Device for combined static pressure grouting on pile side and pile end of vibratory sinking steel pipe pile and use method thereof

Abstract

The application discloses a device and a use method for combined static pressure grouting on the side and the end of a vibrated steel pipe pile, and the device comprises the following steps: through static pressure, more than three core pipe grouting devices and corresponding static sounding test probes are pressed into the vertical direction projection range of the pipe wall of the steel pipe pile and the depth required outside the vertical direction projection range; the core pipe grouting device comprises a grouting flower pipe core pipe and a protective sleeve; the grouting flower pipe core pipe is provided with a grouting port and a conical guide head at the lower end, and the position connected with the conical guide head is sealed with the protective sleeve; a limiting structure is arranged between the grouting flower pipe core pipe and the protective sleeve to prevent the protective sleeve from being separated from the upper end of the grouting flower pipe core pipe. When in use, a pile end grouting point is arranged in the projection range, and a pile side grouting point is arranged outside; after the core pipe grouting device and the static sounding test probe are positioned, the pile end grouting point and the pile side grouting point are grouted in sequence. The application realizes the repeated use of the grouting pipe material and realizes multiple grouting at any depth.

Description

Technical Field

[0001] This invention relates to the field of pile foundation construction technology, and in particular to a device and method for combined static pressure grouting at the pile side and pile end of vibratory-driven steel pipe piles. Background Technology

[0002] In recent years, vibratory pile driving technology and equipment have been gradually applied in various projects. Vibratory pile driving technology, also known as high-frequency hydraulic non-resonance pile driving method, uses high-frequency vibration to create strong disturbance to the soil around the pile, destroying the soil structure, and combined with pile head driving equipment, i.e. counterweight, to drive the pile to the design elevation.

[0003] The high-frequency hydraulic non-resonance pile driving method has the following advantages: rapid construction (a 20m long pile in cohesive soil can be driven in less than 5 minutes), low noise, and minimal environmental impact. Currently, this method has been applied to some extent in bridge pile foundation projects in Shanghai, such as the Jia-Min Elevated Road, the Bei-Hong Interchange, the Yanjiang Tunnel River-Crossing Project, and the Jiyang Road Expressway.

[0004] However, vibratory driving of steel pipe piles causes significant disturbance to the soil around and at the pile tip, resulting in a long recovery time for the soil around and at the pile tip. Furthermore, the bearing capacity of the steel pipe pile after recovery is less than that of steel pipe piles driven by conventional driving. The soil plugging effect of vibratory driving of steel pipe piles is not ideal and differs significantly from that of conventional hammer driving or static pressure driving of steel pipe piles. Existing specifications stipulate that the design parameters for cohesive soil layers need to take into account the reduction of vibration effects.

[0005] The aforementioned problems have affected the promotion and application of vibratory driven steel pipe piles, and it is necessary to take necessary technical measures to improve the bearing capacity of vibratory driven steel pipe piles.

[0006] In existing technologies, post-grouting at the pile end is an effective measure to solve the soil plugging effect of vibratory driven steel pipe piles. However, current post-grouting at the pile end mainly involves fixing the grouting pipe to the steel pipe pile.

[0007] Post-grouting on the pile side is an effective measure to reduce the side friction of cohesive soil in vibratory driven steel pipe piles and improves the soil plugging effect at the pile end to a certain extent. However, current post-grouting on the pile side mainly involves fixing the grouting pipe to the steel pipe pile.

[0008] However, both post-grouting at the pile tip and post-grouting on the pile side are costly, and each location can only meet one grouting depth, limiting the grouting's impact range.

[0009] Furthermore, pre-embedded grouting pipes present difficulties in protecting the grouting head, often resulting in the inability to open the grouting port normally.

[0010] Therefore, how to solve the above-mentioned problems in the existing technology has become a technical problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0011] In view of the above-mentioned deficiencies of the prior art, the present invention provides an apparatus and method for combined static pressure grouting on the side and end of vibratory-driven steel pipe piles. The purpose is to enable the reuse of grouting pipes, achieve multiple grouting at any depth, so that the injected cement grout covers a wider area, better improves the soil plugging effect at the pile end, and also increases the side friction resistance of the pile at a wider depth range, thereby reducing pile settlement. At the same time, it reduces the recovery time of the soil around the pile and shortens the testing time of the pile bearing capacity.

