A static pressure hole guiding device, a pile sinking construction device and a pile sinking construction method

Abstract

The application discloses a static pressure hole guiding device, which comprises a pipe body and a force transmission assembly for connecting the pipe body with a clamping mechanism of a static pressure pile machine so that the pipe body bears the downward static pressure of the static pressure pile machine, and the lower part of the pipe body is in a hollow structure. The application also provides a pile sinking construction device and a construction method for static pressure pile sinking construction by using the pile sinking construction device. The static pressure hole guiding device, the pile sinking construction device and the pile sinking construction method have the advantages that the static pressure hole guiding device works by the static pressure hole guiding principle, does not need large spiral drilling machines, does not need special static pressure pile planting machines with specific functions, and can be used by using ordinary conventional static pressure pile machines on site, so that the construction process is simple, environment-friendly, low in cost, and convenient for adopting the middle hole post-grouting method, the static pressure hole guiding device can be widely applied to the pile sinking construction of various types of pipe piles commonly used in civil construction engineering, the pile quality is high, and the application prospect is good.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of pipe pile construction, and particularly relates to a pile sinking construction device and a pile sinking construction method. BACKGROUND

[0002] The prestressed high-strength concrete (PHC) pipe pile static pressure pile sinking construction has the advantages of no noise and small environmental impact. However, due to the difference in geological conditions, for medium dense and above sandy soil, round gravel and other hard strata, the static pressure pile sinking construction often encounters pile sinking difficulties, and cannot sink to the design depth. Therefore, it is necessary to adopt a hole guiding construction method to reduce the pile sinking resistance, so that the pipe pile can sink into the stratum to meet the design depth requirement.

[0003] The hole guiding static pressure construction method in the prior art mainly has the following three kinds, which are as follows:

[0004] (1) Long spiral drill hole guiding and pile planting method: this method first uses a large spiral drill to drill a hole in the stratum at the position where the PHC pipe pile needs to be sunk, according to the pile diameter and depth requirements, and can inject concrete and the like for wall protection to prevent hole wall collapse, then removes the large drill, and then quickly positions the static pressure pile machine and timely sinks the PHC pipe pile into the hole. The main defects of this method are as follows: ① two constructions are needed to use the spiral drill and the static pressure pile machine respectively, and the two large construction machines are used alternately at the same working position; ② a large amount of concrete and the like is needed to fill the hole; ③ the material cost and construction cost are greatly increased, and the unit project cost is increased.

[0005] (2) Water jet assisted pressure entering method: this method uses a special static pressure pile planting machine with a water jet, which sprays high pressure water to the front end of the pile to be pressed into the stratum, so that the interstitial water pressure between the soil particles is instantaneously increased, and the soil particles become easy to move, thereby reducing the pile end resistance. At the same time, the peripheral friction resistance and the resistance between the pile and the lock can be reduced, and the pressure entering force can be reduced. The main defects of this method are as follows: ① this method uses the high pressure water jet cutting principle, and the ordinary conventional static pressure pile machine is not suitable for this method, and a special static pressure pile planting machine with special functions is needed, which has a separate special power unit, a water jet pipe reel and a high pressure water pump; ② the high pressure water jet hole not only has adverse effects on the stratum structure and the pile foundation bearing capacity, but also pollutes and damages the working surface of the construction site; ③ after construction, a large amount of mud is left in the hole of the precast pile, which is not conducive to the use of the post-hole grouting method to improve the pile foundation bearing capacity.

[0006] (3) Screw drill auxiliary pressing method: in the method, a special static pressure pile planting machine with a "screw drill device" connected with the pile machine is used to drill the ground directly below the front end of the PHC pipe pile, to reduce the end resistance in the pile sinking process, so as to realize the pressing operation and sink the pile into the hard ground. The main defects of this method are as follows: ① This method uses the principle of screw drilling, so the ordinary conventional static pressure pile machine is not suitable for this method, and a special static pressure pile planting machine with specific functions is needed, which is connected with the "screw drill device" of the pile machine main body, and the pile machine has a power unit and a screw drill device connected therewith; ② After construction, there is a lot of residual soil in the hole of the precast pile, which is not conducive to the use of the post-grouting method to improve the bearing capacity of the pile foundation.

