A prestressed pipe pile reinforcing method

Abstract

This invention relates to a method for reinforcing prestressed concrete pipe piles, belonging to the field of building construction technology. The method includes: connecting two adjacent prestressed concrete pipe piles during static pressure construction; reinforcing the connection section of the connected piles with an arc-shaped steel plate; determining whether to reinforce the connection point based on the shear force of the stratum; determining the reinforcement method based on the shear force; and completing the reinforcement construction according to the reinforcement method. Compared to conventional construction methods, this method eliminates the need for concrete pouring and demolding after static pressure construction, reduces the need for prolonged on-site construction, and minimizes the use of excessive construction machinery. It avoids the difficulty of controlling concrete strength during on-site construction, ensures the stability of the completed prestressed concrete pipe piles, and avoids low construction efficiency.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a method for reinforcing prestressed pipe piles. Background Technology

[0002] At present, most foundation pit support adopts cast-in-place piles (row piles) + water-stop curtain or underground continuous wall. The prestressed pipe pile support method is less common. Cast-in-place piles and underground continuous walls have long on-site construction time, significant environmental impact, and require a lot of construction machinery. In order to make foundation pit support piles prefabricated and reduce the environmental impact of construction site, prestressed pipe piles are used for support. To ensure that the shear force at the connection of the prestressed pipe piles meets the requirements under the action of earthwork, steel plates of the same material as the prestressed pipe piles are welded and reinforced.

[0003] Chinese Patent Publication No. CN113356183A discloses a method for reinforcing the two ends of prestressed concrete pipe piles. The method involves: first, drilling a hole with a diameter of 800mm; second, injecting cement grout into a formwork at a height of 2-3 meters above the top of the prestressed concrete pipe pile to create a cement solid; third, three hours after the second grouting is completed, pressing or driving the prestressed concrete pipe pile, equipped with a grouting device, into the soil well; fourth, taking measures to enhance the resistance at the lower end of the prestressed concrete pipe pile by using high-pressure grouting to increase the soil bearing capacity, forming an enlarged head at the lower end of the pile; fifth, increasing the frictional resistance of the pile sidewalls. After the cement grout injected into the pile end reaches a certain pressure value, more cement grout is injected. Under increased pressure, the cement grout flows upwards along the soil around the pile, increasing the frictional resistance between the pile sidewalls and the soil, and maximizing the utilization of the pile's lateral frictional resistance until the cement grout reaches the cement solidified state. However, this method for reinforcing the two ends of prestressed concrete pipe piles has the following problems:

[0004] 1. Static pressure construction is required for prestressed pipe piles, and concrete pouring and demolding are required after the static pressure construction is completed, which results in a long on-site construction time and a large number of construction machines.

[0005] 2. Concrete strength is affected by many factors when poured on-site, making it difficult to control. This results in lower control precision during construction and the inability to guarantee the stability of the prestressed pipe piles, leading to low construction efficiency. Summary of the Invention

[0006] Therefore, the present invention provides a method for reinforcing prestressed pipe piles to overcome the problems in the prior art where it is difficult to control the concrete strength during on-site construction, resulting in low control accuracy of the construction process, inability to guarantee the stability of the completed prestressed pipe piles, and low construction efficiency.

[0007] To achieve the above objectives, the present invention provides a method for strengthening prestressed pipe piles, comprising:

[0008] Step S1: When performing static pressure construction on prestressed pipe piles, connect two adjacent prestressed pipe piles.

[0009] Step S2: Reinforce the two adjacent prestressed pipe piles that have been connected with each other at the connection section using an arc-shaped steel plate;

[0010] Step S3: Determine whether to reinforce the connection between two adjacent prestressed concrete pipe piles based on the shear force value of the stratum;

[0011] Step S4: Determine the reinforcement method based on the shear force value.

[0012] Step S5: Complete the reinforcement construction of the prestressed pipe pile according to the reinforcement method described above;

[0013] In step S4, when determining the reinforcement method based on the shear force value, the reinforcement method is determined based on the comparison result between the shear force value and the shear force value standard. The reinforcement method includes a first reinforcement method and a second reinforcement method. The first reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with a rectangular steel plate, and the second reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with a rectangular steel plate and a triangular steel plate.

