An underwater dynamic sounding verticality adjustment control system and method

Abstract

The present invention provides a verticality adjustment control system and method for water-powered sounding. The water-powered sounding verticality adjustment control system includes a GPS locator, an inclinometer, a compass, and a verticality adjustment frame. The GPS locator is used to obtain the pile core coordinates of the gravel pile and the installation coordinates of the sounding rod. The verticality adjustment frame includes an adjustment bracket, a fixed bracket, and an outer fixed bracket. The adjustment bracket is movably installed in the outer fixed bracket, and the inner end abuts against the outer circumference of the sounding rod. The fixed bracket is fixed in the outer fixed bracket, and the inner end abuts against the outer circumference of the sounding rod. In this application, during the test, the sounding rod conducts the test at the pile core position of the gravel pile with the same verticality and inclination azimuth angle as the gravel pile, minimizing the relative deflection angle between the sounding rod and the central axis of the gravel pile as much as possible, and effectively avoiding the sounding rod from piercing through the gravel pile.

Description

Technical Field

[0001] The present invention relates to the technical field of dynamic penetration testing of underwater gravel piles, and particularly to an underwater dynamic penetration verticality adjustment control system, and an underwater dynamic penetration verticality adjustment control method using the underwater dynamic penetration verticality adjustment control system. Background Art

[0002] Dynamic penetration testing (DPT) is an in-situ testing method that uses a certain drop hammer energy to drive a probe of a certain specification together with a sounding rod into the soil, and discriminates the engineering properties of the soil according to the difficulty of penetration (usually expressed by the penetration degree, the number of hammer blows, or the dynamic penetration resistance per unit area of the probe). Dynamic penetration testing is widely applicable, and is applicable to strongly weathered and completely weathered hard rocks, various soft rocks and various types of soils. The main purposes of dynamic penetration testing are as follows: 1) exploring soil layers of different properties; 2) determining the physical and mechanical properties of the soil; 3) testing the quality effect of foundation reinforcement and improvement. The advantages of dynamic penetration testing are simple test equipment, easy operation, high work efficiency, and wide applicability. During the penetration process, dynamic penetration testing can continuously measure the properties of the soil. For non-cohesive soils (sand, gravelly soil) that are difficult to sample, and for soil layers that are difficult to penetrate by static cone penetration testing, dynamic penetration testing is a very effective exploration and in-situ testing method. At present, the dynamic penetration testing equipment mainly consists of three parts: a cone head, a sounding rod, and a drop hammer, and can be divided into three categories: light type, heavy type, and extra-heavy type.

[0003] The gravel (sand) pile compaction method refers to that the gravel pile method and the sand pile are collectively called coarse-grained soil piles, which means that after forming a hole in a soft foundation by means of vibration, impact or water jetting, etc., gravel or sand is then extruded into the soil hole to form a dense pile body composed of large-diameter gravel or sand. In the construction of many port engineering projects in China, it is necessary to use the gravel (sand) pile compaction method for foundation reinforcement. With the development of engineering construction, the depth of foundation reinforcement has been continuously deepened, and the maximum reinforcement depth has reached 40m to 50m. It has obvious advantages in saving project cost and shortening the construction period, and has a broad application prospect in the field of soft foundation treatment.

[0004] At present, the inspection and evaluation of gravel piles are mainly divided into two aspects: one is the inspection and evaluation of the pile body quality, mainly inspecting and evaluating the uniformity and compactness of the gravel piles; the other is the inspection and evaluation of the gravel pile composite foundation to verify whether it can meet the bearing capacity requirements put forward by the design. A large number of engineering practices have shown that the bearing capacity of the gravel pile composite foundation is relatively easy to meet the design requirements; therefore, strengthening the control of the gravel pile body quality is the key to ensuring the quality of the gravel pile composite foundation. The heavy dynamic penetration test technology has the characteristics of low cost, quick effect, and simple construction. For the inspection of the construction quality of the gravel (sand) pile foundation, according to the relevant regulations of the Industry Standard of the People's Republic of China "Technical Code for Building Foundation Treatment" (JGJ 79-2012) and "Technical Specification for Test and Detection of Foundation and Subgrade of Waterway Engineering" (JTS237-2017), it is necessary to conduct a heavy dynamic penetration test on the pile body; according to the heavy cone dynamic penetration (N 63.5 ), when the hammer drop distance is 76 cm and at a certain penetration amount (mostly 10 cm), the number of hammer blows (N 63.5 ) is used to judge whether the quality of the gravel pile body is qualified. After the construction of the gravel pile is completed, after a period of time, not less than 21 days for the silty clay foundation, not less than 14 days for the silt foundation, and not less than 7 days for the sand and miscellaneous fill foundations. After the surrounding soil has recovered, the dynamic penetration test can be carried out on the pile body. The above specifications have the following regulations on the interval time, not less than 21 days for the silty clay foundation, not less than 14 days for the silt foundation, and not less than 7 days for the sand and miscellaneous fill foundations.