[0007] Based on the characteristics of the above three construction methods, the first method is more commonly used in the static pressure pile sinking construction of PHC pipe piles. The other two methods are not easy to be applied to the static pressure pile sinking construction of PHC pipe piles due to the need for special static pressure pile planting machines with specific functions and the limitation of construction conditions.

[0008] The above three construction methods can overcome the difficulties in the static pressure pile sinking of PHC pipe piles, but all of them have certain problems and defects. Therefore, it is of great significance to provide a PHC pipe pile static pressure construction device and method which only uses an ordinary static pressure pile machine and has the advantages of simple construction, environmentally friendly construction, low cost and easy adoption of the post-grouting method. SUMMARY

[0009] The technical problem to be solved by the present application is to overcome the deficiencies and defects mentioned in the above background art, and to provide a static pressure hole drilling device, pile sinking construction device and pile sinking construction method for PHC pipe piles, which only uses an ordinary static pressure pile machine and has the advantages of simple operation, environmentally friendly construction, low cost and easy adoption of the post-grouting method. To solve the above technical problems, the technical solution provided by the present application is as follows:

[0010] A static pressure hole drilling device, comprising a pipe body and a force transmission assembly for connecting the pipe body with a clamping mechanism of a static pressure pile machine, so that the pipe body bears the downward static pressure of the static pressure pile machine, wherein the lower part of the pipe body is a hollow structure. Preferably, the pipe body is a hollow structure throughout.

[0011] In the above static pressure hole drilling device, preferably, the force transmission assembly is a static pressure steel strand, and the top edge of the pipe body is provided with a guide groove matched with the static pressure steel strand.

[0012] In the static pressure hole guiding device, preferably, the top of the pipe body is uniformly provided with a plurality of lifting rings (such as 4), the positions and number of the guide grooves correspond to the lifting rings, the static pressure steel strands are provided in a plurality (such as 2), and the middle parts of the static pressure steel strands are slidably clamped in a pair of oppositely arranged guide grooves and a pair of oppositely arranged lifting rings, the two ends of the static pressure steel strands extend downward to the clamping mechanism and are connected with the clamping mechanism, the static pressure steel strands can freely slide in the guide grooves to adjust the lengths of the two sides to make the two sides of the downward pressure symmetrically and uniformly distributed, and the hole guiding pressure applied to the static pressure hole guiding device during the static pressure hole guiding construction can be prevented from being eccentric.

[0013] In the static pressure hole guiding device, preferably, the two ends of the static pressure steel strands are provided with fixed hooks, and the two ends of the static pressure steel strands extend downward to the clamping mechanism and are hooked with the clamping mechanism.

[0014] In the static pressure hole guiding device, preferably, the lower part of the side wall of the pipe body is provided with a plurality of long strip-shaped through grooves, and the through grooves can facilitate the removal of residual soil after hole guiding.

[0015] In the static pressure hole guiding device, preferably, the pipe body is of a multi-section structure, including a top pressure bearing member, one or more middle force transmission members (the plurality of middle force transmission members can be the same), and a lower soil taking member, the inside of the lower soil taking member is a hollow structure. During the use of the static pressure hole guiding device, the top pressure bearing member, the middle force transmission member, and the lower soil taking member are assembled into the pipe body according to the requirements of the static pressure pile construction depth, and the assembly can be achieved through screwing. The multi-section structure is beneficial to transportation and can improve the application range by increasing or decreasing the number of middle force transmission members, so that it can be applied to different pile sinking depths.