[0014] Furthermore, in step S3, when determining whether to reinforce the connection between two adjacent prestressed concrete pipe piles based on the shear force value, the shear force value is compared with the shear force value standard. If the shear force value is greater than the shear force value standard, it is determined that reinforcement is required at the connection between the two adjacent prestressed concrete pipe piles; if the shear force value is not greater than the shear force value standard, it is determined that reinforcement is not required at the connection between the two adjacent prestressed concrete pipe piles.

[0015] Furthermore, when it is determined that reinforcement is needed at the connection between two adjacent prestressed concrete pipe piles, the shear force value and the shear force difference of the standard shear force value are calculated. Based on the comparison between the shear force difference and the preset shear force difference, the reinforcement method is determined. If the shear force difference is less than or equal to the preset shear force difference, the reinforcement method is determined to be the first reinforcement method; if the shear force difference is greater than the preset shear force difference, the reinforcement method is determined to be the second reinforcement method.

[0016] Furthermore, when the reinforcement method is determined, the ratio of the shear force difference to the preset shear force difference is calculated, and the width of the rectangular steel plate is determined based on the ratio.

[0017] Furthermore, when determining the reinforcement method, the area of ​​a single triangular steel plate is determined based on the ratio;

[0018] Furthermore, once the reinforcement method is determined, the adjustment method for the verticality of the prestressed pipe pile is determined based on the verticality detected by the verticality detection device.

[0019] Furthermore, once the verticality adjustment method is determined to be complete, the verticality of the prestressed concrete pipe pile is adjusted according to the verticality adjustment method.

[0020] If the verticality adjustment method used for the prestressed pipe pile is the first adjustment method, the prestressed pipe pile is significantly adjusted and the offset direction is determined;

[0021] If the verticality adjustment method used for the prestressed pipe pile is the second adjustment method, the prestressed pipe pile is finely adjusted and the offset direction is determined;

[0022] If the verticality adjustment method used for the prestressed pipe pile is the third adjustment method, and the verticality of the prestressed pipe pile is qualified, no adjustment is required for the prestressed pipe pile;

[0023] Furthermore, when the verticality of the prestressed pipe pile is qualified, several pressure sensors are used to detect the connection section. The pressure sensors output the pressure reading of the connection section, and the maximum pressure value and the minimum pressure value in the pressure reading are determined according to the pressure reading output by the pressure sensors.

[0024] Furthermore, when the pressure reading is determined, the width to be increased for the rectangular steel plate, the area to be increased for the triangular steel plate, and the position of the minimum pressure value are determined based on the difference between the maximum and minimum pressure readings. A preset difference is set, and the method of reinforcing the arc-shaped steel plate is determined based on the difference between the maximum and minimum pressure readings.

[0025] Furthermore, when it is determined that the reinforcement method should be adjusted, the adjustment method under the corresponding reinforcement method is determined according to the ratio of the difference between the maximum value and the minimum value of the pressure reading to a preset difference.

[0026] Compared with the prior art, the beneficial effects of the present invention are that, by setting a shear force value standard, the present invention determines the shear force of the prestressed pipe pile when it is subjected to the shear force of the stratum based on the shear force value of the stratum, ensuring that the shear force of the stratum will not damage the prestressed pipe pile, and that the strength of the prestressed pipe pile can be guaranteed to be maintained when the stratum changes. By comparing the shear force value with the shear force value standard, it is determined whether to reinforce the connection between two adjacent prestressed pipe piles, thereby improving the control accuracy of the prestressed pipe pile construction process and improving construction efficiency.

[0027] This invention improves the precision of control over the construction process of prestressed concrete pipe piles by setting different reinforcement methods. When it is determined that reinforcement is needed for two adjacent prestressed concrete pipe piles, the corresponding reinforcement method can be determined based on the difference between the shear force value and the shear force standard. This further improves the construction efficiency.

[0028] Furthermore, the triangular steel plate used in this invention is an isosceles right-angled triangular steel plate, and the triangular steel plate reinforces each connection corner position of the prestressed pipe pile connection through the arc-shaped steel plate, which can make the strength of the two adjacent prestressed pipe piles connected by the arc-shaped steel plate higher and improve the stability of the connection between the two adjacent prestressed pipe piles.

