CN110512662B - Pile foundation quality detection method - Google Patents
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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 pile foundation quality excitation detection method comprises the steps of arranging an excitation source in soil around a pile beside a pile foundation, detecting a transmitted stress wave signal through a sensor arranged on the side wall of the top of the pile foundation, and determining the position of a pile body defect in the pile foundation according to the position of a head wave slope inflection point in a time-depth oscillogram; the differential measuring column and the differential sensor are arranged beside the pile foundation, so that the influence of a stress wave on a propagation path in a ground soil layer is eliminated in a detected time signal, and the defects of the pile body can be accurately detected even if the ground soil layer is subjected to uneven layering with large impedance difference.
Description
Technical Field
The invention relates to the technical field of pile foundation detection of geotechnical engineering, in particular to a pile foundation quality excitation detection method and a detection device.
Background
Pile foundations, as a form of deep foundation structure, have been widely used in the field of civil engineering. The pile foundation can transfer the dead weight and the load of the upper structure to the stable soil layer contacted with the pile foundation, thereby greatly reducing the settlement of the foundation and the uneven settlement of the building. The pile foundation has the advantages of high bearing capacity, small settlement, strong shock resistance and the like, is widely applied in some areas with complex geological conditions, soft soil and multiple earthquakes, and has considerable effect.
The pile foundation can be divided into a cast-in-place pile and a precast pile according to the manufacturing process, wherein the cast-in-place pile is widely used, such as: bridge, highway, railway, high-rise building and other engineering. However, in the process of constructing and manufacturing the pile foundation, due to the influence of factors such as construction technology, personnel operation, external conditions, material quality and the like, the defects of pile breakage, neck expansion, diameter reduction, segregation, mud inclusion, sediment, cavities and the like are easily caused, the defects are potential hidden dangers of the building and greatly influence the quality of the building, and once the quality of an upper structure cannot be loaded at the defect part, the building collapses and is seriously lost. Therefore, pile foundation detection is very important, and the quality of the building can be greatly improved only by timely detecting the defective pile and taking effective prevention and treatment measures.
At present, in China, pile foundation detection methods are various, including a drilling coring method, an acoustic transmission method, a high strain method, a low strain method and the like. The reflection wave method in the low strain method is the mainstream method for detecting the quality of the pile foundation due to the simple basic principle, the rapidness and the no damage, the visual data interpretation and the higher accuracy. The basic principle of low strain reflection wave method detection is as follows: applying transient exciting force to pile top, and sticking the sensor to the pile top to receive pile body signal (such as acceleration signal and speed signal). And judging the defects of the pile body by analyzing the speed response curve and the vibration response of the pile. However, the conventional low-strain reflection method generates excitation through the pile top, when the length-diameter ratio of the foundation pile is too large, the intensity of a reflected signal at the pile bottom is reduced, and in addition, the structure of the pile top also generates interference on the excitation signal.
In the prior art, the invention patent of CN201510072408.4 by the institute of highway science of transportation department provides a pile foundation quality detection device by exciting inside a pile side borehole, wherein an excitation source is arranged in the soil around the pile beside the pile foundation, a sensor arranged on the top side wall of the pile foundation is used for detecting a transmitted stress wave signal, and the position of a pile body defect in the pile foundation is determined according to the position of a head wave slope inflection point in a time-depth oscillogram.
By the method disclosed by the patent of CN201510072408.4, the problem of too weak reflected wave signals can be avoided, and the method is not limited by a pile top structure and can be used for detecting a pile foundation in construction or an in-service pile foundation. However, in this method, after the stress wave is transmitted to the pile foundation through the peripile soil layer, it is transmitted to the sensor through the pile foundation, and there is a propagation path in the peripile soil layer. When uneven layering with large impedance difference exists in soil layers around the pile, for example, when a soft clay layer and a hard rock layer exist, due to different propagation speeds of stress waves, at junctions of different soil layers and soil layers, as shown in fig. 1, the shortest propagation path and time of the stress waves in the soil layers are different, so that the time of a first wave detected by a sensor is different from the time of a first wave in the uniform soil layer, and thus, a situation that the judgment of a slope inflection point of the first wave is wrong may occur, and a wrong signal of a pile body defect is given.
Disclosure of Invention
The invention provides a geotechnical engineering pile foundation quality detection method and a detection device as an improvement of the patent of CN201510072408.4, which can accurately detect the defects of a pile body when an uneven soil layer exists in a soil layer around the pile.
