detected by utilizing the characteristic that the.
Further, the penetration device comprises a static penetration host, the static penetration host is fixed on a mounting seat, the mounting seat is mounted above the tubular pile through a pair of counter-force fixing piles, a static feeler lever arranged along the axial direction of the tubular pile is mounted at the bottom of the static penetration host, a static probe is arranged at the bottom end of the static feeler lever, the static probe is connected with a measurement recorder, and the static penetration host controls the static feeler lever to descend at a constant speed to perform static penetration inside the tubular pile.
By adopting the scheme, the static sounding host controls the static probe to uniformly descend, performs sounding on the internal resistance of the tubular column, and the measuring and recording instrument automatically records sounding resistance data at intervals of a certain length to form a relation curve chart of depth and sounding resistance data.
Further, the relation curve chart of the step S1 is a relation curve chart of the depth in the tubular pile and the resistance; the analysis method of step S2 includes the following steps:
s21, observing whether a curve exists on the relation curve graph, if the curve does not exist, representing that the pipe pile is cracked, selecting the maximum insertion depth of the static probe as the position of the cracked depth of the pipe pile, and if the curve exists, performing the step S22;
s22, selecting a curve mutation part as a pile-soil boundary, and taking the depth corresponding to the pile-soil boundary as the length of the pipe pile;
s23, observing whether the resistance corresponding to the curve behind the boundary of the pile soil is gradually increased, if the resistance corresponding to the curve is gradually increased, the pile bottom is normal, and if the resistance corresponding to the curve is not gradually increased, the pile bottom is empty.
By adopting the scheme, the characteristic of the soil plug is utilized to carry out continuous sounding in the pipe column; firstly, if no curve exists on a relation curve graph, the curve represents that the tubular pile is crushed or broken in the static pressure and hammering process, reinforcing steel bars in the tubular pile are bent, and when continuous penetration is carried out in the hollow tubular pile, the continuous penetration of a static probe is blocked at a broken part, so that the maximum insertion depth of the static probe can be selected as a pile breaking position, and the actual available pile length can be accurately judged;
if a curve exists on the relation curve graph, the curve has a more obvious mutation between the soil plug and the natural soil body, and the mutation position is selected as the boundary of the tubular pile, so that the bottom position of the tubular pile can be accurately judged, and the pile length can be accurately judged;
and if the resistance corresponding to the curve after the relation curve chart is not gradually increased and keeps low resistance, the pile foundation layer is empty.
Compared with the prior art, the invention has the beneficial effects that:
1. according to the invention, continuous penetration detection is carried out in the pipe column by utilizing the characteristics of the soil plug, the pipe column length, the pipe column damage position and the pipe column void condition can be accurately judged by analyzing the relation curve chart of the pipe column depth and penetration resistance, and the detection method is simple, efficient and accurate;
2. the detection method is not limited by the energy attenuation of stress waves and the length of the tubular pile, and has strong universality.
Drawings
In order to more clearly illustrate the detailed description of the invention or the technical solutions in the prior art, the drawings that are needed in the detailed description of the invention or the prior art will be briefly described below. Throughout the drawings, like elements or portions are generally identified by like reference numerals. In the drawings, elements or portions are not necessarily drawn to scale.
Fig. 1 is a schematic structural diagram of a sounding device according to a first embodiment, a second embodiment and a third embodiment of the present invention.
Fig. 2 is a graph of the relationship of the first embodiment of the present invention.
Fig. 3 is a graph of the relationship of the second embodiment of the present invention.
Fig. 4 is a graph of the relationship of the third embodiment of the present invention.
Shown in the figure:
1. a static sounding host;
2. a mounting seat;
3. fixing a pile in a counter-force manner;
4. a tubular pile;
5. a static probe rod;
6. a static force probe;
7. a measurement recorder;
8. the pipe pile is broken;
9. a pile-soil boundary;
10. and (4) a pile bottom void area.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only examples, and the protection scope of the present invention is not limited thereby.
It is to be noted that, unless otherwise specified, technical or scientific terms used herein shall have the ordinary meaning as understood by those skilled in the art to which the invention pertains.
The first embodiment is as follows:
the embodiment discloses a method for detecting the length and quality of a tubular pile.
As shown in fig. 1, the penetration device includes the static penetration host computer, the static penetration host computer is fixed on the mount pad, the mount pad is installed through a pair of counter-force spud pile tubular pile top, the static probe rod that sets up along the tubular pile axial is installed to static penetration host computer bottom, static probe rod bottom is equipped with the static probe, the static probe is connected with the measurement record appearance, the control of static penetration host computer the at the uniform velocity decline of static probe rod is to the inside static penetration that carries out of tubular pile.
The static sounding host controls the static probe to penetrate into the tubular pile at a constant speed of 1.20 +/-0.30 m/min, sounding the internal resistance of the tubular pile, and the measuring and recording instrument automatically records sounding resistance data every 0.1m to form a relation curve graph of the internal depth of the tubular pile and the sounding resistance data shown in figure 2.