[0029] Furthermore, the present invention uses a verticality detection device to detect the verticality difference of the prestressed pipe piles. Based on the comparison results of the verticality with the first verticality and the second verticality, the verticality adjustment method for the prestressed pipe piles is determined, thereby improving the work efficiency of construction operations and shortening the construction time.

[0030] Furthermore, the present invention determines the location requiring further reinforcement by measuring the pressure difference at the connection of the two steel plates, thereby improving the precise control of the reinforcement location at the connection of the prestressed pipe piles. By adjusting the width of the rectangular steel plate and the area of ​​the triangular steel plate, the reinforcement method at the connection of the two prestressed pipe piles is adjusted, further improving the precise control of the reinforcement method at the connection of the prestressed pipe piles. Attached Figure Description

[0031] Figure 1 This is a flowchart of the prestressed pipe pile reinforcement method described in this invention;

[0032] Figure 2 This is a structural block diagram of two prestressed pipe pile connection sections according to an embodiment of the present invention. Detailed Implementation

[0033] To make the objectives and advantages of the present invention clearer, the present invention will be further described below with reference to embodiments; it should be understood that the specific embodiments described herein are merely for explaining the present invention and are not intended to limit the present invention.

[0034] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the present invention and are not intended to limit the scope of protection of the present invention.

[0035] It should be noted that in the description of this invention, the terms "upper", "lower", "left", "right", "inner", "outer", etc., which indicate directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. This is only for the convenience of description and is not intended to indicate or imply that the device or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this invention.

[0036] Furthermore, it should be noted that, in the description of this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0037] Please see Figure 1 As shown, it is a flowchart of the prestressed pipe pile reinforcement method according to an embodiment of the present invention.

[0038] The prestressed pipe pile reinforcement method of the present invention includes:

[0039] Step S1: When performing static pressure construction on prestressed pipe piles, connect two adjacent prestressed pipe piles.

[0040] Step S2: Reinforce the two adjacent prestressed pipe piles that have been connected with each other at the connection section using an arc-shaped steel plate;

[0041] Step S3: Determine whether to reinforce the connection between two adjacent prestressed concrete pipe piles based on the shear force value of the stratum;

[0042] Step S4: Determine the reinforcement method based on the shear force value.

[0043] Step S5: Complete the reinforcement construction of the prestressed pipe pile according to the reinforcement method.

[0044] In this embodiment of the invention, the shear force value is the stress on the outer wall of the drilling machine after drilling is completed when the drilling machine is installed at a relative position on the outer wall of the drilling machine before static pressure construction.

[0045] This invention shortens the construction time of pile driving operations and improves the efficiency of pile driving operations by installing pressure sensors on the outer wall of the drilling machine to detect stress during the drilling process.

[0046] This invention utilizes precast prestressed pipe piles for static pressure construction, requiring only static pressure construction machinery, significantly shortening construction time and reducing the need for additional machinery. Furthermore, the precast prestressed pipe piles are prefabricated in a prefabrication yard, allowing for strength testing and ensuring control over their strength. The strength of each section of the prestressed pipe pile can be guaranteed to be consistent, thereby improving the overall stability of the prestressed pipe piles after construction.

[0047] Specifically, in step S3, when determining whether to reinforce the connection between two adjacent prestressed pipe piles based on the shear force value, the shear force value is compared with the standard shear force value. If the shear force value is greater than the standard shear force value, it is determined that reinforcement is required at the connection between the two adjacent prestressed pipe piles; if the shear force value is not greater than the standard shear force value, it is determined that reinforcement is not required at the connection between the two adjacent prestressed pipe piles.

[0048] In this embodiment of the invention, the shear force standard is a percentage standard of the maximum shear force that the prestressed pipe pile can withstand, and the percentage standard is 60%.

[0049] This invention establishes a shear force standard and determines the shear force of the prestressed pipe pile when subjected to shear force from the stratum. This ensures that the shear force will not damage the prestressed pipe pile, and that the strength of the prestressed pipe pile can be guaranteed to withstand changes in the stratum. By comparing the shear force value with the shear force standard, it determines whether reinforcement is needed at the connection between two adjacent prestressed pipe piles. This improves the precision control of prestressed pipe pile construction and increases construction efficiency.