[0005] Compared with on land, during the waterborne dynamic penetration test, the waves have a greater impact on the test platform or the test ship, and the water flow from the test operation platform to the mud surface also has a certain impact on the test. Coupled with the fact that the depth of the foundation reinforcement is as high as thirty or forty meters, in order to avoid the dynamic penetration probe piercing the pile body during the test and affecting the test results, the waterborne dynamic penetration has higher requirements for the positioning of the center point of the pile body and the verticality. It can be seen that the influence of waves, the influence of water flow, the positioning of the center point of the gravel pile, the verticality of the gravel pile formation, and the control of the verticality of the test rod are the difficulties of the waterborne gravel pile dynamic penetration.

[0006] During the waterborne dynamic penetration test of the gravel pile, it often happens that due to the poor control of the test verticality, the probe of the dynamic penetration (i.e., the penetration rod) pierces the gravel pile body, which in turn causes the number of hammer blows (N 63.5 ) in this test section to be distorted, resulting in a misjudgment of the process quality and affecting the project progress. The relevant regulations of the "Technical Specification for Test and Detection of Foundation and Subgrade of Waterway Engineering" (JTS237-2017) stipulate that the maximum deflection of the penetration rod should not exceed 2°, as shown in Figure 1, the hammering penetration is carried out continuously to prevent hammering eccentricity, inclination of the sounding rod 10 and lateral swaying, and maintain the verticality of the sounding rod 10. The hammering rate is (15 - 30) blows per minute. If the inclination degree of the sounding rod 10 exceeds 2°, it is very easy to cause the sounding rod 10 to penetrate through the gravel pile 20, and the penetration position is Figure 1 position A. In addition to the verticality of the sounding rod 10 itself, the verticality deviation during the construction of the gravel pile 20 will also affect and cause the sounding rod 10 of the dynamic sounding to penetrate through the gravel pile 20, as shown in Figure 2 , and the penetration position is Figure 2 position B; when the inclination direction of the sounding rod 10 is opposite to that of the gravel pile 20, it is easier to cause the penetration phenomenon, and the penetration position is Figure 2 position B on the right side in Summary of the Invention

[0007] In view of the above-mentioned disadvantages of the prior art, the purpose of the present invention is to provide a verticality adjustment control system for waterborne dynamic sounding, which can avoid the sounding rod from penetrating through the gravel pile by adjusting and controlling the verticality of the sounding rod relative to the gravel pile.

[0008] To achieve the above purpose, the present invention provides a verticality adjustment control system for waterborne dynamic sounding, which is used to adjust and control the verticality of the sounding rod relative to the gravel pile. The verticality adjustment control system for waterborne dynamic sounding includes a GPS locator, an inclinometer 1 and an azimuth meter 1 both installed on the top of the pile-forming steel pipe, a verticality adjustment frame for adjusting the verticality of the sounding rod, and an inclinometer 2 and an azimuth meter 2 both installed on the top of the sounding rod. The GPS locator is used to obtain the coordinates of four measurement corner points distributed at 90° intervals on the same plane of the pile-forming steel pipe. The verticality adjustment frame includes an adjustment bracket, a fixed bracket, and an outer peripheral fixed bracket fixed to the sounding rod. The adjustment bracket and the fixed bracket are arranged side by side along the axial direction of the sounding rod. The adjustment bracket is movably installed in the outer peripheral fixed bracket and its inner end abuts against the outer periphery of the sounding rod. The fixed bracket is fixed in the outer peripheral fixed bracket and its inner end abuts against the outer periphery of the sounding rod.