[0012] To achieve the above objectives, the present invention discloses an apparatus for combined static pressure grouting at the pile side and pile end of vibratory-driven steel pipe piles; including a movable core tube grouting device, a static cone penetration test device or an anchor rod static pressure device, and a static cone penetration test probe.

[0013] The lower end of the static cone penetration test probe is equipped with the movable core tube grouting device. The three or more movable core tube grouting devices and the corresponding static cone penetration test probes are inserted into the vertical projection range and the outer side of the steel pipe pile wall by static pressure through the static cone penetration static pressure equipment or anchor bolt static pressure equipment.

[0014] Each of the aforementioned movable core tube grouting devices includes a grouting perforated core tube and a protective sleeve sleeved over the grouting perforated core tube, which is capable of moving relative to the grouting perforated core tube along its length.

[0015] Each of the grouting flower tube core tubes has a grouting port on its side wall and a tapered guide head at its lower end. When the tapered guide head is connected to the lower end of the corresponding protective sleeve, it forms a seal with the lower end of the protective sleeve.

[0016] Each of the grouting core tubes has a matching limiting structure between its upper end and the lower end of the corresponding protective sleeve to prevent the lower end of the protective sleeve from detaching from the upper end of the grouting core tube.

[0017] Preferably, each of the grouting flower pipe core tubes and the corresponding protective sleeves are made of steel pipe and have a length of not less than 0.5m;

[0018] Each of the static cone penetration test probes is made of steel pipe, with a single length of 1m to 2m;

[0019] Each of the protective sleeves is sealed with PTFE tape between itself and the corresponding static cone penetration test probe.

[0020] Each of the grouting pipe core tubes is provided with a sealing ring that matches the lower end of the corresponding protective sleeve at the connection position with the corresponding tapered guide head.

[0021] Preferably, the limiting structure includes matching outer flanges disposed at the upper ends of the grouting pipe core tube, and an inwardly extending anti-reverse shoulder disposed at the lower end of the protective sleeve.

[0022] Preferably, each of the protective sleeves has the same outer diameter as the corresponding static cone penetration test probe and is directly connected to the static cone penetration test probe.

[0023] More preferably, the outer diameter of each of the protective sleeves and the corresponding static cone penetration test probes is 42 mm;

[0024] The diameter of each of the grouting flower tube cores is 25mm.

[0025] Preferably, the outer diameter of each of the protective sleeves is larger than the outer diameter of the corresponding static cone penetration test probe.

[0026] A static penetration test tube is provided between each of the protective sleeves and the corresponding static penetration test probe rod;

[0027] Each of the static cone penetration test tubes has a structure in which the lower outer diameter is larger than the upper outer diameter. The lower outer diameter is the same as the outer diameter of the corresponding protective sleeve, and the upper outer diameter is the same as the outer diameter of the corresponding static cone penetration test probe.

[0028] The sum of the length of the lower part of each static penetration test tube and the length of the corresponding protective sleeve shall not be less than 3m.

[0029] More preferably, the outer diameter of each of the protective sleeves is 63.5 mm;

[0030] The outer diameter of each of the grouting core tubes and the corresponding static cone penetration test probes is 42 mm.

[0031] This invention also provides a method for using a device for combined static pressure grouting at the pile side and pile end of vibratory-driven steel pipe piles, comprising the following steps:

[0032] Step 1: Drive the steel pipe piles that need to be grouted to the design depth using a vibratory hammer;

[0033] Step 2: Set one or more grouting points at the pile end within the vertical projection range of the steel pipe pile wall; and set two or more grouting points on the pile side outside the projection range.