[0050] Specifically, when it is determined that reinforcement is needed at the connection between two adjacent prestressed pipe piles, the shear force value and the shear force difference C of the standard shear force value are calculated, and the reinforcement method is determined based on the comparison between the shear force difference C and the preset shear force difference C0.

[0051] If C≤C0, then the reinforcement method is determined to be the first reinforcement method;

[0052] If C > C0, then the reinforcement method is determined to be the second reinforcement method;

[0053] The first reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates, and the second reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates and triangular steel plates. The preset shear force difference C0 is 0.2KN.

[0054] The curved, rectangular, and triangular steel plates used for reinforcement and strengthening in this invention can be prefabricated in a factory, reducing the impact of the construction site environment and shortening the construction time.

[0055] This invention improves the precision of control over the construction process of prestressed concrete pipe piles by setting different reinforcement methods. When it is determined that reinforcement is needed for two adjacent prestressed concrete pipe piles, the corresponding reinforcement method can be determined based on the difference between the shear force value and the shear force standard. This further improves the construction efficiency.

[0056] Specifically, when the reinforcement method is determined, the ratio B of the shear force difference to the preset shear force difference is calculated, and the width of the rectangular steel plate is determined according to the comparison result of the ratio B and the ratio standard corresponding to the shear force difference. The ratio standard includes a first ratio standard B1 and a second ratio standard B2.

[0057] If B≤B1, the width of the rectangular steel plate is determined to be the first width D1;

[0058] If B2≥B>B1, the width of the rectangular steel plate is determined to be the second width D2;

[0059] If B > B2, the width of the rectangular steel plate is determined to be the third width D3.

[0060] In this embodiment of the invention, the first ratio standard is 0.2, the second ratio standard is 0.5, the first width is 5cm, the second width is 6cm, and the third width is 7cm. By setting the ratio standard, the stress that the prestressed pipe pile can bear can be controlled more accurately according to the shear force of the stratum.

[0061] Specifically, when determining the reinforcement method, the area of ​​a single triangular steel plate is determined based on the comparison result of the ratio B and the ratio standard corresponding to the shear force difference;

[0062] If B≤B1, the area of ​​the triangular steel plate is determined to be the first area S1;

[0063] If B2≥B>B1, the area of ​​the triangular steel plate is determined to be the second area S2;

[0064] If B > B2, the area of ​​the triangular steel plate is determined to be the third area S3;

[0065] In this embodiment of the invention, the first area S1 is 6 cm². 2 The second area S2 is 8cm² 2 The third area S3 is 10cm² 2 .

[0066] In this embodiment of the invention, the triangular steel plate used is an isosceles right-angled triangular steel plate, and the triangular steel plate reinforces each connection corner position of the prestressed pipe pile connection by the arc-shaped steel plate, which can increase the strength of the two adjacent prestressed pipe piles connected by the arc-shaped steel plate and improve the stability of the connection between the two adjacent prestressed pipe piles.

[0067] Specifically, when the reinforcement method is completed, the verticality W of the prestressed pipe pile is detected by the verticality detection device to determine the adjustment method of the verticality of the prestressed pipe pile, and W1 is set as the first verticality and W2 as the second verticality.

[0068] If W > W1, the verticality adjustment method used for the prestressed pipe pile is determined to be the first adjustment method;

[0069] If W1≥W≥W2, the verticality adjustment method used for the prestressed pipe pile is determined to be the second adjustment method;

[0070] If W2≥d3, the verticality adjustment method used for the prestressed pipe pile is determined to be the third adjustment method;

[0071] In this embodiment of the invention, the verticality detection device is a pile foundation verticality detector.

[0072] Specifically, when the verticality adjustment method is determined to be completed, the verticality of the prestressed pipe pile is adjusted according to the verticality adjustment method.

[0073] If the verticality adjustment method used for the prestressed pipe pile is the first adjustment method, then it is determined that the prestressed pipe pile should be significantly adjusted and the offset direction should be determined.