[0016] In the static pressure hole guiding device, preferably, the inside of the top pressure bearing member, the middle force transmission member, and the lower soil taking member is a hollow structure. In the preferred scheme, the outer diameter of the top pressure bearing member is large at the top and small at the bottom, the upper outer diameter can be the same as the outer diameter of the construction pipe pile, and the lower outer diameter is slightly smaller than the inner diameter of the pipe pile, and the lower outer diameter is the same as the outer diameter of the middle force transmission member and the lower soil taking member. The upper wall thickness of the top pressure bearing member is greater than the lower wall thickness, and the lower wall thickness of the top pressure bearing member is the same as the wall thickness of the middle force transmission member. The wall thickness of the upper end one-sixth length part of the lower soil taking member is greater than the rest of the lower soil taking member, and the wall thickness of the upper end one-sixth length part of the lower soil taking member is the same as the wall thickness of the middle force transmission member. The side wall of the lower soil taking member of the pipe body is symmetrically provided with two long strip-shaped through grooves. The through grooves are arranged in an up-down direction, and the through grooves can facilitate the removal of residual soil after hole guiding.

[0017] Preferably, the top pressure bearing member and the middle force transmission member are connected by threaded connection at the end, and near the threaded connection, the side wall of the top pressure bearing member, the middle force transmission member and the lower soil taking member are provided with through holes. The through holes are used for screwing tools when the members are assembled and connected. When the adjacent members are connected by threaded connection, one end of one member is provided with internal thread, and the other end of the other member is provided with matching external thread. Alternatively, the upper end of the middle force transmission member is provided with external thread, and the lower end is provided with internal thread.

[0018] As a general technical concept, the application further provides a pile sinking construction device, which comprises a static pile press and the static pressure hole guide device, and the pipe body is connected with the clamping mechanism of the static pile press through the force transmission assembly. A steel ring is welded and fixed on the clamping mechanism of the static pile press, and the pipe body is connected with the clamping mechanism of the static pile press through the force transmission assembly to form a linkage system.

[0019] As a general technical concept, the application further provides a pile sinking construction method using the pile sinking construction device, which comprises the following steps:

[0020] S1: using the static pile press to perform static pile sinking construction, so that the lower end of the pipe pile reaches the large resistance stratum where the construction cannot continue;

[0021] S2: using the lifting arm of the static pile press to hoist the pipe body into the inner cavity of the pipe pile, and making the lower end of the pipe body contact the large resistance stratum, loosening the pipe pile by the clamping mechanism of the static pile press, and running the clamping mechanism upward by an appropriate stroke, and then connecting the upper end of the pipe body with the clamping mechanism of the static pile press through the force transmission assembly;

[0022] S3: keeping the clamping mechanism from clamping the pipe pile, and making the clamping mechanism run downward, and forming pressure on the pipe body through the force transmission assembly, and pressing the lower part of the pipe body into the large resistance stratum, at the same time, the soil (coarse-grained soil such as coarse sand and round gravel) cut in the large resistance stratum enters the hollow structure of the lower part of the pipe body, and when the required hole guide depth or the maximum stroke of the clamping mechanism is reached, the static pressure hole guide is stopped, and the clamping mechanism is run upward, and then the pipe body is hoisted, the lower end of the pipe body is retracted into the pipe pile, and the pipe body and the clamping mechanism are separated;

[0023] S4: continuing to use the static pile press to perform static pile sinking construction of the pipe pile;

[0024] After steps S1-S4, if the design depth requirement is reached, i.e., the construction is completed, if the design depth requirement is not reached, and the lower end of the pipe pile is still in a large resistance stratum, steps S2-S4 are repeated one or more times, and the construction is completed.

