CN114000548B - Foundation pile rock-socketed depth detection method based on acoustic wave method - Google Patents
Foundation pile rock-socketed depth detection method based on acoustic wave method Download PDFInfo
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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
The invention provides a foundation pile rock-socketed depth detection method based on an acoustic wave method, which comprises the following steps: step S1: selecting a plurality of detection points in the detection holes of the foundation piles; step S2: detecting a plurality of detection points by using an acoustic transducer, and a plurality of groups of acoustic data; step S3: intercepting interface echo regions in a plurality of groups of sound wave data to obtain values of echo energy alpha of the interface echo regions; step S4: the depth of the detection hole is taken as an ordinate, and the value of the echo energy alpha is taken as an abscissa, so that an echo energy curve graph is obtained; step S5: judging the position of the rock embedding surface: the echo energy in the curve is changed from large to small, and the vertical coordinate value at the position of obvious turning or inflection point is the depth of the rock embedding surface, and the rock embedding depth is the length of the foundation pile minus the depth of the rock embedding surface. The invention utilizes an ultrasonic reflection method to detect the rock-socketed depth of the concrete filling pile and provides an important reference index for evaluating the pulling resistance of the building foundation pile; the detection method is simple and easy to operate, and has low detection cost, high efficiency and high accuracy.
Description
Technical Field
The invention belongs to the technical field of rock-socketed depth detection, and particularly relates to a foundation pile rock-socketed depth detection method based on an acoustic wave method.
Background
Building foundation piles are important factors for determining the stability and safety of a building, and when the ground water level is high and the size of a basement is large, the water buoyancy may be greater than the sum of the self weight and the weight of the building, and the structural stability of the building may be affected. The stratum comprises a soil layer and a rock layer, the soil layer is positioned above the rock layer, and the foundation pile pulling-resistant bearing capacity mainly comprises pulling resistance provided by soil, pulling resistance provided by rock-embedded end rock and self weight, wherein the pulling resistance provided by the rock is a main factor affecting the foundation pile pulling-resistant bearing capacity. The detection of the pulling resistance of the foundation pile is mainly carried out by means of a pulling resistance static load test, a self-balancing test and the like, and is time-consuming, labor-consuming, high in equipment cost and not easy to operate. And an important parameter for measuring the pulling resistance of the rock mass at the rock embedding end is the depth of the foundation pile embedded into the rock mass layer, namely the rock embedding depth. Further, the interface of the soil body layer and the rock body layer is the interface of the wind-break layer and the strong wind-break layer. However, the quality detection methods of the concrete cast-in-place pile at present, such as a low strain method, a core drilling method, a high strain method, a static load method and the like, cannot detect the rock embedding depth.
Disclosure of Invention
Aiming at the problems existing in the prior art, the invention aims to provide a foundation pile rock-socketed depth detection method based on an acoustic wave method, which is used for detecting the rock-socketed depth of a concrete filling pile by using an ultrasonic reflection method and providing an important reference index for evaluating the pulling resistance of a building foundation pile; the detection method is simple and easy to operate, and has low detection cost, high efficiency and high accuracy; the core drilling holes drilled by the core drilling method can be used as detection holes for ultrasonic detection, and the detection holes do not need to be additionally drilled.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
the foundation pile rock-socketed depth detection method based on the acoustic wave method comprises the following steps:
step S1: selecting a plurality of detection points in the detection holes of the foundation piles;
step S2: detecting a plurality of detection points in the detection hole by utilizing an acoustic transducer to obtain a plurality of groups of acoustic data;
step S3: intercepting interface echo regions from the plurality of groups of sound wave data obtained in the step S2 to obtain values of echo energy alpha of the plurality of interface echo regions;
step S4: the depth of the detection hole is taken as an ordinate, and the value of the echo energy alpha is taken as an abscissa, so that an echo energy curve graph is obtained;
step S5: judging the position of the rock embedding surface according to the graph obtained in the step S4: the echo energy in the curve is changed from large to small, and the vertical coordinate value at the position of obvious turning or inflection point is the depth of the rock embedding surface, and the rock embedding depth is the length of the foundation pile minus the depth of the rock embedding surface.
As a further improvement of the above technical scheme:
the detection hole and the foundation pile are concentric.
The depth of the foundation pile is L1, and the depth of the detection hole is L2, wherein L1 is less than or equal to L2.
