Anchored static pressure pile foundation reinforcing structure and construction method thereof

Abstract

The application relates to an anchor rod static pressure pile foundation reinforcing structure and a construction method thereof, which comprises a water-stop steel plate, prestressed reinforcement and a fixing piece; the water-stop steel plate comprises a first part and a second part which are integrally formed, the first part is embedded in a bottom plate, and the second part is arranged in a pile hole; the fixing piece is fixed to the surface of the bottom plate, the prestressed reinforcement is arranged in the pile hole, one end of the prestressed reinforcement is fixedly connected with a static pressure pile, and the other end of the prestressed reinforcement is provided with a fixing hole for the prestressed reinforcement to pass through; after the prestressed reinforcement passes through the fixing hole, the prestressed reinforcement is screw-connected with a fixing nut. In the application, the water-stop steel plate can effectively prevent water vapor in the soil from penetrating upwards into the building structure, thereby improving the waterproof performance of the bottom; the shrinkage prestressed reinforcement can compress the concrete in the pile hole, and reduce the generation of the concrete penetration channel in the pile hole; the compressed concrete exerts force on the water-stop steel plate, so as to improve the connecting strength between the concrete and the water-stop steel plate, and reinforce the waterproof performance of the foundation.

Description

Technical Field

[0001] This application relates to the field of building foundation technology, and in particular to an anchored static pressure pile foundation reinforcement structure and its construction method. Background Technology

[0002] Anchor static pressure piles are a pile foundation construction technique that combines anchor bolts with static pressure piles. Anchor static pressure piles are widely used in building foundation reinforcement, correction of uneven foundation settlement, and other applications.

[0003] Anchored static pressure piles are constructed by fixing a pile driving frame with anchor bolts embedded in the foundation. Workers pre-drill or drill pile holes in the base slab for the anchored static pressure piles to pass through. A pile driving machine is equipped with pile driving equipment, allowing workers to use the building's self-weight as the pile driving reaction force to press the pile sections from the pile holes into the foundation. Finally, workers connect the anchored static pressure piles to the foundation to improve the bearing capacity of the foundation and reduce uneven settlement of the building.

[0004] However, when anchored static pressure piles are applied to foundations with high groundwater levels, they can damage the waterproofing structure of the foundation slab. Specifically, the waterproofing structure of the foundation slab includes a first layer of waterproofing at the bottom, a second layer of waterproofing from the concrete itself, and a third layer of waterproofing at the top. When workers drill holes in the slab for the anchored static pressure piles, all three layers of waterproofing are partially damaged.

[0005] Once the anchored static pressure piles are fully driven into the foundation and connected to it, the third layer of waterproofing on the upper part of the foundation slab is relatively easy to repair; however, the first and second layers of waterproofing are more difficult to repair. Due to these reasons, the foundation waterproofing performance at the anchored static pressure pile location is relatively weak; when the groundwater level is high, the foundation slab at the anchored static pressure pile location is prone to water seepage.

[0006] When workers use anchored static pressure piles to reinforce the foundation bearing capacity, they also reduce the waterproofing performance of some parts of the foundation. Summary of the Invention

[0007] In order to improve the waterproof performance of the foundation at the anchor static pressure pile location when using anchor static pressure piles to strengthen the foundation bearing capacity, this application provides an anchor static pressure pile foundation reinforcement structure and its construction method.

[0008] This application provides a static pressure pile foundation reinforcement structure with anchor bolts and its construction method, which adopts the following technical solution:

[0009] A static pressure pile foundation reinforcement structure and its construction method are disclosed, comprising a base plate, static pressure piles, and a first anchor rod; the base plate has a pile driving hole for the static pressure pile to pass through, the first anchor rod is pre-embedded in the base plate and is arranged around the pile driving hole, the first anchor rod is used to fix the pile driving equipment; the end of the static pressure pile has a gap with the surface of the base plate;

[0010] It also includes a water-stop steel plate, prestressing tendons, and fixing components; the water-stop steel plate includes an integrally formed first component and a second component, the first component being embedded in the base plate, the second component being disposed in the pile hole, and a clearance gap being provided between the second component and the static pressure pile; the fixing components are fixed to the surface of the base plate, the prestressing tendons are disposed in the pile hole, and one end of the prestressing tendon is fixedly connected to the static pressure pile, and the other end of the prestressing tendon has a fixing hole for the prestressing tendon to pass through; after the prestressing tendon passes through the fixing hole, it is threadedly connected to a fixing nut.