As one aspect of the present invention, there is provided a method for detecting quality of a geotechnical engineering pile foundation, comprising the steps of: (1) arranging an excitation wave tube in the soil around the pile of the pile foundation to be detected; (2) arranging an acceleration sensor on the side wall of the top end part of the pile foundation to be detected; (3) arranging a differential measurement column beside the shock excitation wave tube; (4) arranging a differential acceleration sensor on the side wall of the top end part of the differential measurement column; (5) the excitation source is placed down from top to bottom at a certain interval through the pipe orifice of the excitation wave pipe, and the excitation source starts to excite when the excitation source is placed at a position; (6) the method comprises the following steps that an acceleration sensor and a differential acceleration sensor acquire stress wave signals each time an excitation source excites vibration; (7) and the data analyzer receives the detection signal of the acceleration sensor, the position information of the excitation source and the detection signal of the differential sensor, and determines the quality condition of the pile foundation.
Preferably, in the step (1), the shock excitation wave tube is parallel to the pile foundation to be detected, and the depth of the bottom end of the shock excitation wave tube in an underground soil layer is 3-4 m longer than that of the pile foundation to be detected.
Preferably, in the step (3), the distance between the differential measurement column and the shock wave tube is equal to the distance between the pile foundation to be detected and the shock wave tube, and the depth and the length of the differential measurement column are also equal to the length of the pile foundation to be detected.
Preferably, in the step (4), a horizontal height of the differential acceleration sensor is equal to a horizontal height of the acceleration sensor.
Preferably, in the step (5), the excitation source is lowered through the orifice of the excitation wave tube in a step length of 0.5 m.
Preferably, in the step (7), the data analyzer determines time t1 when the shock wave initially reaches the differential acceleration sensor according to the detection signal of the differential acceleration sensor; subtracting the initial arrival time t1 of the excitation wave at the differential acceleration sensor from the received detection time t2 of the acceleration sensor to obtain differential time t; and generating a differential time-depth oscillogram according to the depth of the excitation source 30, the differential time t and the detection signal amplitude of the acceleration sensor at the detection time t2 corresponding to the differential time t, and determining the quality condition of the pile foundation according to the first wave slope inflection point in the differential time-depth oscillogram.
Preferably, in the step (1), the lower end of the exciting pipe is closed, and the upper end is open.
Preferably, in the step (1), the excitation wave tube is a PVC tube.
Preferably, in step (6), the propagation velocity of the stress wave in the differential measurement column is greater than the propagation velocity in the pile foundation.
Preferably, in the step (3), the differential measurement column is a whole steel bar.
Preferably, the soil layer of the ground where the pile foundation is located has different layers with large impedance difference.
Preferably, the ground soil layer where the pile foundation is located comprises a soft clay layer and a hard rock layer.
As another aspect of the present invention, a device for detecting quality of a geotechnical engineering pile foundation is provided, which is used in the method for detecting quality of a geotechnical engineering pile foundation.
Drawings
Fig. 1 is the shortest propagation path of a stress wave in the presence of different soil layers according to the prior art.
Fig. 2 is a schematic view of a geotechnical engineering pile foundation quality detection device in an embodiment of the invention.
FIG. 3 is a diagram of the geotechnical engineering pile foundation quality detection method according to the embodiment of the invention.
Detailed Description
In order to more clearly illustrate the technical solutions of the present invention, the present invention will be briefly described below by using embodiments, and it is obvious that the following description is only one embodiment of the present invention, and for those skilled in the art, other technical solutions can be obtained according to the embodiments without inventive labor, and also fall within the disclosure of the present invention.
Referring to fig. 1, the propagation path of the stress wave to the sensor in the prior art includes a path L1 of the head wave of the excitation source to the pile foundation and a propagation path L2 in the pile foundation. When uneven layering 1 and layering 2 with large impedance difference exist in the pile periphery soil layer, when the path of the stress wave only comprises the layering 1 or the layering 2, the propagation distances L3 and L4 are the same, but the speeds are different; when the stress wave sensing path comprises a layer 1 or a layer 2, the transmission distance L5 and the transmission time are different from those of L3 and L4 which only have a single soil layer; at this time, the head wave time detected by the sensor is different from the head wave time in the uniform soil layer, so that the judgment of the head wave slope inflection point is wrong, and a wrong signal of the pile body defect is given.
The geotechnical engineering pile foundation quality detection device of the embodiment of the invention, referring to fig. 2, comprises: the device comprises an acceleration sensor 10, an excitation wave tube 20, an excitation source 30, a differential measurement column 40, a differential acceleration sensor 50 and a data analyzer 60.