The plurality of detection points are arranged at intervals along the depth direction of the detection hole.
The diameter of the detection hole is 80-120 mm.
The distance between adjacent detection points in the vertical and horizontal plane direction is 50-200 mm.
For foundation piles which are detected by the core drilling method, the core drilling holes drilled during the core drilling method can be used as the detection holes, and for foundation piles without the core drilling holes, one detection hole is required to be drilled on the foundation piles.
In the step S2, the acoustic wave transducer comprises a transmitting end and a receiving end, when the acoustic wave transducer is used, the transmitting end is positioned on a detecting point, a connecting line of the transmitting end and the receiving end is parallel to the center line of the foundation pile, the distance between the transmitting end and the receiving end is 0-100 mm, and when the distance is 0, the acoustic wave transducer is a self-receiving probe.
In step S3, the position of the reflected wave is calculated according to the size of the foundation pile and the propagation speed of the sound wave in the foundation pile, so that an interface echo area is determined, wherein the interface echo is the sound wave reflected by the interface between the foundation pile and the surrounding rock.
In step S3, the calculation formula of the echo energy α is:
wherein Amp (t) is amplitude dependentA change in time; t is t 1 Is the abscissa value, t, of the initial point of the intercepted interface echo region 2 Is the abscissa value of the termination point of the intercepted interface echo region; abs is absolute.
The beneficial effects of the invention are as follows: detecting the rock embedding depth of the concrete filling pile by using an ultrasonic reflection method, and providing an important reference index for evaluating the pulling resistance of the building foundation pile; the detection method is simple and easy to operate, and has low detection cost, high efficiency and high accuracy; the core drilling holes drilled by the core drilling method can be used as detection holes for ultrasonic detection, and the detection holes do not need to be additionally drilled.
Drawings
Fig. 1 is a schematic view of a rock-fill pile according to one embodiment of the invention.
Fig. 2 is a schematic diagram of the positions of the transmitting end and the receiving end of two detection points according to an embodiment of the present invention.
Fig. 3 (a) is a time domain waveform diagram of acoustic data of three detection points (0.8 m, 0.9m, 1.0m from the ground surface in order) according to an embodiment of the present invention.
Fig. 3 (b) is a time domain waveform diagram of acoustic data of four detection points (distances from the ground surface are 1.1m, 1.2m, 1.3m, 1.4m in order) according to an embodiment of the present invention.
Fig. 4 is a graph of echo energy for one embodiment of the invention.
Detailed Description
The following describes specific embodiments of the present invention in detail. It should be understood that the detailed description and specific examples, while indicating and illustrating the invention, are not intended to limit the invention.
The foundation pile is a concrete filling pile. The foundation pile rock-socketed depth detection method based on the acoustic wave method comprises the following principle: the bored concrete pile is disposed in the ground, and surrounded by surrounding rock 3. The speed of the ultrasonic wave in the concrete pile is 3500-4500 m/s, the propagation speed of the ultrasonic wave in the strong weathering layer of the surrounding rock 3 is lower, and is usually smaller than that of the ultrasonic wave in the concrete cast-in-place pile, and the propagation speed of the ultrasonic wave in the weathering layer of the surrounding rock 3 is higher. The acoustic impedances of the concrete filling pile, the strong weathered surrounding rock 4 and the medium weathered surrounding rock 5 are obviously different, so that the interface reflection coefficient between the concrete filling pile and the strong weathered surrounding rock 4 is different from the interface reflection coefficient between the concrete filling pile and the medium weathered surrounding rock 5, and reflected waves on the interface between the concrete pile and the strong weathered surrounding rock 4 or the interface between the concrete pile and the medium weathered surrounding rock 5 can be obtained by exciting and receiving the ultrasonic probe at a certain depth point in the drilling hole of the concrete filling pile. Let the interface between apoplexy surrounding rock 5 and strong wind surrounding rock 4 be the rock-socketed face.