[0025] In the pile sinking construction method of the present application, before construction, each static pile presser can be equipped with two complete static pressure hole guiding devices. After the static pressure hole guiding + static pile sinking construction of one pipe pile is completed, before starting the construction of a new pipe pile, the just used static pressure hole guiding device is lifted out by the lifting arm of the static pile presser and placed in a proper position beside, then the static pile presser is moved to the next pile position, and the static pressure hole guiding device assembled is used to repeat the static pressure hole guiding construction. At the same time of the construction of the new pile, the internal residual soil of the just lifted out static pressure hole guiding device is removed, so that the two static pressure hole guiding devices are used alternately, the pile sinking construction is continuously carried out, and the construction efficiency is improved.

[0026] The pile sinking construction method of the present application adopts the static pressure hole guiding principle, does not need to change the internal structure and function of the ordinary static pile presser, and according to the characteristics of the ordinary static pile presser, the static pressure hole guiding device and the pile sinking construction device for the pipe pile are designed, and the static pressure hole guiding device can be designed in multiple models according to different specifications of the pipe pile. Before construction, according to the cross-sectional size of the pipe pile and the static pile sinking depth, the static pressure hole guiding device of the corresponding specification is selected and used with the ordinary conventional static pile presser to carry out the static pressure hole guiding + static pile sinking construction in situ, and the static pressure hole sinking construction for the large resistance stratum is realized.

[0027] The pipe pile mentioned in the present application can be a PHC pipe pile. The top pressure bearing member, the middle force transmission member and the lower soil taking member of the present application can be a hollow seamless steel pipe. Optionally, the length of one top pressure bearing member is 1.2 meters (0.4 meters of thick part + 0.8 meters of thin part), the length of one lower soil taking member is 3.6 meters, and the length of the middle force transmission member is 1.2 meters. The number of the middle force transmission members required is determined according to the pile sinking depth. The three members are connected by screwing the threads at the respective ends to connect and assemble into a complete static pressure hole guiding device, which is used with the ordinary conventional static pile presser.

[0028] The ordinary conventional static pile presser used in the present application does not need to be modified in the internal structure and function. For the construction of one pipe pile, the clamping of the pipe pile and the static pressure of the static pressure hole guiding device can be carried out by using only the clamping mechanism of the same static pile presser.

[0029] The static pressure hole guiding device, pile sinking construction device and pile sinking construction method of the present application are extremely suitable for the engineering with the top surface of the large resistance stratum buried at 6-15 meters, and can also be applied to the engineering with the top surface of the large resistance stratum buried at more than 15 meters and needing to connect piles. The once static pressure hole guiding depth in the stratum needing to be guided can reach 1.5-1.8 meters. For the engineering needing to guide the sinking of the pile into the large resistance stratum with the depth of about 4.5 meters, one construction pile site generally only needs 3 times of static pressure hole guiding+static pressure pile sinking to be completed. The construction time of penetrating into the stratum needing to be guided is generally not more than 15 minutes, and the construction efficiency is high.

[0030] For the relatively hard stratum such as medium density and above sand and round gravel, the prior art generally needs large spiral drilling mechanical and static pressure pile planting machine to be constructed in two times at the same working pile site, or needs special static pressure pile planting machine. The present application only adopts ordinary conventional static pressure pile machine, does not need to adopt special static pressure pile planting machine, and does not need to adopt large spiral drilling mechanical. The present application adopts the method of static pressure hole guiding, can solve the problem that the ordinary conventional static pressure pile machine cannot continue to sink to the design depth when the PHC pipe pile construction encounters the relatively hard stratum, and realizes the purposes of simple, environment-friendly construction, reducing the cost of foundation engineering and facilitating the adoption of the method of post-grouting of medium hole.