[0011] By adopting the above technical solution, moisture in the soil will seep upwards along the sidewall of the pile hole into the building structure. By laying a water-stop steel plate, the upward seepage of moisture in the soil into the building structure can be effectively prevented, thereby improving the waterproof performance at the bottom. When workers use special tools or equipment to remove the fixing nuts in the prestressing tendons, the prestressing tendons shrink after being unrestrained by the pressure beam, thereby compressing the concrete in the pile hole and reducing the generation of internal cracks in the concrete, that is, reducing the generation of concrete seepage channels in the pile hole. At the same time, the compressed concrete exerts a force on the water-stop steel plate, further improving the connection strength between the concrete in the pile hole and the water-stop steel plate.

[0012] In other words, the waterproof performance of the foundation at the static pressure pile is improved through the synergistic cooperation of the water-stop steel plate and the prestressed tendons; this allows the static pressure pile to strengthen the bearing capacity of the foundation while also strengthening its waterproof performance and improving its anti-seepage performance.

[0013] Optionally, the prestressing tendon is a helical spring tube, and a gap is provided between adjacent coils of the helical spring tube to allow concrete to flow.

[0014] By adopting the above technical solution, on the one hand, the distance between the helical spring tube and the sidewall of the pile hole is small, and when the helical spring tube contracts to compress the concrete, the spring tube exerts a greater force on the concrete near the sidewall of the pile hole, which can reduce the generation of concrete seepage gaps in this area and improve the connection strength between the concrete and the waterstop steel plate. On the other hand, the helical spring tube facilitates the tensioning of prestressing tendons by workers.

[0015] Optionally, a reinforcement component is also included, comprising a plurality of second anchor rods, a pressure beam, and a pressure block; the second anchor rods are pre-embedded in the base plate and are disposed on both sides of the pile hole, and are used to fix the pressure beam; the pressure beam abuts against the base plate and is located at the opening of the pile hole; the pressure block is disposed in the pile hole, one end of the pressure block abuts against the static pressure pile, and the other end of the pressure block abuts against the pressure beam.

[0016] By employing the above technical solution, workers use a second anchor rod to fix the pressure beam, ensuring it is firmly anchored to the base plate. This allows the pressure beam to continue applying downward driving force to the static piles even after the pile driving equipment is dismantled. This enables workers to quickly move the pile driving equipment to the next pile hole, while the static piles in the original hole continue to experience significant driving force. This not only improves construction efficiency but also reduces the damage to the first and second waterproofing layers of the foundation caused by soil friction and deformation of the static piles, thus reinforcing the foundation's waterproofing performance.

[0017] Optionally, a detection component is included, which is disposed on the side of the waterstop steel plate away from the static pressure pile; the detection component includes a rigid feed pipe, an annular detection pipe, and a detection element; the feed pipe is connected to the detection pipe, the detection pipe abuts against the waterstop steel plate, the detection pipe abuts against the side wall of the pile hole, the detection pipe initially has several permeable holes, and geotextile is provided on the outer periphery of the detection pipe; one end of the feed pipe is connected to the detection pipe, and the other end of the feed pipe extends to the pile hole; the detection element is sequentially inserted through the feed pipe and the detection pipe, and the detection element contains a reagent for detecting the presence of moisture.