[0009] Furthermore, the verticality adjustment control system for waterborne dynamic sounding further includes an installation support, which is welded to the outer periphery of the top of the pile-forming steel pipe and is parallel to the central axis of the pile-forming steel pipe. The inclinometer 1 and the azimuth meter 1 are both installed in the installation support.

[0010] Furthermore, the azimuth meter 1 is integrated in the inclinometer 1.

[0011] Furthermore, the azimuth meter 1 is a digital compass.

[0012] Further, the adjusting bracket includes an adjusting rod extending horizontally and an adjusting nut fixed to the outer end of the adjusting rod. The adjusting nut is threadedly connected to the outer fixing frame, and the inner end of the adjusting rod abuts against the outer periphery of the sounding rod.

[0013] Further, there are four adjusting rods, which are vertically and evenly distributed around the sounding rod in the same horizontal plane.

[0014] Further, the distance between the inclinometer 1 and the azimuth instrument 1 from the top surface of the pile-forming steel pipe is 500 mm to 1000 mm.

[0015] Further, the distance between the adjusting bracket and the top surface of the outer fixing frame is 300 mm, and the vertical distance between the adjusting bracket and the fixing bracket is 700 mm.

[0016] The present application further provides a method for adjusting and controlling the verticality of the waterborne dynamic sounding. Using the above-mentioned waterborne dynamic sounding verticality adjustment control system, the method for adjusting and controlling the verticality of the waterborne dynamic sounding successively includes the following steps:

[0017] S1. Make marks at four measurement corner points distributed at 90° intervals in the same plane on the outer periphery of the pile-forming steel pipe. Use the GPS locator to measure the coordinates of the four measurement corner points, and thus calculate the pile core coordinates of the gravel pile to obtain the pile core position of the gravel pile; use the inclinometer 1 to detect the verticality of the gravel pile, and use the azimuth instrument 1 to detect the inclination azimuth angle of the gravel pile.

[0018] S2. Install a GPS locator at the central position of the bottom of the sounding rod, and ensure that the sounding rod is aligned with the pile core position on the top surface of the gravel pile according to the feedback of the GPS locator.

[0019] S3. According to the verticality and inclination azimuth angle of the gravel pile, control the movement of the adjusting bracket in the outer fixing frame, thereby adjusting the verticality and inclination azimuth angle of the sounding rod until it is judged by the inclinometer 2 that the verticality of the sounding rod is the same as that of the gravel pile, and it is judged by the azimuth instrument 2 that the inclination azimuth angle of the sounding rod is the same as that of the gravel pile.

[0020] S4. Hammer the sounding rod at the pile core position on the top surface of the gravel pile to conduct a dynamic sounding test.

[0021] As described above, the waterborne dynamic sounding verticality adjustment control system and method involved in the present invention have the following beneficial effects:

[0022] In this application, the core coordinates of the gravel pile are measured by a GPS locator, and the verticality and inclination azimuth angle of the gravel pile are obtained by an inclinometer 1 and an azimuth instrument 1 respectively. Then, the verticality and inclination azimuth angle of the sounding rod are adjusted and controlled by a verticality adjustment frame. Thus, during the test, the sounding rod conducts the test at the core position of the gravel pile with the same verticality and inclination azimuth angle as the gravel pile, minimizing the relative deflection angle between the sounding rod and the central axis of the gravel pile as much as possible, effectively avoiding the sounding rod from piercing through the gravel pile, ensuring the smooth progress of the dynamic penetration test, ultimately guaranteeing the accuracy of the process quality judgment, and ensuring the project progress. Description of the Drawings

[0023] Figure 1 Schematic diagram of the sounding rod piercing through the gravel pile due to the verticality problem of the sounding rod in the prior art.

[0024] Figure 2 Schematic diagram of the sounding rod piercing through the gravel pile due to the verticality problem of the gravel pile in the prior art.