[0031] The static pressure hole guiding device for the ordinary conventional static pressure pile machine of the PHC pipe pile is matched with the present application, and can be used for the local static pressure hole guiding pile sinking construction of the bottom soil layer of the PHC pipe pile after being simply assembled at the engineering site according to the construction needs of the engineering. The static pressure hole guiding+static pressure pile sinking construction method for the ordinary conventional static pressure pile machine is proposed by the present application. For the ordinary conventional static pressure pile machine, when the sinking pressure reaches the maximum allowable construction pressure and cannot continue to sink in the PHC pipe pile sinking construction process, the design depth cannot be reached. The static pressure hole guiding+static pressure pile sinking construction method suitable for the ordinary conventional static pressure pile machine is given. The method of the present application does not need to remove or replace the static pressure pile machine, and can use the aforementioned matched static pressure hole guiding device to locally guide the static pressure hole of the bottom soil layer by using the original ordinary conventional static pressure pile machine, so as to assist the sinking to reach the design depth of the pile foundation.

[0032] The specific advantages at least include the following:

[0033] 1. The static pressure hole guiding device+static pressure pile sinking construction method of the present application can solve the problem that the PHC pipe pile cannot continue to sink when the maximum allowable construction pressure is reached in the sinking construction.

[0034] 2、The static pressure hole guiding principle is adopted, large-scale screw drilling machines are not needed, two large-scale construction machines are not needed to be used alternately at the same working surface position, and the screw drilling machine is not needed to drill holes and pour concrete and other materials for hole protection, and then the static pressure pile sinking machine is used to sink into the pipe pile, so that the amount of engineering materials is saved.

[0035] 3、The static pressure hole guiding device and the static pressure pile sinking construction method of the present application, the soil cut in the hole guiding process is taken out by the hollow cavity of the pipe body, and after the pile sinking construction, there is no mud and slurry left in the hole of the PHC pipe pile, which is beneficial to the implementation of the subsequent hole grouting method and the improvement of the bearing capacity of the hole grouting.

[0036] 4、The static pressure hole guiding device of the present application has simple structure, easy operation and application, and strong operability of the construction method.

[0037] 5、The static pressure hole guiding device and the static pressure pile sinking construction method of the present application are suitable for the pile sinking construction of various types of PHC pipe piles commonly used in civil engineering and construction, and the pile quality is good.

[0038] Compared with the prior art, the present application has the following advantages:

[0039] The static pressure hole guiding device, the pile sinking construction device and the pile sinking construction method of the present application adopt the static pressure hole guiding principle during the working of the static pressure hole guiding device, do not need large-scale screw drilling machines, do not need special static pressure pile planting machines with specific functions, and can use ordinary conventional static pressure pile sinking machines for on-site construction, so that the construction process is simple, environmentally friendly and low in cost, the hole grouting method can be used, it can be widely used in the pile sinking construction of various types of pipe piles commonly used in civil engineering and construction, the pile quality is high, and the application prospect is good. BRIEF DESCRIPTION OF DRAWINGS

[0040] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings needed in the description of the technical solutions of the embodiments will be briefly introduced. Obviously, the drawings in the following description are some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0041] Figure 1 The component composition diagram of the static pressure hole guiding device in the embodiment is shown.

[0042] Figure 2Structure diagram of the top pressure-bearing component of the static pressure hole guiding device in the embodiment.

[0043] Figure 3 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 2

[0044] Figure 4 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 2

[0045] Figure 5 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 2

[0046] Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 6

[0047] Figure 7 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 6

[0048] Figure 8 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment.

[0049] Figure 9 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 8

[0050] Figure 10 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 8

[0051] Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment. Figure 11 Figure 8 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment.

[0052] Figure 12 Structure diagram of the middle force-transmitting component of the static pressure hole guiding device in the embodiment.

[0053] Legend:

[0054] 100, pipe body; 1, top pressure-bearing component; 2, middle force-transmitting component; 3, lower soil-taking component; 4, through-wall through-hole; 5, through-wall through-groove; 6, static pressure steel strand; 7, fixing hook; 8, hoisting ring; 9, guide groove; 11, clamping mechanism; 12, pipe pile; 14, small-resistance stratum; 15, large-resistance stratum. DETAILED DESCRIPTION

[0055] In order to facilitate the understanding of the present application, the following will combine the description of the drawings and the preferred embodiments to make a more comprehensive and detailed description of the present application, but the protection scope of the present application is not limited to the following specific embodiments.