[0018] By employing the above technical solution, when there is a seepage problem between the concrete in the pile hole and the base slab, moisture will enter the detection tube and come into contact with the detection specimen inside. After the staff removes the detection specimen, they can quickly determine whether there is a seepage problem between the concrete in the pile hole and the base slab based on the color change on the specimen.

[0019] Optionally, a plastic film is provided on the outer periphery of the detection tube, and the plastic film is placed between the detection tube and the geotextile; a negative pressure device is provided outside the feed tube.

[0020] By adopting the above technical solution, when workers pour concrete into the pile hole, the geotextile around the detection pipe can prevent sand or other impurities in the concrete from puncturing the waterproof membrane; while the waterproof membrane can effectively prevent slurry in the concrete from seeping into the detection pipe through the permeable holes, thereby reducing the risk of concrete slurry clogging the detection pipe when workers pour concrete. After all static pressure piles are completed, workers connect the external pipe to the negative pressure equipment, creating a negative pressure environment inside the detection pipe. This causes the plastic membrane around the permeable holes to rupture, allowing water molecules from the outside to pass through the geotextile, the gap in the plastic membrane, and the permeable pipe of the detection pipe to enter the inside of the detection pipe.

[0021] Optionally, a first waterproof membrane layer is provided between the sidewall of the pile hole and the static pressure pile. The first waterproof membrane layer is integrally formed with a second waterproof membrane layer at the bottom of the base plate. The first waterproof membrane layer is bonded to the static pressure pile. A first waterproof coating layer is provided on the side of the first waterproof membrane away from the pile hole opening, and a second waterproof coating layer is provided on the side of the first waterproof membrane layer close to the pile hole opening.

[0022] By adopting the above technical solution, and by laying a first waterproof coating layer, a second waterproof membrane layer, and a second waterproof coating layer at the bottom of the pile hole, the waterproof performance at the bottom of the pile hole is improved.

[0023] A construction method for an anchored static pressure pile foundation reinforcement structure includes the following steps:

[0024] A water-stop steel plate is pre-embedded in the middle of the bottom plate, and the bottom plate is reserved with pile driving holes for static pressure piles to pass through.

[0025] The pile segments of static pressure piles are pressed into the soil one by one using pile driving equipment, and adjacent pile segments are fixedly connected.

[0026] When constructing the last pile section of the static pressure pile, one end of the prestressing tendon is fixedly connected to the static pressure pile, and the other end of the prestressing tendon is connected to the fixing component through a fixing nut.

[0027] When the fastener abuts against the base plate, the pile driving equipment continues to drive the static pile downwards, thereby tensioning the prestressed tendons;

[0028] A first waterproof coating layer, a first waterproof membrane layer, and a second waterproof membrane layer are sequentially laid at the bottom of the pile hole to form the first waterproof structure of the foundation.

[0029] Pour concrete into the pile hole;

[0030] Once the concrete in the pile hole reaches the design requirements, the fixing nuts used to fix the prestressing tendons are removed, causing the prestressing tendons to shrink and squeeze the concrete in the pile hole.

[0031] Optionally, the construction method for the anchored static pressure pile foundation reinforcement structure also includes the following steps:

[0032] When constructing the last section of a static pressure pile, a fixing component is placed between the pile driving equipment and the static pressure pile.

[0033] The pile driving equipment drives the fixed components and static piles to move towards the bottom plate;

[0034] When the pressure beam abuts against the bottom plate, the pressure beam is fixed by the second anchor rod;

[0035] Once the concrete in the pile hole reaches the design requirements, remove the fixing nuts used to fix the prestressing tendons.

[0036] Optionally, the construction method for the anchored static pressure pile foundation reinforcement structure also includes the following steps:

[0037] Before the last pile section of the static pressure pile is pressed into the soil, the test tube is sleeved around the outside of the static pressure pile, and the test tube abuts against the side wall of the pile hole.

[0038] Once the concrete inside the pile hole reaches its design strength, the outer pipe of the testing component is connected to the negative pressure equipment, creating a negative pressure environment inside the testing pipe, which in turn causes the plastic film around the permeable hole to rupture.