[0025] Figure 3 and Figure 4 Schematic diagram of the assembly of the GPS locator on the pile-forming steel pipe in this application, Figure 3 is a sectional view, Figure 4 is a front view.

[0026] Figure 5 and Figure 6 Schematic diagram of the assembly of the inclinometer 1 and the azimuth instrument 1 on the pile-forming steel pipe in this application, Figure 5 is a sectional view, Figure 6 is a front view.

[0027] Figure 7 Schematic diagram of the assembly of the verticality adjustment frame on the sounding rod in this application. This figure is a front view.

[0028] Figure 8 is Figure 7 Schematic diagram of the structure at the adjustment bracket. This figure is a sectional view.

[0029] Description of the Component Labels

[0030] 10 Sounding rod

[0031] 20 Gravel pile

[0032] 30 GPS locator

[0033] 40 Inclinometer 1

[0034] 50 Adjustment bracket

[0035] 51 Adjusting rod

[0036] 52 Adjusting nut

[0037] 60 Fixed support

[0038] 70 Installation support

[0039] 80 Pile-forming steel pipe

[0040] 81 Measuring corner point

[0041] 90 Inclinometer II

[0042] 110 Hoop

[0043] 120 Installation base

[0044] 130 Azimuth instrument I

[0045] 140 Peripheral fixing frame

[0046] 150 Azimuth instrument II Specific implementation manners

[0047] The following specific embodiments illustrate the implementation manners of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification.

[0048] It should be noted that the structures, ratios, sizes, etc. shown in the drawings of this specification are only used to cooperate with the content disclosed in the specification for those skilled in the art to understand and read, and are not used to limit the limited conditions for the implementation of the present invention. Therefore, they do not have technical essential meanings. Any modification of the structure, change of the proportional relationship or adjustment of the size, without affecting the effects that the present invention can produce and the purposes that can be achieved, should still fall within the scope covered by the technical content disclosed in the present invention. At the same time, the terms such as "upper", "lower", "left", "right", "middle" and "one" cited in this specification are only for the convenience of description and are not used to limit the scope for the implementation of the present invention. The change or adjustment of their relative relationships, without substantial change of the technical content, should also be regarded as the scope for the implementation of the present invention.

[0049] The present invention provides a verticality adjustment control system for waterborne dynamic sounding, which is used to adjust and control the verticality of the sounding rod 10 relative to the gravel pile 20. During the construction process, when the gravel pile 20 is formed, a pile-forming steel pipe 80 is configured. After the gravel pile 20 is formed, the pile-forming steel pipe 80 will be pulled out. The pile-forming steel pipe 80 is a rigid member. When forming the pile, the lower part of the pile-forming steel pipe 80 is inserted into the soil, and the upper end of the pile-forming steel pipe 80 protrudes upward from the water surface. Thus, the core coordinates of the pile-forming steel pipe 80 are the same as the core coordinates of the gravel pile 20, and the verticality and inclination azimuth angle of the pile-forming steel pipe 80 are the same as the verticality and inclination azimuth angle of the gravel pile 20.