[0056] ​​​​​​Unless otherwise defined, all technical terms used herein have the same meaning as commonly understood by those skilled in the art. The technical terms used herein are for the purpose of describing particular embodiments only and are not intended to limit the scope of the invention.

[0057] Unless otherwise specified, all raw materials, reagents, instruments and equipment used in this invention can be purchased from the market, customized, or prepared by existing methods.

[0058] Example:

[0059] like Figures 1-11 As shown, the static pressure drilling device of this embodiment includes a pipe body 100 (a steel pipe in this embodiment) and a force transmission component for connecting the pipe body 100 to the clamping mechanism 11 of the static pile driver so that the pipe body 100 bears the downward static pressure of the static pile driver. The pipe body 100 is a hollow structure.

[0060] In this embodiment, the force transmission component is a static pressure steel strand 6, and the top edge of the pipe body 100 is provided with a guide groove 9 for matching the static pressure steel strand 6. Multiple lifting rings 8 are evenly distributed on the top of the pipe body 100. The position and number of the guide grooves 9 correspond to the lifting rings 8. Multiple static pressure steel strands 6 are provided, and the middle part of each strand is slidably engaged in a pair of opposing guide grooves 9 and a pair of opposing lifting rings 8. Both ends of the static pressure steel strand 6 extend downwards to the clamping mechanism 11 and are connected to it. The static pressure steel strand 6 can slide freely within the guide grooves 9 to adjust the length on both sides, ensuring a symmetrical and even distribution of downward pressure on both sides. This ensures that the pressure applied to the static pressure borehole device is not eccentric during static pressure borehole construction. Optionally, in this embodiment, there are four lifting rings 8 and four guide grooves 9, symmetrically and evenly distributed on the top of the pipe body 100, and two static pressure steel strands 6 arranged in a cross pattern.

[0061] In this embodiment, the two ends of the static pressure steel strand 6 are provided with fixing hooks 7, and the two ends of the static pressure steel strand 6 extend downward to the clamping mechanism 11 and hook together with the clamping mechanism 11.

[0062] In the embodiment, the pipe body 100 is a multi-section structure, including a top pressure-bearing component 1, a plurality of middle force-transferring components 2 (only one is shown in the figure) and a lower soil-taking component 3 which are detachably connected with each other. The inside of the top pressure-bearing component 1, the middle force-transferring component 2 and the lower soil-taking component 3 is a hollow structure. The outer diameter of the top pressure-bearing component 1 is large at the top and small at the bottom. The top wall thickness of the top pressure-bearing component 1 is greater than the lower wall thickness. A plurality of long strip-shaped through grooves 5 are arranged on the lower side wall of the lower soil-taking component 3. For example, in the embodiment, the length of the top pressure-bearing component 1 can be 1.2 meters, the length of the lower soil-taking component 3 can be 3.6 meters, and the length of the middle force-transferring component 2 can be 1.2 meters. The number of the middle force-transferring components 2 is determined according to the pile sinking depth.

[0063] In the embodiment, when the top pressure-bearing component 1 and the middle force-transferring component 2 are connected with each other, when the middle force-transferring component 2 and the middle force-transferring component 2 are connected with each other, and when the middle force-transferring component 2 and the lower soil-taking component 3 are connected with each other, the connection is achieved through the thread connection of the end part, and near the thread connection, the through holes 4 are arranged on the side wall of the top pressure-bearing component 1, the middle force-transferring component 2 and the lower soil-taking component 3.