And no curve exists in the relation curve chart of fig. 2, which represents that the tubular pile is crushed or smashed in the static pressure and hammering process, the steel bars in the tubular pile are bent, and when continuous penetration is carried out in the hollow tubular pile, the continuous penetration of the static probe is blocked at the broken part, so that the maximum insertion depth of the static probe of 5.5m can be selected as the pile breaking position, and the actual available pile length is accurately judged to be 5.5 m.
Example two:
the embodiment discloses a method for detecting the length and the quality of a tubular pile, and a relation curve chart of the depth inside the tubular pile and the penetration resistance data shown in fig. 3 is obtained by adopting the same penetration device and the same detection method as the embodiment I.
The relation curve in the relation curve chart of fig. 3 has a relatively obvious mutation between the soil plug and the natural soil body, and the position of the bottom of the pipe pile can be accurately judged by selecting the mutation position of 12.2m as the boundary of the pipe pile, so that the pile length is accurately judged to be 12.2 m.
The curve corresponding resistance after the pipe pile boundary is gradually increased, which means that no pile bottom void exists.
The curve in the graph starts from a depth of 7m, so that the height of the soil plug is 5.2 m.
Example three:
the embodiment discloses a method for detecting the length and the quality of a tubular pile, and a relation curve chart of the depth inside the tubular pile and the penetration resistance data shown in fig. 4 is obtained by adopting the same penetration device and the same detection method as the embodiment I.
The relation curve in the relation curve chart of fig. 4 has a relatively obvious mutation between the soil plug and the natural soil body, and the position of the bottom of the pipe pile can be accurately judged by selecting the mutation position of 12.2m as the boundary of the pipe pile, so that the pile length is accurately judged to be 12.2 m.
The curve behind the boundary of the tubular pile keeps low resistance and is not gradually increased, and a pile bottom void area in the curve appears, so that the phenomenon of pile bottom void can be judged.
In the description of the present invention, numerous specific details are set forth. It is understood, however, that embodiments of the invention may be practiced without these specific details. In some instances, well-known methods, structures and techniques have not been shown in detail in order not to obscure an understanding of this description.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described 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.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention, and they should be construed as being included in the following claims and description.
Claims (3)
1. A method for detecting the length and the quality of a pipe pile is characterized by comprising the following steps:
s1, performing continuous penetration in the pipe pile along the length direction of the pipe pile by using a penetration device, and recording penetration resistance data at certain intervals to obtain a relation curve chart of the depth in the pipe pile and the penetration resistance data;
s2, analyzing the relation curve chart obtained in the step S1 to obtain the length of the tubular pile and the position of the defect of the pile body.
2. The tubular pile length and quality detection method according to claim 1, wherein the penetration device comprises a static penetration host, the static penetration host is fixed on a mounting seat, the mounting seat is mounted above the tubular pile through a pair of counter-force fixing piles, a static feeler lever arranged along the axial direction of the tubular pile is mounted at the bottom of the static penetration host, a static probe is arranged at the bottom end of the static feeler lever, the static probe is connected with a measurement recorder, and the static penetration host controls the static feeler lever to descend at a constant speed to perform static penetration inside the tubular pile.
3. The method for detecting the length and the quality of the tubular pile according to claim 2, wherein the relation curve of the step S1 is a relation curve of the depth in the tubular pile and the resistance; the analysis method of step S2 includes the following steps:
s21, observing whether a curve exists on the relation curve graph, if the curve does not exist, representing that the pipe pile is cracked, selecting the maximum insertion depth of the static probe as the position of the cracked depth of the pipe pile, and if the curve exists, performing the step S22;
s22, selecting a curve mutation part as a pile-soil boundary, and taking the depth corresponding to the pile-soil boundary as the length of the pipe pile;
s23, observing whether the resistance corresponding to the curve behind the boundary of the pile soil is gradually increased, if the resistance corresponding to the curve is gradually increased, the pile bottom is normal, and if the resistance corresponding to the curve is not gradually increased, the pile bottom is empty.
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| CN202011055825.5A CN112229357B (en) | 2020-09-29 | 2020-09-29 | Method for detecting length and quality of tubular pile |
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| CN202011055825.5A CN112229357B (en) | 2020-09-29 | 2020-09-29 | Method for detecting length and quality of tubular pile |
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| CN112229357B CN112229357B (en) | 2021-05-25 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113673016A (en) * | 2021-08-19 | 2021-11-19 | 北京京诚华宇建筑设计研究院有限公司 | Method and device for determining optimal pile length of energy pile |
| CN115573397A (en) * | 2022-09-23 | 2023-01-06 | 上海勘测设计研究院有限公司 | Evaluation model design and evaluation method for soil compaction effect of offshore wind power pile foundation soil plug |
| CN115726406A (en) * | 2022-12-08 | 2023-03-03 | 上海勘察设计研究院(集团)有限公司 | Pile length detection comprehensive evaluation method for existing construction engineering pile |
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| CN112229357B (en) | 2021-05-25 |
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