Referring to fig. 3, the geotechnical engineering pile foundation quality detection method of the embodiment of the invention comprises the following steps: (1) arranging an excitation wave tube 20 in the soil around the pile of the pile foundation 100 to be detected; (2) an acceleration sensor 10 is arranged on the side wall of the top end part of the pile foundation 100 to be detected; (3) a differential measurement column 40 is arranged beside the excitation wave tube 20; (4) a differential acceleration sensor 50 is provided on a side wall of a tip portion of the differential measurement column 40; (5) the excitation source 30 is put down from top to bottom at a certain interval through the orifice of the excitation wave tube 20, and the excitation source 20 starts to excite when the excitation source is put down to a position; (6) the acceleration sensor 10 and the differential acceleration sensor 50 acquire stress wave signals each time the excitation source 20 is excited; (7) the data analyzer 60 receives the detection signal of the acceleration sensor 10, the position information of the excitation source 30 and the detection signal of the differential acceleration sensor 50, and determines the quality condition of the pile foundation 100.
Specifically, in the step (1), the shock excitation wave tube 20 is arranged at a position 1-2 m away from the horizontal distance of the pile foundation 100 to be detected. The shock excitation wave tube 20 is arranged in parallel with the pile foundation 100, a PVC tube can be used as the shock excitation wave tube, the upper end of the shock excitation wave tube is open, the lower end of the shock excitation wave tube is closed, and the bottom depth of the shock excitation wave tube is 3-4 m longer than that of the pile foundation 100.
In the step (2), an acceleration sensor 10 is arranged on the side wall of the top end portion of the pile foundation 100 to be detected, and is used for detecting a stress wave signal generated by the excitation source 30, and the stress wave is transmitted to the acceleration sensor 10 through the ground soil layer and the pile foundation 100.
In the step (3), a differential measurement column 40 is arranged beside the shock wave tube 20, the differential measurement column 40 is parallel to the shock wave tube 20, and the depth and the length of the differential measurement column are also equal to those of the pile foundation 100 to be detected. The differential measurement column 40 is positioned so that the horizontal distance from the shock wave tube 20 is equal to the horizontal distance from the pile foundation 100 to the shock wave tube 20. The propagation paths L1 and L1 'of the stress wave through the soil layer to the pile foundation 100 and to the differential measurement column 40 are thus made equal, as are the propagation times Ta and Ta'. The entire rebar may be used as the differential measurement column 40 so that the stress wave propagates at a greater rate through the differential measurement column 40 than through the pile 100.
In the step (4), a differential acceleration sensor 50 is arranged on the side wall of the top end of the differential measurement column 40 and is used for detecting a stress wave signal generated by the excitation source 30, and the stress wave is transmitted to the differential acceleration sensor 50 through the ground soil layer and the differential measurement column 40. The differential acceleration sensor 50 is set to have a level equal to that of the acceleration sensor 10, so that the propagation distance L2 of the stress wave in the pile foundation 100 is the same as the propagation distance L2' of the stress wave in the differential measurement column 40.
In the step (5), the excitation source 30 is lowered from top to bottom at a certain interval through the orifice of the excitation wave tube 20, and when the excitation source 20 is lowered to a position, the excitation source starts to excite to generate a stress wave signal. The stress wave propagates through the ground soil layers of the same path length to the pile foundation 100 and the differential measurement column 40, and then to the acceleration sensor 10 and the differential acceleration sensor 50, respectively. Preferably, the excitation signal may be generated, for example, by setting the step size to 0.3m, 0.4m, or 0.5m depth, the position information of the excitation source 30 may be collected by a depth counter, and the depth counter outputs the collected position information of the excitation source 20 to the data analyzer 60.
In the step (6), during each vibration excitation of the vibration excitation source 20, the acceleration sensor 10 detects a stress wave signal which is transmitted to the position of the ground soil layer and the pile foundation 100 through the ground soil layer; the differential acceleration sensor 50 detects its positional stress wave signal propagating through the ground earth layers as well as the differential measurement column 40. The acceleration sensor 10 and the differential acceleration sensor 50 transmit detection signals to the data analyzer 60.
In step (7), the data analyzer 60 receives the detection signal of the acceleration sensor 10, the position information of the excitation source 30, and the detection signal of the differential acceleration sensor 50, and determines the quality condition of the pile foundation 100 and the position of the pile body defect in the pile foundation. Specifically, the data analyzer 60 determines the time t1 when the stress wave initially reaches the differential acceleration sensor 50 according to the detection signal of the differential acceleration sensor 50; subtracting the time t1 when the stress wave initially reaches the differential acceleration sensor 50 from the received detection time t2 of the acceleration sensor 10 to obtain differential time t; the data analyzer 60 generates a differential time-depth oscillogram according to the depth of the excitation source 30, the differential time t and the detection signal amplitude of the acceleration sensor at the detection time t2 corresponding to the differential time t, and determines the quality condition of the pile foundation according to the inflection point of the head wave slope in the differential time-depth oscillogram. If the first wave slope inflection point in the differential time-depth oscillogram is equal to the depth of the pile foundation, the quality of the pile foundation is good, and the defect of a pile body does not exist; and if the head wave slope inflection point in the differential time-depth oscillogram is smaller than the depth of the pile foundation, the depth corresponding to the head wave slope inflection point is the position with the defect of the pile body.