[0064] The pile sinking construction device of the embodiment includes a static pressure pile sinking machine and the static pressure hole guiding device described above. The pipe body 100 is connected with the clamping mechanism 11 of the static pressure pile sinking machine through the force-transferring assembly. Specifically, the pipe body 100 is connected with the clamping mechanism 11 through the fixed hook 7 at the end of the static pressure steel wire 6 on the top pressure-bearing component 1. In order to facilitate the connection between the fixed hook 7 and the clamping mechanism 11, four fixed steel rings matched with the fixed hook 7 can be welded on the clamping mechanism 11 of the static pressure pile sinking machine.

[0065] As shown in the figure, Figure 12 The pile sinking construction method of the embodiment using the pile sinking construction device described above to perform static pressure pile sinking construction includes the following steps:

[0066] S1: using the static pressure pile sinking machine to construct the pipe pile 12, so that the pipe pile 12 sinks through the small resistance stratum 14 (soft stratum) and reaches the large resistance stratum 15 (hard stratum) where the sinking cannot continue;

[0067] S2: when the static pressure pile sinking construction pressure reaches the maximum allowable construction pressure and still cannot continue to sink, hoisting the pipe body 100 into the inner cavity of the pipe pile 12, making the lower end of the pipe body 100 contact the large resistance stratum 15, loosening the clamping mechanism 11 of the static pressure pile sinking machine from the pipe pile 12, and running the clamping mechanism 11 upward by a proper stroke, and then connecting the upper end of the pipe body 100 with the clamping mechanism 11 of the static pressure pile sinking machine through the force-transferring assembly;

[0068] S3: Keep the clamping mechanism 11 from clamping the pipe pile 12, and make the clamping mechanism 11 run downward, form pressure on the pipe body 100 through the force transmission assembly, press the lower part of the pipe body 100 into the high-resistance stratum 15, at the same time, the cut soil in the high-resistance stratum 15 enters the hollow structure of the lower part of the pipe body 100, and when the required hole depth or the maximum stroke of the clamping mechanism 11 is reached, stop the static pressure hole, pause the downward movement of the clamping mechanism 11, and make the clamping mechanism 11 run upward to the upper position; then hoist the pipe body 100 to retract into the inner cavity of the pipe pile 12, and separate the pipe body 100 from the clamping mechanism 11;

[0069] S4: Continue to use the static pressure pile machine to statically press the pipe pile 12;

[0070] After steps S1-S4, if the design depth requirement is reached, the construction is completed, if the design depth requirement is not reached, and the lower end of the pipe pile 12 is still the high-resistance stratum 15, repeat steps S2-S4 one or more times, and the construction is completed.

[0071] If the bearing capacity of the pipe pile 12 needs to be improved, the stratum grouting construction can be carried out through the inner cavity of the pipe pile 12 after the static pressure construction is completed.

[0072] The static pressure hole device in the embodiment directly cooperates with the conventional ordinary static pressure pile machine, only needs the static pressure pile machine to have the conventional clamping pile and pile pressing functions, and can be applied to various specifications and models of ordinary conventional static pressure pile machines such as 500 tons, 600 tons, and 800 tons. The static pressure hole device and pile sinking construction method in the embodiment are suitable for various specifications and models of pipe piles 12, such as PHC400AB-95, PHC500AB-125, PHC600AB-130, PHC700AB-130, and PHC800AB-130, and only the static pressure hole device with the corresponding size specification needs to be selected.