Let the density of the concrete filling pile be ρ Pile The speed of ultrasonic wave in the bored concrete pile is V Pile The method comprises the steps of carrying out a first treatment on the surface of the The density of the strong weathering surrounding rock 4 is ρ Strong strength The velocity of the ultrasonic wave in the strong weathered surrounding rock 4 is V Strong strength The method comprises the steps of carrying out a first treatment on the surface of the The density of the medium weathered surrounding rock 5 is ρ In (a) The velocity of ultrasonic waves in the stroke surrounding rock 5 is V In (a) . The parameters can be obtained by measuring or coring test before foundation pile construction, and then the values of acoustic impedances of the concrete filling pile, the strong wind surrounding rock 4 and the wind surrounding rock 5 are obtained, namely Z Pile 、Z Strong strength 、Z In (a) 。
Let s (t) be the incident wave, x (t) be the reflected wave, and r be the reflection coefficient of the foundation pile and surrounding rock 3, x (t) =r·s (t).
Since the incident waves are all propagated in the bored concrete pile, the time and energy of the incident waves propagated to the interface between the bored concrete pile and the strong weathered surrounding rock 4 and the interface between the bored concrete pile and the weathered surrounding rock 5 are the same, and therefore, the interface reflection coefficient is proportional to the reflected wave amplitude or reflected wave intensity.
Based on the principle, the foundation pile rock-socketed depth detection method based on the acoustic wave method comprises the following steps:
step S1: and selecting a plurality of detection points in the detection holes on the foundation piles, wherein the depth of the foundation piles is L1, and the depth of the detection holes is L2, and L1 is smaller than L2.
In this step, preferably, the probe hole and the foundation pile are concentric.
In this step, a plurality of detection points are arranged at intervals along the depth direction of the detection hole. The distance between adjacent detection points in the vertical and horizontal plane direction is 50-200 mm.
The foundation pile is a concrete filling pile, and the bored hole drilled during the core drilling method can be used as the detection hole for the concrete filling pile which is detected by the core drilling method. And for the concrete filling pile without the core hole, an ultrasonic reflection method detection hole is drilled on the foundation pile, namely the detection hole. The drilling requirements can be referred to as the requirements related to the core drilling method.
The diameter of the detection hole is 80-120 mm, preferably 100mm.
Step S2: and detecting a plurality of detection points in the detection hole by using the acoustic wave transducer to obtain a plurality of groups of acoustic wave data.
The acoustic wave transducer includes a transmitting end F and a receiving end S (shown in fig. 2). When the pile foundation is used, the transmitting end F and the receiving end S are contacted with the hole wall of the detection hole or are placed in the detection hole with water coupling, the connecting line of the transmitting end F and the receiving end S is parallel to the central line of the foundation pile, and the transmitting end F is positioned above the receiving end S. The distance between the transmitting end F and the receiving end S is 0-100 mm, and the acoustic wave transducer is a self-transmitting and self-receiving probe when the distance is 0. When in use, the transmitting end F is positioned on the detecting point, and the excitation frequency of the acoustic wave transducer is preferably 10 kHz-40 kHz.
In this step, each detection point obtains a set of acoustic data.
Step S3: and (2) intercepting interface echo regions from the plurality of groups of sound wave data obtained in the step (S2) to obtain values of echo energy alpha of the plurality of interface echo regions.
In this step, the reflected wave position is calculated from the pile size and the propagation velocity of the acoustic wave in the pile, thereby determining the interface echo region. The interface echo is an acoustic wave reflected by the interface between the foundation pile and the surrounding rock. The sound wave is emitted from the emitting end F, reaches the interface between the foundation pile and the surrounding rock, is reflected by the interface between the foundation pile and the surrounding rock, forms an interface echo, and reaches the receiving end S. The distance that the sound wave has travelled from the transmission to the reflection of the interface back to the receiving end S divided by the speed of propagation of the sound wave gives the time it takes for the interface echo to be transmitted back to the transducer. Based on the above principle, the position of the interface echo in the time domain waveform can be determined according to the abscissa time in the time domain waveform, and the broken line cut part in fig. 3 is the interface echo region cut in an embodiment.
In this step, the equation for calculating the echo energy α is as follows:
wherein Amp (t) is the variation of amplitude over time; t is t 1 Is the abscissa value (time), or t, of the initial point of the intercepted interface echo region 1 For the initial time t 2 Is the abscissa value (time), or t, of the termination point of the intercepted interface echo region 2 Is the cut-off time; abs means absolute value, and its function is to absolute value Amp (t) in order to calculate wave group energy.
Thus, the obtained plurality of echo energies α sequentially correspond to interface echo regions in the acoustic data of the plurality of detection points.