[0074] If the verticality adjustment method used for the prestressed pipe pile is the second adjustment method, then it is determined that the prestressed pipe pile should be fine-tuned and the offset direction should be determined.

[0075] If the verticality adjustment method used for the prestressed pipe pile is the third adjustment method, then the verticality of the prestressed pipe pile is determined to be qualified, and no adjustment is made to the prestressed pipe pile.

[0076] In this embodiment of the invention, W1 is 1%, W2 is 0.5%, large adjustment means taking out the prestressed pipe pile and re-statically pressing it into the hole, and small adjustment means using machinery to straighten the prestressed pipe pile. The offset direction is determined according to the pressure value detected by the pressure sensor. The side with the larger pressure value detected by the pressure sensor is the offset direction, and the adjustment is made in the opposite direction.

[0077] This invention uses a verticality detection device to detect the verticality difference of prestressed concrete pipe piles. By comparing the verticality with the first verticality and the second verticality, the verticality adjustment method for the prestressed concrete pipe piles is determined, thereby improving the efficiency of construction operations and shortening the construction time.

[0078] Specifically, when the verticality of the prestressed pipe pile is qualified, a pressure sensor is used to detect the connection section. The pressure sensor outputs the pressure reading of the connection section, and the maximum pressure value F1 and the minimum pressure value F2 in the pressure reading are determined based on the pressure reading output by the pressure sensor.

[0079] In this embodiment of the invention, there are eight pressure sensors, which are placed in a circular pattern on the end face of the connection between two prestressed pipe piles.

[0080] Specifically, based on F3, the increased width of the rectangular steel plate and the increased area of ​​the triangular steel plate are determined, and the position of the minimum pressure value is determined, where N is a preset difference. The adjusted width of the rectangular steel plate is set to D4, and the adjusted area of ​​the triangular steel plate is set to S4. The reinforcement method for the arc-shaped steel plate is determined based on the ratio of the difference between the maximum and minimum pressure values ​​F3 and the preset difference, and F3 is set to |F1-F2|.

[0081] If F3 > N, then the corresponding reinforcement method needs to be adjusted.

[0082] If F3≤N, then the corresponding reinforcement method does not need to be adjusted;

[0083] Specifically, when it is determined that the corresponding reinforcement method needs to be adjusted, the adjustment method under the corresponding reinforcement method is determined according to the ratio of F3 to N;

[0084] If F3 / N≤M, the adjustment method for the reinforcement method is determined to be the first adjustment method;

[0085] If F3 / N > M, then the adjustment method for the reinforcement method is determined to be the second adjustment method;

[0086] When the adjustment method for the reinforcement is determined to be the first adjustment method, the width of the adjusted rectangular steel plate is set to D4, D4 = Di × (1 + F3 / N), and the area of ​​the adjusted triangular steel plate is set to S4, S4 = Si × (1 + F3 / N).

[0087] When the adjustment method for the reinforcement is determined to be the second adjustment method, the width of the adjusted rectangular steel plate is set to D4, D4 = Di × (1.1 + F3 / N), and the area of ​​the adjusted triangular steel plate is set to S4, S4 = Si × (1.1 + F3 / N).

[0088] In this embodiment of the invention, the preset difference N is 75N, and M is set to 0.6.

[0089] This invention determines the location requiring further reinforcement by measuring the pressure difference at the connection of two steel plates, thus improving the precision control of the reinforcement location at the prestressed pipe pile connection. Furthermore, by adjusting the width of the rectangular steel plate and the area of ​​the triangular steel plate, the reinforcement method at the connection of the two prestressed pipe piles is adjusted, further enhancing the precision control of the reinforcement method.

[0090] Please see Figure 2 As shown, it is a structural schematic diagram of the prestressed pipe pile of an embodiment of the present invention.

[0091] In this embodiment of the invention, the lower part of the prestressed pipe pile is a lower segment prestressed pipe pile 1, and the upper part is an upper segment prestressed pipe pile 2. The upper and lower segments of the prestressed pipe piles are connected by a connecting section 4 reinforced by four arc-shaped steel plates 3. A rectangular steel plate 5 is used to reinforce the middle position of the arc-shaped steel plate in the vertical direction, and triangular steel plates 6 are used to reinforce each connecting corner of the arc-shaped steel plate.