[0050] Such as Figures 3 to 7As shown in the figure, the verticality adjustment control system for the water - powered sounding involves a GPS locator 30, an inclinometer, an azimuth meter, and a verticality adjustment frame; the GPS locator 30 is used to obtain the pile core coordinates of the gravel pile 20 and the installation coordinates of the sounding rod 10; there are two inclinometers, namely inclinometer one 40 and inclinometer two 90; there are also two azimuth meters, namely azimuth meter one 130 and azimuth meter two 150. Among them, as Figure 3 and Figure 4 shown, there are four measurement corner points 81 distributed at 90° intervals in the same radial plane of the pile - forming steel pipe 80. The diagonal connections of these four measurement corner points 81 are perpendicular to each other. The GPS locator 30 is used to detect the coordinates of these four measurement corner points 81, thereby calculating the core coordinates of the pile - forming steel pipe 80, and then calculating the pile core coordinates of the gravel pile 20, and thus obtaining the pile core position O1 of the gravel pile 20; in addition, the GPS locator 30 is also used to detect the installation coordinates of the center position at the bottom of the sounding rod 10. As Figure 5 and Figure 6 shown, inclinometer one 40 and azimuth meter one 130 are both installed at the top of the pile - forming steel pipe 80. Inclinometer one 40 is used to detect the verticality of the pile - forming steel pipe 80 (i.e., the gravel pile 20), and azimuth meter one 130 is used to detect the inclination azimuth angle of the pile - forming steel pipe 80 (i.e., the gravel pile 20). As Figure 7 and Figure 8 shown, the verticality adjustment frame is used to adjust the verticality of the sounding rod 10. The verticality adjustment frame includes an adjustment bracket 50, a fixed bracket 60, and an outer peripheral fixed frame 140 fixed to the sounding rod 10. The adjustment bracket 50 and the fixed bracket 60 are arranged side by side along the axial direction of the sounding rod 10; in this embodiment, the adjustment bracket 50 is distributed above the fixed bracket 60; the adjustment bracket 50 is movably installed in the outer peripheral fixed frame 140 along the radial direction of the sounding rod 10, and the inner end of the adjustment bracket 50 abuts against the outer circumference of the sounding rod 10, and the position of the sounding rod 10 at this place can be adjusted; the fixed bracket 60 is fixed in the outer peripheral fixed frame 140, and the inner end of the fixed bracket 60 abuts against the outer circumference of the sounding rod 10, thereby fixing the position of the sounding rod 10 at this place. Inclinometer two 90 and azimuth meter two 150 are both installed at the top of the sounding rod 10. Inclinometer two 90 is used to detect the verticality of the sounding rod 10, and azimuth meter two 150 is used to detect the inclination azimuth angle of the sounding rod 10.

[0051] The present application also provides a method for controlling the verticality adjustment of the water - powered sounding. Using the above - mentioned verticality adjustment control system for the water - powered sounding, the method for controlling the verticality adjustment of the water - powered sounding sequentially includes the following steps:

[0052] S1. Mark at four measurement corner points 81 that are evenly distributed at 90° intervals on the outer periphery of the pile-forming steel pipe 80 within the same plane. Use the GPS locator 30 to measure the coordinates of the four measurement corner points 81, and thereby calculate the core coordinates of the gravel pile 20 to obtain the core position O1 of the gravel pile 20. Use the first inclinometer 40 to detect the verticality of the gravel pile 20, and use the first azimuth instrument 130 to detect the inclination azimuth angle of the gravel pile 20.

[0053] S2. Install the GPS locator 30 at the central position of the bottom of the sounding rod 10, and align the sounding rod 10 with the core position of the top surface of the gravel pile 20. During this process, the GPS locator 30 at the bottom of the sounding rod 10 real-time feeds back the current installation coordinates of the sounding rod 10. Therefore, in combination with the feedback of the GPS locator 30 at the bottom of the sounding rod 10, ensure that the sounding rod 10 is aligned with the core position of the top surface of the gravel pile 20.

[0054] S3. According to the verticality and inclination azimuth angle of the gravel pile 20, control and adjust the support 50 to move in the outer fixing frame 140 to adjust the position of the sounding rod 10 at this location. The position of the sounding rod 10 at the fixed support 60 is fixed. Thus, adjust the verticality and inclination azimuth angle of the sounding rod 10 until it is judged by the second inclinometer 90 that the verticality of the sounding rod 10 is the same as that of the gravel pile 20, and it is judged by the second azimuth instrument 150 that the inclination azimuth angle of the sounding rod 10 is the same as that of the gravel pile 20.

[0055] S4. Hammer the sounding rod 10 at the core position O1 of the top surface of the gravel pile 20 to conduct a dynamic penetration test.