[0034] All movable core tube grouting devices and static cone penetration test probes are pressed in sequentially using static cone penetration testing equipment or anchor bolt static cone penetration testing equipment; the movable core tube grouting device and static cone penetration test probe at each pile end grouting point are pressed in to a position 0.5m ± 5% below the bottom of the steel pipe pile;

[0035] The movable core tube grouting device and static cone penetration test probe at each of the pile side grouting locations are pressed into a predetermined depth above all the pile end grouting points;

[0036] Step 3: Connect each static cone penetration test probe to the grouting equipment through a grouting hose and then perform joint grouting; during grouting, first grout all the pile end grouting points, and then grout all the pile side grouting points.

[0037] The grouting process for all the aforementioned pile tip grouting points and pile side grouting points includes the following steps:

[0038] Step 3.1: Using the static cone penetration test equipment or the anchor bolt static pressure equipment, pull up the protective sleeve of each of the movable core tube grouting devices to the lower end of the corresponding protective sleeve and move it to the upper end of the grouting flower tube core tube, so that the grouting flower tube core tube is fully exposed, and then start grouting.

[0039] Step 3.2: After completing the grouting at the current depth, use the static cone penetration test equipment or the anchor bolt static pressure equipment to pull up all the movable core tube grouting devices in sequence to above the completed grouting depth, and repeat steps 3.1 and 3.2 until the grouting of all the corresponding pile end grouting points or the grouting of all the corresponding pile side grouting points is completed.

[0040] Step 4: After completing grouting at all depths, use the static cone penetration test equipment or anchor bolt static pressure equipment to pull out all the movable core tube grouting devices and the corresponding static cone penetration test probes, and then retrieve them.

[0041] Preferably, in step 2, the arrangement of the three or more locations is as follows:

[0042] There is at least one grouting point at the end of the pile within the vertical projection range of the pipe wall of the steel pipe pile.

[0043] When there is only one grouting point at the pile end within the vertical projection range of the pipe wall of the steel pipe pile, the grouting point at the pile end is located at the center of the steel pipe pile.

[0044] When there are only two grouting points at the pile end within the vertical projection range of the pipe wall of the steel pipe pile, the two grouting points at the pile end are symmetrically arranged on the inner side of the steel pipe pile.

[0045] When there are more than three pile end grouting points within the vertical projection range of the pipe wall of the steel pipe pile, one pile end grouting point is located at the center of the steel pipe pile, and the remaining pile end grouting points are evenly distributed around the inner side of the steel pipe pile.

[0046] All the grouting points on the pile side located outside the vertical projection range of the pipe wall of the steel pipe pile are evenly distributed around the outside of the steel pipe pile.

[0047] Preferably, in step 3, a reasonable grouting pressure and grouting volume are used during grouting;

[0048] If any of the aforementioned movable core tube grouting devices requires multiple grouting operations, the interval between each two grouting operations should be less than the initial setting time of the cement grout.

[0049] When grouting is started on two or more sets of the aforementioned movable core tube grouting devices, all the aforementioned movable core tube grouting devices must be grouted simultaneously, or the time interval between the latest movable core tube grouting device to start grouting and the earliest movable core tube grouting device to start grouting should be less than the initial setting time of the cement grout.

[0050] In step 3, after each grouting is completed, all grouting valves of the grouting hoses should be closed before the movable core tube grouting device is pulled out. The grouting valves should be opened again when grouting is required again.

[0051] The beneficial effects of this invention are:

[0052] This invention allows for simultaneous grouting within the vertical projection range and on the outer side of the steel pipe pile wall, enabling the reuse of grouting pipes and achieving the goals of environmental protection and reduced investment. It also allows for multiple grouting at any depth, ensuring that the injected cement grout covers a wider area, thus better mitigating the soil plugging effect at the pile end, increasing pile end resistance and pile side friction at greater depths, and ultimately enhancing the bearing capacity of the steel pipe pile.

[0053] This invention achieves the goal of reducing pile foundation settlement, and also reduces the recovery time of the soil around the pile and shortens the testing time of the pile foundation bearing capacity. The grouting device consists of a movable core tube grouting and a protective sleeve, which effectively protects the grouting port and overcomes the problem of conventional grouting heads being prone to failure. Moreover, the grouting device is completely independent of the steel pipe pile and will not damage the pile structure.