[0092] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the scope of protection of the present invention.

[0093] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for reinforcing a prestressed pipe pile, characterized by, include: Step S1: When performing static pressure construction on prestressed pipe piles, connect two adjacent pipe piles. Step S2: Reinforce the two adjacent prestressed pipe piles that have been connected with each other at the connection section using an arc-shaped steel plate; Step S3: Determine whether to reinforce the connection between two adjacent prestressed concrete pipe piles based on the shear force value of the stratum. When determining whether to reinforce the connection between two adjacent prestressed concrete pipe piles based on the shear force value, compare the shear force value with the standard shear force value. If the shear force value is greater than the standard shear force value, it is determined that reinforcement is required at the connection between the two adjacent prestressed concrete pipe piles; if the shear force value is not greater than the standard shear force value, it is determined that reinforcement is not required at the connection between the two adjacent prestressed concrete pipe piles. Step S4: Determine the reinforcement method based on the shear force value. Step S5: Complete the reinforcement construction of the prestressed pipe pile according to the reinforcement method described above; In step S4, when the reinforcement method is determined based on the shear force value, the reinforcement method is determined based on the comparison result between the shear force value and the shear force value standard. The reinforcement method includes a first reinforcement method and a second reinforcement method. The first reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates, and the second reinforcement method is to reinforce the connection between two adjacent prestressed pipe piles with rectangular steel plates and triangular steel plates. When it is determined that reinforcement is needed at the connection between two adjacent prestressed pipe piles, the shear force value and the shear force difference of the standard shear force value are calculated. The reinforcement method is determined based on the comparison between the shear force difference and the preset shear force difference. If the shear force difference is less than or equal to the preset shear force difference, the reinforcement method is determined to be the first reinforcement method. If the shear force difference is greater than the preset shear force difference, then the reinforcement method is determined to be the second reinforcement method; when the reinforcement method is determined, the ratio of the shear force difference to the preset shear force difference is calculated, and the width of the rectangular steel plate is determined according to the ratio.

2. The prestressed pipe pile reinforcing method according to claim 1, characterized by, When the reinforcement method is determined, the area of ​​a single triangular steel plate is determined based on the ratio.

3. The prestressed pipe pile reinforcing method according to claim 2, characterized in that, When the reinforcement method is completed, the verticality of the prestressed pipe pile is detected by the verticality detection device to determine the adjustment method for the verticality of the prestressed pipe pile. The adjustment method includes a first adjustment method, a second adjustment method, and a third adjustment method.

4. The prestressed pipe pile reinforcing method according to claim 3, characterized in that, Once the verticality adjustment method is determined, the verticality of the prestressed pipe pile is adjusted according to the determined adjustment method. If the first adjustment method is adopted, it is determined that the prestressed pipe pile will be significantly adjusted and the offset direction will be determined. If the second adjustment method is adopted, then the prestressed pipe pile is to be finely adjusted and the offset direction is determined; If the third adjustment method is adopted, the verticality of the prestressed pipe pile is determined to be qualified, and no adjustment is made to the prestressed pipe pile.

5. The prestressed pipe pile reinforcing method according to claim 4, characterized in that, When the verticality of the prestressed pipe pile is qualified, the connection section is tested using a pressure sensor. The pressure sensor outputs the pressure reading of the connection section, and the maximum and minimum pressure values ​​in the pressure reading are determined based on the pressure reading output by the pressure sensor.

6. The prestressed pipe pile reinforcing method according to claim 5, characterized in that, When the pressure reading is completed, the difference between the maximum and minimum pressure readings determines the increased width of the rectangular steel plate, the increased area of ​​the triangular steel plate, and the location of the minimum pressure value. The difference between the maximum and minimum pressure readings determines whether to adjust the reinforcement method of the arc-shaped steel plate.

7. The prestressed pipe pile reinforcing method according to claim 6, characterized in that, When it is determined that the reinforcement method should be adjusted, the adjustment method under the corresponding reinforcement method is determined according to the ratio of the difference between the maximum value and the minimum value of the pressure reading to a preset difference.

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