Step S4: and obtaining a echo energy curve graph by taking the depth of the detection hole as an ordinate and the value of the echo energy alpha as an abscissa.
Step S5: the echo energy in the curve is changed from large to small, and the vertical coordinate value at the position of obvious turning or inflection point is the depth of the rock embedding surface, and the rock embedding depth is the length of the foundation pile minus the depth of the rock embedding surface.
It should be noted that the approximate depth range of the interface between strong weathering and weathering (i.e., the rock face) can be known in advance through channels such as geological data. According to the scheme, the depth of the rock embedding surface of the foundation pile can be accurately detected, the depth of the foundation pile is known, and the depth of the foundation pile minus the rock embedding depth is the depth of the foundation pile embedded into the rock body, namely the rock embedding depth.
The following is a specific description of one embodiment.
As shown in fig. 1, a foundation pile (rock-fill pile) embedded in a rock mass layer is schematically shown. In this embodiment, the foundation pile 1 is cylindrical, and the depth l1=1.5m of the foundation pile 1 and the radius r1=0.5m of the foundation pile 1.
Step S1: and drilling a measuring hole 2 in the middle of the foundation pile 1, wherein the measuring hole 2 and the foundation pile 1 are concentric, the depth L2=2m of the measuring hole 2, and the aperture of the measuring hole 2 is 100mm. .
Step S2: 14 detection points are selected in the detection hole 2, and the 14 detection points in the detection hole are detected by utilizing the acoustic wave transducer, so that 14 groups of acoustic wave data are obtained. The distance in the vertical-horizontal direction between adjacent detection points was 100mm. The distances between 14 detection points and the ground surface are 0.1m, 0.2m, 0.3m, 0.4m, 0.5m, 0.6m, 0.7m, 0.8m, 0.9m, 1.0m, 1.1m, 1.2m, 1.3m and 1.4m in sequence. The lowest detection point (the detection point which is 1.4m away from the ground surface) is positioned above the bottom of the foundation pile 1, and when the lowest detection point is detected, the transmitting end F is positioned on the detection point, and the receiving end S is positioned at the bottom of the foundation pile 1 or the receiving end S is flush with the bottom of the foundation pile 1.
The positions of the transmitting end F and the receiving end S when two of the 14 detection points are detected are shown in fig. 2.
In this embodiment, the distance between the transmitting end F and the receiving end S is 100mm, and the excitation frequency of the acoustic wave transducer is 30kHz.
During detection, the transducer is lifted from the lowest detection point or the lowest detection point in sequence, so that the transducer reaches each detection point from bottom to top for detection.
The sound wave transducer is used for detecting a plurality of detection points in the detection hole to obtain a plurality of groups of sound wave data, and seven groups of typical sound wave data graphs in 14 groups of sound wave data are shown in fig. 3 (a) and 3 (b), wherein the number in the upper right corner of each group of sound wave data graph in the drawing represents the distance between each detection point and the ground surface.
Step S3: and (2) intercepting interface echo regions from the plurality of groups of sound wave data obtained in the step (S2) to obtain values of echo energy alpha of the plurality of interface echo regions.
In this embodiment, the reflected wave position is calculated according to the size of the foundation pile and the propagation speed of the acoustic wave in the foundation pile, and the intercepted interface echo region is shown as a broken line portion in fig. 3 (a) and 3 (b).
Step S4: and obtaining a echo energy curve graph by taking the depth of the detection hole as an ordinate and the value of the echo energy alpha as an abscissa. As shown in fig. 4.
Step S5: judging the position of the rock embedding surface according to the graph obtained in the step S4: the vertical coordinate value of the point is 1.1m, namely the depth of the embedded rock surface, and the value of the embedded rock depth is equal to 1.5m of the length of the foundation pile minus 1.1m of the depth of the embedded rock surface and is 0.4m.
In the embodiment, when the test depth is 0.1 m-1.1 m, the echo energy alpha is decreased; when the test depth is 1.1m to 1.4m, the echo energy oscillates slightly, and from this example, it can be seen that the trend of the echo energy at the position of 1.1m or more is significantly different from that of the echo energy at the position of 1.1m or less, so that it can be judged that the position of 1.1m is the interface. In this embodiment, the actual value of the depth of the rock-socketed surface is 1.0m, that is, the error between the actual value and the actual value is 0.1m, which is acceptable in engineering because of the test system error caused by the interval between the test transducers being 0.1 m.