[0054] This invention overcomes the shortcomings of existing technologies, such as high cost, single-depth grouting, and easy failure of grouting heads, and forms a complete and innovative new process for pile foundation grouting. It successfully solves the problems of poor soil plugging effect at the pile end of vibratory driven steel pipe piles, reduced pile side friction resistance in cohesive soil layers, and long recovery time, thereby improving the bearing capacity of vibratory driven steel pipe piles.

[0055] This invention makes the combined grouting operation of the pile end and pile side of vibratory driven steel pipe piles more convenient, efficient, cost-effective, and reliable in terms of construction quality.

[0056] The following will further explain the concept, specific structure, and technical effects of the present invention in conjunction with the accompanying drawings, so as to fully understand the purpose, features, and effects of the present invention. Attached Figure Description

[0057] Figure 1 A schematic diagram of the structure of the grouting device for the flexible core tube in one embodiment of the present invention is shown.

[0058] Figure 2 This diagram illustrates the structure of the protective sleeve when it is moved to the point where the core tube of the grouting pipe is fully exposed, according to one embodiment of the present invention.

[0059] Figure 3 This diagram illustrates the structure of an embodiment of the present invention, showing the grouting device for the flexible core tube being pressed into the vertical projection range of the steel pipe pile wall and the required depth on both sides.

[0060] Figure 4 This diagram illustrates the structure of a pile end grouting point in one embodiment of the present invention when the protective sleeve is lifted to fully expose the core tube of the grouting pipe.

[0061] Figure 5 This diagram shows a structural view of a grouting device with a movable core tube at the pile end grouting point in one embodiment of the present invention being raised to another depth for grouting again.

[0062] Figure 6 This diagram illustrates the structure of a pile-side grouting point in one embodiment of the present invention, where the protective sleeve is lifted to fully expose the core tube of the grouting pipe.

[0063] Figure 7 This diagram shows a structural view of a grouting device with a movable core tube at a pile side grouting point, as shown in an embodiment of the present invention, being raised to another depth for grouting again. Detailed Implementation

[0064] Example

[0065] like Figures 1 to 3 As shown, the device for combined static pressure grouting on the side and end of vibratory-driven steel pipe piles includes a movable core tube grouting device, a static cone penetration test device or an anchor rod static pressure device, and a static cone penetration test probe 9.

[0066] Among them, the lower end of the static cone penetration test probe 9 is equipped with a movable core tube grouting device. Through the static cone penetration static pressure equipment or the anchor bolt static pressure equipment, three or more movable core tube grouting devices and the corresponding static cone penetration test probe 9 are inserted into the vertical projection range and the required depth outside the pipe wall of the steel pipe pile through static pressure.

[0067] Each movable core tube grouting device includes a grouting flower tube core tube 1 and a protective sleeve 2 that is sleeved outside the grouting flower tube core tube 1 and can move relative to it along the length of the grouting flower tube core tube 1.

[0068] Each grouting core tube 1 has a grouting port on its side wall and a tapered guide head 3 at its lower end. When the tapered guide head 3 is connected to the lower end of the corresponding protective sleeve 2, it forms a seal with the lower end of the protective sleeve 2.

[0069] Each grouting core tube 1 has a matching limiting structure between its upper end and the lower end of the corresponding protective sleeve 2 to prevent the lower end of the protective sleeve 2 from detaching from the upper end of the grouting core tube 1.

[0070] The present invention provides a grouting port in the core tube 1 of the grouting tube of the flexible core tube grouting device and uses a protective sleeve 2 for protection, which can effectively protect the grout outlet; it can realize multiple grouting at any depth, improve the soil plugging effect at the pile end and increase the pile side friction, thereby improving the bearing capacity of vibratory pile driving;

[0071] When the lower end of the grouting core tube 1 is connected to the tapered guide head 3 and is sleeved with the lower end of the protective sleeve 2, a seal is formed with the lower end of the protective sleeve 2. This structure enables the grouting device with movable core tube to achieve a sealing purpose when it is pressed in, ensuring that the adjacent cement slurry will not enter the grouting core tube 1.

[0072] Static cone penetration testing equipment and anchor bolt static pressure testing equipment are conventional devices for engineering surveys and foundation reinforcement, respectively.