Claims

1. A pile driving method for static pressure pile driving using a pile driving apparatus, characterized by, The pile sinking construction device comprises a static pile press and a static pressure hole guiding device, the static pressure hole guiding device comprises a pipe body (100) and a force transmission assembly for connecting the pipe body (100) with a clamping mechanism (11) of the static pile press, so that the pipe body (100) bears the downward static pressure of the static pile press, the lower part of the pipe body (100) is a hollow structure, and the pipe body (100) is connected with the clamping mechanism (11) of the static pile press through the force transmission assembly; The pile sinking construction method comprises the following steps: S1: a pipe pile (12) is constructed by using a static pile press, so that the lower end of the pipe pile (12) reaches a large-resistance stratum (15); S2: the pipe body (100) is hoisted into the inner cavity of the pipe pile (12) and the lower end of the pipe body (100) contacts the large-resistance stratum (15), the clamping mechanism (11) of the static pile press is loosened from the pipe pile (12), and then the upper end of the pipe body (100) is connected with the clamping mechanism (11) of the static pile press through the force transmission assembly; S3: the clamping mechanism (11) is kept from clamping the pipe pile (12) and is operated downward, the pipe body (100) is pressed by the force transmission assembly to form pressure, the lower part of the pipe body (100) is pressed into the large-resistance stratum (15), at the same time, the cut soil in the large-resistance stratum (15) enters the hollow structure of the lower part of the pipe body (100), and after reaching the required hole guiding depth or the maximum stroke of the clamping mechanism (11), the static pressure hole guiding is stopped and the clamping mechanism (11) is operated upward, then the pipe body (100) is hoisted and the pipe body (100) is separated from the clamping mechanism (11); S4: the static pile press is continuously used to perform the static pile sinking construction of the pipe pile (12); After the steps S1-S4, if the design depth requirement is reached, the construction is completed, if the design depth requirement is not reached and the lower end of the pipe pile (12) is still the large-resistance stratum (15), the steps S2-S4 are repeated one or more times, and the construction is completed.

2. The pile driving method according to claim 1, characterized in that, The force transmission assembly is a static pressure steel strand (6), and the top edge of the pipe body (100) is provided with a guide groove (9) matched with the static pressure steel strand (6).

3. The pile driving method according to claim 2, wherein The top of the pipe body (100) is uniformly provided with a plurality of lifting rings (8), the positions and numbers of the guide grooves (9) correspond to the lifting rings (8), the static pressure steel strand (6) has a plurality of parts, and the middle part of the static pressure steel strand (6) is slidably clamped in a pair of oppositely arranged guide grooves (9) and a pair of oppositely arranged lifting rings (8), and the two ends of the static pressure steel strand (6) extend downward to the clamping mechanism (11) and are connected with the clamping mechanism (11).

4. The pile driving method according to claim 3, characterized in that, The two ends of the static pressure steel strand (6) are provided with fixed hooks (7), and the two ends of the static pressure steel strand (6) extend downward to the clamping mechanism (11) and are hooked with the clamping mechanism (11).

5. The pile driving method according to any one of claims 1 to 4, characterized in that, A plurality of long strip through grooves (5) are arranged on the side wall of the lower part of the pipe body (100).

6. The pile driving method according to any one of claims 1 to 4, characterized in that, The pipe body (100) is a multi-section structure, comprising a top pressure-bearing component (1), one or more middle force-transmitting components (2) and a lower soil-taking component (3) which are detachably connected with each other, and the inside of the lower soil-taking component (3) is a hollow structure.

7. The pile driving method according to claim 6, wherein The inside of the top pressure-bearing component (1), the middle force-transmitting component (2) and the lower soil-taking component (3) are all hollow structures, the outer diameter of the top pressure-bearing component (1) is large at the top and small at the bottom, and the wall thickness of the top pressure-bearing component (1) is larger at the top than at the bottom; a plurality of long strip-shaped through grooves (5) are arranged on the lower side wall of the lower soil-taking component (3).

8. The pile driving method according to claim 6, wherein When the top pressure-bearing component (1) and the middle force-transmitting component (2) are connected with each other, when the middle force-transmitting component (2) and the middle force-transmitting component (2) are connected with each other, or when the middle force-transmitting component (2) and the lower soil-taking component (3) are connected with each other, all are connected through threaded connections at the end portions, and near the threaded connections, through holes (4) are arranged on the side walls of the top pressure-bearing component (1), the middle force-transmitting component (2) and the lower soil-taking component (3).

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