In the embodiment of the invention, in the time signal of the acceleration sensor, the influence of the propagation path of the stress wave in the ground soil layer is eliminated, so that the defects of the pile body can be accurately detected even if the ground soil layer is unevenly layered with large impedance difference.
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 (2)
1. A pile foundation quality detection method comprises the following steps: (1) arranging an excitation wave tube in the soil around the pile of the pile foundation to be detected; (2) arranging an acceleration sensor on the side wall of the top end part of the pile foundation to be detected; (3) arranging a differential measurement column beside the shock excitation wave tube; (4) arranging a differential acceleration sensor on the side wall of the top end part of the differential measurement column; (5) the excitation source is placed down from top to bottom at a certain interval through the pipe orifice of the excitation wave pipe, and the excitation source starts to excite when the excitation source is placed at a position; (6) the method comprises the following steps that an acceleration sensor and a differential acceleration sensor acquire stress wave signals each time an excitation source excites vibration; (7) the data analyzer determines the time t1 when the shock wave initially reaches the differential acceleration sensor according to the detection signal of the differential acceleration sensor; subtracting the initial arrival time t1 of the excitation wave at the differential acceleration sensor from the received detection time t2 of the acceleration sensor to obtain differential time t; and generating a differential time-depth oscillogram according to the depth of the excitation source, the differential time t and the detection signal amplitude of the acceleration sensor at the detection time t2 corresponding to the differential time t, and determining the quality condition of the pile foundation according to the first wave slope inflection point in the differential time-depth oscillogram.
2. The pile foundation quality detection method according to claim 1, characterized in that: in the step (7), if the first wave slope inflection point in the differential time-depth oscillogram is equal to the depth of the pile foundation, the quality of the pile foundation is good, and the pile body defect does not exist; and if the head wave slope inflection point in the differential time-depth oscillogram is smaller than the depth of the pile foundation, the depth corresponding to the head wave slope inflection point is the position with the defect of the pile body.
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| CN201910848951.7A CN110512662B (en) | 2018-04-21 | 2018-04-21 | Pile foundation quality detection method |
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| CN201810362880.5A CN108487336B (en) | 2018-04-21 | 2018-04-21 | Geotechnical engineering pile foundation quality detection method |
| CN201910848951.7A CN110512662B (en) | 2018-04-21 | 2018-04-21 | Pile foundation quality detection method |
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| CN113605469B (en) * | 2021-08-25 | 2022-09-16 | 陇东学院 | Pile foundation quality detection system |
| CN113585367B (en) * | 2021-08-25 | 2022-07-22 | 陇东学院 | Geotechnical engineering pile foundation quality detection method |
| CN115901945B (en) * | 2022-11-18 | 2024-04-12 | 西南交通大学 | Low-strain quality detection method for square piles |
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| CN206873512U (en) * | 2017-03-20 | 2018-01-12 | 浙江大学 | A kind of provided pipe bottom exciting side hole receives velocity of wave test pile bottom slip casting test apparatus |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN204703198U (en) * | 2015-02-11 | 2015-10-14 | 交通运输部公路科学研究所 | The reflection wave method device of exciting in the inspecting hole of stake side |
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- 2018-04-21 CN CN201910848951.7A patent/CN110512662B/en active Active
- 2018-04-21 CN CN201810362880.5A patent/CN108487336B/en active Active
Patent Citations (7)
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| JPH0988110A (en) * | 1995-09-21 | 1997-03-31 | Mitsubishi Heavy Ind Ltd | Method of diagnosing defect of foundation pile |
| CN103774701A (en) * | 2014-01-07 | 2014-05-07 | 浙江大学 | Method for detecting completeness of high bearing platform pile under existing structure object by virtual isolation single pile method |
| CN103953076A (en) * | 2014-05-06 | 2014-07-30 | 上海交通大学 | Existing engineering pile bottom depth determination method based on parallel seismic inflexion-point method |
| CN104652501A (en) * | 2015-02-11 | 2015-05-27 | 交通运输部公路科学研究所 | Pile foundation quality detection device and pile foundation quality detection method of shock excitation in pile side prospect hole |
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| CN110512662A (en) | 2019-11-29 |
| CN108487336B (en) | 2019-12-10 |
| CN108487336A (en) | 2018-09-04 |
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