[0073] This invention employs a static cone penetration test device to statically press the grouting device into the movable core tube and the static cone penetration test probe 9. After grouting is completed, the movable core tube grouting device and the static cone penetration test probe 9 can be pulled out for recycling, realizing the reusability of the grouting pipe material. Moreover, it forms a complete and innovative new process for pile foundation grouting, successfully solving problems such as poor soil plugging effect at the pile end of vibratory driven steel pipe pile 7, reduced pile side friction resistance in cohesive soil layers, and long recovery time, thereby improving the bearing capacity of vibratory driven piles.

[0074] This invention involves simultaneous grouting within the vertical projection range and on the outer side of the steel pipe pile 7, which can improve the pile side friction and pile segment resistance, thereby increasing the bearing capacity of vibratory pile driving. It also reduces the force transmitted to the pile tip under working load, thus reducing pile foundation settlement. Furthermore, the combined grouting at the pile tip and pile side can reduce the recovery time of the soil around the pile and shorten the pile foundation bearing capacity testing time.

[0075] In some embodiments, each grouting core tube 1 and the corresponding protective sleeve 2 are made of steel pipe and have a length of not less than 0.5m;

[0076] Each static cone penetration test probe 9 is made of steel pipe, with a single length of 1m to 2m;

[0077] Each protective sleeve 2 is sealed with PTFE tape between itself and the corresponding static cone penetration test probe 9;

[0078] Each grouting pipe core tube 1 is provided with a sealing ring 4 that matches the lower end of the corresponding protective sleeve 2 at the connection position between it and the corresponding tapered guide head 3.

[0079] In some embodiments, the limiting structure includes an outer flange 5 that matches each other and is respectively disposed at the upper end of the grouting flower core tube 1, and an inwardly extending anti-reverse shoulder 6 disposed at the lower end of the protective sleeve 2.

[0080] In practical applications, to facilitate the versatility of the grouting device with static cone penetration testing equipment or anchor bolt static pressure equipment, the outer diameter of the protective sleeve can be the same as that of the static cone penetration test protective sleeve, with an outer diameter of 63.5 mm and an inner core tube diameter of 42 mm. Alternatively, it can be the same as that of the static cone penetration test probe 9, i.e., an outer diameter of 42 mm and an inner core tube diameter of 25 mm. Details are as follows:

[0081] In some embodiments, each protective sleeve 2 has the same outer diameter as the corresponding static cone penetration test probe 9 and is directly connected to the static cone penetration test probe 9.

[0082] In some embodiments, the outer diameter of each protective sleeve 2 and the corresponding static cone penetration test probe 9 is 42 mm;

[0083] The diameter of each grouting core tube 1 is 25mm.

[0084] In some embodiments, the outer diameter of each protective sleeve 2 is larger than the outer diameter of the corresponding static cone penetration test probe 9;

[0085] Each protective sleeve 2 is provided with a static penetration test tube between it and the corresponding static penetration test probe 9;

[0086] Each static cone penetration test casing has a structure where the lower outer diameter is larger than the upper outer diameter. The lower outer diameter is the same as the outer diameter of the corresponding protective casing 2, and the upper outer diameter is the same as the outer diameter of the corresponding static cone penetration test probe 9.

[0087] The sum of the length of the lower part of each static penetration test tube and the length of the corresponding protective sleeve 2 shall not be less than 3m.

[0088] In practical applications, when the outer diameter of the protective sleeve 2 is larger than the outer diameter of the static penetration test probe 9, during the process of pressing the movable core tube grouting device into the required depth by static pressure, there will be an excessively large gap between the hole generated by the grouting device and the outer wall of the static penetration test probe 9. As a result, during grouting, the grout can easily escape upward from the gap, leading to some adverse effects. Therefore, a static penetration test protective sleeve is installed between the protective sleeve 2 and the static penetration test probe 9 to prevent the grout from escaping upward from the gap.

[0089] In some embodiments, the outer diameter of each protective sleeve 2 is 63.5 mm;

[0090] The outer diameter of each grouting core tube 1 and the corresponding static cone penetration test probe 9 is 42mm.