[0056] Therefore, in this application, the core coordinates of the gravel pile 20 are measured by the GPS locator 30, and the verticality and inclination azimuth angle of the gravel pile 20 are respectively obtained by the first inclinometer 40 and the first azimuth instrument 130. After that, according to the verticality and inclination azimuth angle of the gravel pile 20, the verticality and inclination azimuth angle of the sounding rod 10 are adjusted and controlled by using the verticality adjustment frame. Thus, during the test process, the sounding rod 10 conducts the test at the core position O1 of the gravel pile 20 with the same verticality and inclination azimuth angle as the gravel pile 20, minimizing the relative deflection angle between the sounding rod 10 and the central axis of the gravel pile 20 as much as possible, effectively avoiding the sounding rod 10 from piercing through the gravel pile 20, ensuring the smooth progress of the dynamic penetration test, and ultimately ensuring the accuracy of the process quality judgment and the project progress.

[0057] In order to be able to more accurately adjust and control the verticality and inclination azimuth angle of the sounding rod 10, such as Figure 7As shown in the figure, the verticality adjustment control system for the water-powered sounding also includes an inclinometer II 90 and an azimuth meter II 150. The inclinometer II 90 and the azimuth meter II 150 are both installed at the top of the sounding rod 10. The inclinometer II 90 is used to detect the verticality of the sounding rod 10, and the azimuth meter II 150 is used to detect the tilt azimuth angle of the sounding rod 10. In this way, during the process of using the verticality adjustment frame to adjust and control the verticality and tilt azimuth angle of the sounding rod 10, according to the detection data of the inclinometer II 90 and the azimuth meter II 150, the verticality and tilt azimuth angle of the sounding rod 10 can be accurately adjusted to be the same as those of the gravel pile 20, making the central axis of the sounding rod 10 and the gravel pile 20 as coaxial as possible, thus avoiding the sounding rod 10 piercing through the gravel pile 20 during the water-powered sounding test.

[0058] Preferably, as Figure 7 shown in the figure, the installation method of the inclinometer II 90 and the azimuth meter II 150 is as follows: A hoop 110 is fixed on the outer peripheral surface of the top of the sounding rod 10, and a mounting base 120 is welded and fixed on the hoop 110. The inclinometer II 90 and the azimuth meter II 150 are both installed in the mounting base 120. The inclinometer II 90 and the azimuth meter II 150 can be two independent detection instruments, or the azimuth meter II 150 can be integrated in the inclinometer II 90, and the azimuth meter II 150 can be a digital compass.

[0059] Furthermore, as Figure 3 and Figure 4 shown in the figure, during the pile forming process of the gravel pile 20, after the gravel pile 20 is inserted to the design elevation, the GPS locator 30 is used to perform GPS positioning on the four measuring corner points 81 perpendicular to the pile forming steel pipe 80. After obtaining the position information of the four measuring corner points 81 perpendicular to the pile forming steel pipe 80 through the GPS locator 30, the pile core coordinates of the gravel pile 20, that is, the pile core position O1 of the gravel pile 20, are obtained by calculation or by marking on the CAD drawing. After that, when the gravel pile 20 undergoes a dynamic sounding test, the drill rod of the drill rig is aligned with the pile core coordinates of the gravel pile 20 for the test, so that the sounding rod 10 is hammered at the pile core position O1 on the top surface of the gravel pile 20. In addition, during the water-powered sounding test, in order to prevent the sounding rod 10 of the dynamic sounding from being affected by the water flow in the section from the drilling platform to the mud surface, the pile forming steel pipe 80 is lowered in this section. The bottom end of the pile forming steel pipe 80 is inserted into the gravel cushion layer. The aperture of the hole opened on the drilling platform is slightly larger than the diameter of the pile forming steel pipe 80. The top end of the pile forming steel pipe 80 is slightly higher than the drilling platform, and no connection is made between the pile forming steel pipe 80 and the drilling platform.