Finally, what is necessary here is: the above embodiments are only for further detailed description of the technical solutions of the present invention, and should not be construed as limiting the scope of the present invention, and some insubstantial modifications and adjustments made by those skilled in the art from the above description of the present invention are all within the scope of the present invention.
Claims (8)
1. The foundation pile rock-socketed depth detection method based on the acoustic wave method is characterized by comprising the following steps of:
step S1: selecting a plurality of detection points in a detection hole of the foundation pile, wherein the detection points are arranged at intervals along the depth direction of the detection hole;
step S2: detecting a plurality of detection points in the detection hole by utilizing an acoustic wave transducer to obtain a plurality of groups of acoustic wave data, wherein the acoustic wave transducer comprises a transmitting end and a receiving end;
step S3: intercepting interface echo regions from the plurality of groups of sound wave data obtained in the step S2 to obtain values of echo energy alpha of the plurality of interface echo regions;
step S4: the depth of the detection hole is taken as an ordinate, and the value of the echo energy alpha is taken as an abscissa, so that an echo energy curve graph is obtained;
step S5: judging the position of the rock embedding surface according to the graph obtained in the step S4: the echo energy in the curve is changed from large to small, and the vertical coordinate value at the position of obvious turning or inflection point is the depth of the rock-socketed surface, and the rock-socketed depth is the length of the foundation pile minus the depth of the rock-socketed surface;
in step S3, the calculation formula of the echo energy α is:
wherein Amp (t) is the variation of amplitude over time; t is t 1 Is the abscissa value, t, of the initial point of the intercepted interface echo region 2 Is the abscissa value of the termination point of the intercepted interface echo region; abs is absolute.
2. The method of claim 1, wherein: the detection hole and the foundation pile are concentric.
3. The method of claim 1, wherein: the depth of the foundation pile is L1, and the depth of the detection hole is L2, wherein L1 is less than or equal to L2.
4. The method of claim 1, wherein: the diameter of the detection hole is 80-120 mm.
5. The method of claim 1, wherein: the distance between adjacent detection points in the vertical and horizontal plane direction is 50-200 mm.
6. The method of claim 1, wherein: for foundation piles which are detected by the core drilling method, the core drilling holes drilled during the core drilling method can be used as the detection holes, and for foundation piles without the core drilling holes, one detection hole is required to be drilled on the foundation piles.
7. The method of claim 1, wherein: in the step S2, when in use, the transmitting end is positioned on the detecting point, the connecting line of the transmitting end and the receiving end is parallel to the center line of the foundation pile, and the distance between the transmitting end and the receiving end is 0-100 mm.
8. The method of claim 1, wherein: in step S3, the position of the reflected wave is calculated according to the size of the foundation pile and the propagation speed of the sound wave in the foundation pile, so that an interface echo area is determined, wherein the interface echo is the sound wave reflected by the interface between the foundation pile and the surrounding rock.
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| CN105043905A (en) * | 2015-06-29 | 2015-11-11 | 河海大学 | Method for determining long-term strength parameter of rock based on steady-flow variable-rate tangent line |
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| JPH0988110A (en) * | 1995-09-21 | 1997-03-31 | Mitsubishi Heavy Ind Ltd | Method of diagnosing defect of foundation pile |
| CN1928260A (en) * | 2005-09-08 | 2007-03-14 | 陈彦平 | Method for foundation pile end hole rock character detection and judgment technique |
| CN103255785A (en) * | 2012-02-15 | 2013-08-21 | 陈彦平 | Technology for performing foundation pile quality detection and geology survey by adopting single tube longitudinal wave method |
| CN102955174B (en) * | 2012-10-11 | 2015-07-01 | 中国水电顾问集团贵阳勘测设计研究院 | Method and device for detecting geological flaws at bottom of foundation pile holes through geological radar |
| CN105548362B (en) * | 2015-11-27 | 2019-08-02 | 中国电建集团贵阳勘测设计研究院有限公司 | Sound wave reflection device and method for detecting geological defects of pile hole base |
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| CN105043905A (en) * | 2015-06-29 | 2015-11-11 | 河海大学 | Method for determining long-term strength parameter of rock based on steady-flow variable-rate tangent line |
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