[0091] like Figures 3 to 7 As shown, the present invention also provides a method for using the device for combined static pressure grouting at the pile side and pile end of vibratory-driven steel pipe piles, comprising the following steps:

[0092] Step 1: Drive the steel pipe pile 7 that needs to be grouted to the design depth using a vibratory hammer;

[0093] Step 2: Set up one or more grouting points at the pile end within the vertical projection range of the steel pipe pile 7; set up two or more grouting points on the pile side outside the projection range;

[0094] All movable core tube grouting devices and static cone penetration test probes 9 were pressed in sequentially using static cone penetration testing equipment or anchor bolt static cone testing equipment; the movable core tube grouting device and static cone penetration test probe 9 at each pile end grouting point were pressed into the position 0.5m ± 5% below the bottom of the steel pipe pile 7;

[0095] The movable core tube grouting device and static cone penetration test probe 9 at each pile side grouting location are pressed into a predetermined depth above all pile end grouting points, usually the depth corresponding to the cohesive soil layer.

[0096] Step 3: Connect each static cone penetration test probe 9 to the grouting equipment through the grouting hose 8 and then perform joint grouting; during grouting, first grout all pile end grouting points, and then grout all pile side grouting points.

[0097] The grouting process for all pile tip grouting points and pile side grouting points includes the following steps:

[0098] Step 3.1: Using a static cone penetration test or anchor bolt static pressure tester, pull up the protective sleeve 2 of each movable core tube grouting device to the lower end of the corresponding protective sleeve 2 and move it to the upper end of the grouting flower tube core tube 1 so that the grouting flower tube core tube 1 is fully exposed, and then start grouting.

[0099] Step 3.2: After completing the grouting at the current depth, use a static cone penetration test or anchor bolt static pressure test to pull up all the movable core tube grouting devices in sequence to above the completed grouting depth, and repeat steps 3.1 and 3.2 until the grouting of all the corresponding pile end grouting points or the grouting of all the corresponding pile side grouting points is completed.

[0100] Step 4: After completing grouting at all depths, use a static cone penetration test device or an anchor bolt static pressure device to pull out all the movable core tube grouting devices and the corresponding static cone penetration test probes 9, and then retrieve them.

[0101] During use, by grouting sequentially at various depths from bottom to top, and then using static cone penetration testing equipment or anchor bolt static pressure equipment to pull up to a certain depth after completing grouting at any depth, the grouting effect can be improved and the soil plugging effect at the pile end can be mitigated to some extent.

[0102] Grouting is performed simultaneously within the vertical projection range and on the outer side of the steel pipe pile 7. This not only improves the soil plugging effect at the pile end but also increases the frictional resistance of the pile side. This reduces the force transmitted to the pile end under working load, thereby reducing pile settlement. Furthermore, the combined grouting at the pile end and on the pile side can also reduce the recovery time of the soil around the pile and shorten the time for testing the bearing capacity of the pile foundation.

[0103] In some embodiments, in step 2, the arrangement of three or more locations is as follows:

[0104] There is at least one grouting point at the pile end within the vertical projection range of the pipe wall of steel pipe pile 7;

[0105] When there is only one grouting point at the pile end within the vertical projection range of the pipe wall of the steel pipe pile 7, the grouting point at the pile end is located at the center of the steel pipe pile 7.

[0106] When there are only two grouting points at the pile ends within the vertical projection range of the pipe wall of the steel pipe pile 7, the two grouting points at the pile ends are symmetrically set on the inner side of the steel pipe pile 7.

[0107] When there are more than three pile end grouting points within the vertical projection range of the pipe wall of the steel pipe pile 7, one pile end grouting point is located at the center of the steel pipe pile 7, and the remaining pile end grouting points are evenly distributed around the inner side of the steel pipe pile 7.

[0108] All grouting points on the pile side located outside the vertical projection range of the pipe wall of steel pipe pile 7 are evenly distributed around the outside of steel pipe pile 7.

[0109] In some embodiments, in step 3, a reasonable grouting pressure and grouting volume are used during grouting;

[0110] If any movable core tube grouting device needs to perform multiple grouting operations, the interval between each two grouting operations should be less than the initial setting time of the cement grout.