[0060] Furthermore, as Figure 5 and Figure 6As shown in the figure, the verticality adjustment control system for the water-powered sounding also includes a mounting support 70, which is welded to the outer periphery of the top of the pile-forming steel pipe 80 and is parallel to the central axis of the pile-forming steel pipe 80. The first inclinometer 40 and the first azimuth instrument 130 are both installed in the mounting support 70. The first azimuth instrument 130 is a digital compass, so that the first inclinometer 40 and the first azimuth instrument 130 are both installed at the top of the pile-forming steel pipe 80. The first inclinometer 40 and the first azimuth instrument 130 can be two independent detection instruments, or the first azimuth instrument 130 can be integrated into the first inclinometer 40. In this embodiment, the digital compass that constitutes the first azimuth instrument 130 is integrated into the first inclinometer 40. During the pile-forming process of the gravel pile 20, before the pile-forming steel pipe 80 is inserted into the soil to reach the designed pile length and before the pile-forming steel pipe 80 vibrates and is pulled out, the first inclinometer 40 integrated with the first azimuth instrument 130 is installed into the mounting support 70, and the verticality displayed by the first inclinometer 40 and the tilt azimuth angle displayed by the first azimuth instrument 130 are recorded. Through measurement, the verticality of the gravel pile 20 after pile-forming and the corresponding tilt azimuth angle are obtained and recorded. In addition, the distance between the mounting support 70 and the top surface of the pile-forming steel pipe 80 is 500 mm to 1000 mm, so that the distance between the first inclinometer 40 and the first azimuth instrument 130 and the top surface of the pile-forming steel pipe 80 is 500 mm to 1000 mm. While facilitating construction, the verticality of the pile-forming steel pipe 80 and the corresponding tilt azimuth angle can be accurately obtained, and thus the verticality of the gravel pile 20 after pile-forming and the corresponding tilt azimuth angle can be obtained.

[0061] Further, as Figure 7 and Figure 8 shown in the figure, the adjusting bracket 50 includes an adjusting rod 51 extending horizontally and an adjusting nut 52 fixed to the outer end of the adjusting rod 51. The adjusting nut 52 is threadedly connected to the outer fixing frame 140, and the inner end of the adjusting rod 51 abuts against the outer periphery of the sounding rod 10; by rotating the adjusting nut 52, the adjusting rod 51 can be moved closer to or farther away from the sounding rod 10, thereby adjusting the central position of the sounding rod 10 at this place, and thus adjusting and controlling the verticality and tilt azimuth angle of the sounding rod 10. There are four adjusting rods 51, which are vertically and evenly distributed on the outer periphery of the sounding rod 10 in the same horizontal plane, that is, there are four adjusting brackets 50. Similarly, there are four fixing brackets 60, which are evenly distributed and abut against the outer periphery of the sounding rod 10. Preferably, the distance between the adjusting bracket 50 and the top surface of the outer fixing frame 140 is 300 mm, and the vertical distance between the adjusting bracket 50 and the fixing bracket 60 is 700 mm.

[0062] In summary, when the dynamic sounding test is carried out on the gravel pile 20 in this application, the sounding rod 10 conducts the test at the pile core position O1 of the gravel pile 20 with the same verticality and inclination azimuth angle as the gravel pile 20, minimizing the relative deflection angle between the sounding rod 10 and the central axis of the gravel pile 20 as much as possible, effectively eliminating the influence of the verticality deviation during the construction of the gravel pile 20 and the verticality deviation of the dynamic sounding probe sounding rod 10 on the test, thus effectively avoiding the sounding rod 10 from piercing through the gravel pile 20, ensuring the smooth progress of the dynamic sounding test, ultimately ensuring the accuracy of the process quality judgment, and ensuring the project progress.

[0063] In summary, the present invention effectively overcomes various drawbacks in the prior art and has high industrial utilization value.

[0064] The above embodiments are only illustrative of the principles and effects of the present invention and are not intended to limit the present invention. Any person familiar with this technology can modify or change the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or changes made by those with ordinary knowledge in the technical field without departing from the spirit and technical ideas disclosed by the present invention should still be covered by the claims of the present invention.