[0111] When grouting is started on two or more sets of movable core tube grouting devices, all movable core tube grouting devices must be grouted simultaneously, or the time interval between the movable core tube grouting device that starts grouting last and the movable core tube grouting device that starts grouting earliest should be less than the initial setting time of cement grout.

[0112] In step 3, after each grouting is completed, the grouting valves of all grouting hoses 8 should be closed before the movable core tube grouting device is pulled out. The grouting valves should be opened again when grouting is required again.

[0113] In step 3, after each grouting is completed, all grouting valves of the grouting hoses 8 should be closed before the movable core tube grouting device is pulled out to prevent grout from spraying out of the grouting core tube 1 during the pulling out process.

[0114] The preferred embodiments of the present invention have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. The use of a device for combined static pressure grouting of the side and end of a vibrated steel pipe pile; comprising a flexible core tube grouting device, a static sounding static pressure device or an anchor static pressure device and a static sounding test probe (9); characterized in that, The lower end of the static sounding test probe rod (9) is provided with the articulated core tube grouting device, and the static pressure equipment or anchor rod static pressure equipment is used to press the three or more articulated core tube grouting devices and corresponding static sounding test probe rods (9) into the required depth in the vertical projection range of the pipe wall of the steel pipe pile and outside the vertical projection range of the pipe wall of the steel pipe pile through static pressure respectively; Each articulated core tube grouting device comprises a grouting flower tube core tube (1) and a protective sleeve (2) sleeved outside the grouting flower tube core tube (1) and capable of moving relatively along the length direction of the grouting flower tube core tube (1); The sidewall of each grouting flower tube core tube (1) is provided with a grouting port, and the lower end is provided with a conical guide head (3); the position connected with the conical guide head (3) is sealed with the lower end of the corresponding protective sleeve (2) when the lower end of the corresponding protective sleeve (2) is sleeved together with the grouting flower tube core tube (1); The upper end of each grouting flower tube core tube (1) is provided with a matching limiting structure with the lower end of the corresponding protective sleeve (2) to prevent the lower end of the protective sleeve (2) from being separated from the upper end of the grouting flower tube core tube (1); The use steps are as follows: Step 1, the steel pipe pile (7) needing grouting is vibrated by a vibrating hammer and sunk to the designed depth; Step 2, one or more pile end grouting points are arranged in the vertical projection range of the pipe wall of the steel pipe pile (7), and two or more pile side grouting points are arranged outside the vertical projection range of the pipe wall of the steel pipe pile (7); The static pressure equipment or anchor rod static pressure equipment is used to press all the articulated core tube grouting devices and static sounding test probe rods (9) into the steel pipe pile (7) in sequence; the articulated core tube grouting device and the static sounding test probe rod (9) of each pile end grouting point are pressed into the position 0.5 m±5% below the pile bottom of the steel pipe pile (7); The articulated core tube grouting device and the static sounding test probe rod (9) of each pile side grouting point are pressed into the position at the predetermined depth above all the pile end grouting points; Step 3, each static sounding test probe rod (9) is connected with a grouting device through a grouting hose (8) to perform combined grouting; during grouting, all the pile end grouting points are grouted first, and then all the pile side grouting points are grouted; The grouting process of all the pile end grouting points and the pile side grouting points comprises the following steps: Step 3.1, the protective sleeve (2) of each articulated core tube grouting device is pulled up to the position that the lower end of the corresponding protective sleeve (2) moves to the upper end of the grouting flower tube core tube (1) by using the static pressure equipment or anchor rod static pressure equipment, so that the grouting flower tube core tube (1) is completely exposed, and then grouting is started; Step 3.2, after grouting at the current depth is completed, all the articulated core tube grouting devices are pulled up to the position above the grouting depth by using the static pressure equipment or anchor rod static pressure equipment, and steps 3.1 and 3.2 are repeatedly executed until grouting of all the corresponding pile end grouting points or grouting of all the corresponding pile side grouting points is completed. Step 4, after the completion of all the depth of grouting, using the static sounding static pressure equipment or anchor static pressure equipment pull out all the core tube grouting device and the corresponding static sounding test probe rod (9), and recycling.

2. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 1, characterized in that, Each of the grouting flower pipe core pipe (1) and the corresponding protective sleeve (2) is made of steel pipe material, and the length is not less than 0.5 m; Each of the static sounding test probe rod (9) is made of steel pipe material, and the length of a single rod is 1 m to 2 m; Each of the protective sleeve (2) and the corresponding static sounding test probe rod (9) is sealed by raw material belt; Each of the grouting flower pipe core pipe (1) and the corresponding tapered guide head (3) is provided with a sealing ring (4) matched with the lower end of the corresponding protective sleeve (2).

3. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 1, characterized in that, The limiting structure includes an outer flange (5) matched with each other and arranged at the upper end of the grouting flower pipe core pipe (1), and an inwardly extending stop shoulder (6) arranged at the lower end of the protective sleeve (2).

4. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 1, characterized in that, Each of the protective sleeve (2) is the same as the outer diameter of the corresponding static sounding test probe rod (9), and is directly connected with the static sounding test probe rod (9).

5. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 4, characterized in that, The outer diameter of each of the protective sleeve (2) and the corresponding static sounding test probe rod (9) is 42 mm; The diameter of each of the grouting flower pipe core pipe (1) is 25 mm.

6. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 1, characterized in that, The outer diameter of each of the protective sleeve (2) is greater than the outer diameter of the corresponding static sounding test probe rod (9); Each of the protective sleeve (2) and the corresponding static sounding test probe rod (9) is provided with a static sounding protective pipe; Each of the static sounding protective pipes is in a structure that the lower part has a larger outer diameter than the upper part, the outer diameter of the lower part is the same as the outer diameter of the corresponding protective sleeve (2), and the outer diameter of the upper part is the same as the outer diameter of the corresponding static sounding test probe rod (9); The length of the lower part of each of the static sounding protective pipes is not less than 3 m.

7. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is vibrated and sunk according to claim 6, characterized in that, The outer diameter of each of the protective sleeve (2) is 63.5 mm; The outer diameter of each of the grouting flower pipe core pipe (1) and the corresponding static sounding test probe rod (9) is 42 mm.

8. The method of using the device for combined static pressing grouting on the side and end of a steel pipe pile that is sunk by vibration according to claim 1, characterized in that, In step 2, the arrangement of more than three position points is as follows: There is at least one pile end grouting point in the vertical projection range of the pipe wall of the steel pipe pile (7); When there is only one pile end grouting point in the vertical projection range of the pipe wall of the steel pipe pile (7), the pile end grouting point is located at the center position of the steel pipe pile (7); When there are only two pile end grouting points in the vertical projection range of the pipe wall of the steel pipe pile (7), the two pile end grouting points are symmetrically arranged on the inner side of the steel pipe pile (7); When there are more than three pile end grouting points in the vertical projection range of the pipe wall of the steel pipe pile (7), one of the pile end grouting points is located at the center position of the steel pipe pile (7), and the remaining pile end grouting points are uniformly distributed around the inner side of the steel pipe pile (7); All the pile side grouting points outside the vertical projection range of the pipe wall of the steel pipe pile (7) are uniformly distributed around the outer side of the steel pipe pile (7).

9. The method of using the device for combined static pressing and grouting of the sides and the ends of steel pipe piles by sinking according to claim 8, characterized in that, In step 3, reasonable grouting pressure and grouting amount are adopted during grouting; If any of the active core pipe grouting devices needs to be grouted for multiple times, the interval between the opening time of each two grouting should be less than the initial setting time of the cement slurry; When two or more sets of the active core pipe grouting devices are opened for grouting, all the active core pipe grouting devices need to be grouted synchronously, or the time interval between the active core pipe grouting device that is opened for grouting latest and the active core pipe grouting device that is opened for grouting earliest should be less than the initial setting time of the cement slurry; In step 3, after each grouting is completed, the grouting valves of all the grouting hoses (8) should be closed before the active core pipe grouting device is pulled up, and the grouting valves should be opened again when grouting is needed again.

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