Claims

1. A verticality adjustment control system for water-powered sounding, which is used to adjust and control the verticality of a sounding rod (10) relative to a gravel pile (20). The gravel pile (20) is configured with a pile-forming steel pipe (80) during pile formation, and is characterized in that: The verticality adjustment control system for the water-powered sounding includes a GPS locator (30), an inclinometer 1 (40) and an azimuth meter 1 (130) both installed at the top of the pile-forming steel pipe (80), a verticality adjustment frame for adjusting the verticality of the sounding rod (10), and an inclinometer 2 (90) and an azimuth meter 2 (150) both installed at the top of the sounding rod (10). The GPS locator (30) is used to obtain the coordinates of four measurement corner points (81) that are evenly distributed at 90° intervals in the same plane on the pile-forming steel pipe (80). The verticality adjustment frame includes an adjustment bracket (50), a fixed bracket (60), and an outer peripheral fixed frame (140) fixed to the sounding rod (10). The adjustment bracket (50) and the fixed bracket (60) are arranged side by side along the axial direction of the sounding rod (10). The adjustment bracket (50) is movably installed in the outer peripheral fixed frame (140), and its inner end abuts against the outer periphery of the sounding rod (10). The fixed bracket (60) is fixed in the outer peripheral fixed frame (140), and its inner end abuts against the outer periphery of the sounding rod (10).

2. The verticality adjustment control system for water-powered sounding according to claim 1, characterized in that: It further includes a mounting support (70). The mounting support (70) is welded to the outer periphery of the top of the pile-forming steel pipe (80) and is parallel to the central axis of the pile-forming steel pipe (80). The inclinometer 1 (40) and the azimuth meter 1 (130) are both installed in the mounting support (70).

3. The verticality adjustment control system for water-powered sounding according to claim 2, characterized in that: The azimuth meter 1 (130) is integrated in the inclinometer 1 (40).

4. The water-powered sounding verticality adjustment control system according to claim 2, wherein: The azimuth meter 1 (130) is a digital compass.

5. The verticality adjustment control system for water-powered sounding according to claim 1, characterized in that: The adjustment bracket (50) includes a horizontally extending adjustment rod (51) and an adjustment nut (52) fixed to the outer end of the adjustment rod (51). The adjustment nut (52) is threadedly connected in the outer peripheral fixed frame (140), and the inner end of the adjustment rod (51) abuts against the outer periphery of the sounding rod (10).

6. The water-powered sounding verticality adjustment control system according to claim 5, characterized in that: There are four adjustment rods (51), and in the same horizontal plane, the four adjustment rods (51) are vertically and evenly distributed on the outer periphery of the sounding rod (10).

7. The verticality adjustment control system for water-powered sounding according to claim 1, characterized in that: The distance between the inclinometer 1 (40) and the azimuth meter 1 (130) from the top surface of the pile-forming steel pipe (80) is 500 mm to 1000 mm.

8. The verticality adjustment control system for water-powered sounding according to claim 1, characterized in that: The distance between the adjustment bracket (50) from the top surface of the outer peripheral fixed frame (140) is 300 mm, and the vertical distance between the adjustment bracket (50) and the fixed bracket (60) is 700 mm.

9. A method for adjusting and controlling the verticality of water-powered sounding, characterized in that: When using the verticality adjustment control system for the water-powered sounding according to any one of claims 1-8, the verticality adjustment control method for the water-powered sounding sequentially includes the following steps: S1. Mark at four measurement corner points (81) that are evenly distributed at 90° intervals in the same plane on the outer periphery of the pile-forming steel pipe (80). Use the GPS locator (30) to measure the coordinates of the four measurement corner points (81), and thus calculate the core coordinates of the gravel pile (20) to obtain the core position of the gravel pile (20). Use the inclinometer 1 (40) to detect the verticality of the gravel pile (20), and use the azimuth meter 1 (130) to detect the inclination azimuth angle of the gravel pile (20). S2. Install a GPS locator (30) at the central position of the bottom of the sounding rod (10), and ensure that the sounding rod (10) is aligned with the pile core position on the top surface of the gravel pile (20) according to the feedback of the GPS locator (30). S3. Control and adjust the support (50) to move in the outer fixing frame (140) according to the verticality and inclination azimuth angle of the gravel pile (20), so as to adjust the verticality and inclination azimuth angle of the sounding rod (10) until it is judged by the second inclinometer (90) that the verticality of the sounding rod (10) is the same as that of the gravel pile (20), and it is judged by the second azimuth meter (150) that the inclination azimuth angle of the sounding rod (10) is the same as that of the gravel pile (20). S4. Hammer the sounding rod (10) at the pile core position on the top surface of the gravel pile (20) to conduct a dynamic sounding test.

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