[0039] The test specimen containing the test reagent is sequentially inserted into the feed pipe and the test pipe. After a period of time, the staff removes the test specimen to observe the changes in the test specimen in order to determine the waterproof performance of the foundation at the static pressure pile.

[0040] If there is localized water seepage in the foundation, that area should be reconstructed; if there is no localized water seepage in the foundation, waterproofing of the base slab should be carried out.

[0041] Optionally, the construction method for the anchored static pressure pile foundation reinforcement structure also includes the following steps:

[0042] Static pressure piles are constructed using the skip-pile method. After the static pressure piles are completed, the adjacent piles that have not yet been constructed are skipped. Static pressure piles in adjacent pile holes are constructed only after the concrete in the pile hole reaches the design strength.

[0043] In summary, this application includes at least one of the following beneficial technical effects:

[0044] 1. Water-stop steel plates can effectively prevent water vapor in the soil from penetrating upwards into the building structure, thereby improving the waterproof performance at the bottom; shrinkage prestressed tendons can compress the concrete in the pile hole, reducing the generation of internal cracks in the concrete in the pile hole, that is, reducing the generation of concrete seepage channels in the pile hole; the compressed concrete exerts a force on the water-stop steel plate, further improving the connection strength between the concrete in the pile hole and the water-stop steel plate, thereby reinforcing the waterproof performance of the foundation;

[0045] 2. Workers use a second anchor rod to fix the pressure beam, ensuring it is firmly anchored to the base plate. This allows the pressure beam to continue applying downward pressure to the static piles even after the pile driving equipment is dismantled. This enables workers to quickly move the pile driving equipment to the next pile hole, while the static piles in the original hole continue to experience significant pressure. This not only improves construction efficiency but also reduces damage to the first and second layers of waterproofing caused by soil friction and deformation of the static piles, thus reinforcing the foundation's waterproofing performance.

[0046] 3. When there is a seepage problem between the concrete in the pile hole and the base slab, moisture will enter the detection tube and come into contact with the detection specimen inside the tube. After the staff removes the detection specimen, they can quickly determine whether there is a seepage problem between the concrete in the pile hole and the base slab based on the color change on the specimen, thereby enabling the subsequent repair and reinforcement of the foundation waterproofing structure. Attached Figure Description

[0047] Figure 1 This is an axonometric view illustrating the basic reinforcement structure in Example 1.

[0048] Figure 2 This is a schematic diagram illustrating the static pressure pile structure in Example 1.

[0049] Figure 3 This is a schematic diagram illustrating the stress state of the static pressure pile in Example 1.

[0050] Figure 4 This is a cross-sectional view illustrating the basic reinforcement structure in Example 1.

[0051] Figure 5 This is the first schematic diagram illustrating the foundation reinforcement structure for the pile driving equipment construction in Example 1.

[0052] Figure 6 This is embodied in Example 1 Figure 5 Enlarged view of point A in the middle.

[0053] Figure 7 This is an exploded view illustrating the structure of the reinforced component in Example 1.

[0054] Figure 8 This is a second schematic diagram illustrating the foundation reinforcement structure for the pile driving equipment construction in Example 1.

[0055] Figure 9 This is a partial sectional view illustrating the basic reinforcement structure in Example 1.

[0056] Figure 10 This is a diagram illustrating the working principle of the prestressed tendons and waterstop steel plate in Example 1.

[0057] Figure 11This is a schematic diagram illustrating the installation structure of the pile driver in Example 1.

[0058] Figure 12 This is a cross-sectional view illustrating the basic reinforcement structure in Example 1.

[0059] Figure 13 This is a schematic diagram illustrating the principle of mutual influence between adjacent piles in Example 3.

[0060] Figure 14 This is a schematic diagram illustrating the construction sequence in Example 3.

[0061] Figure 15 This is a cross-sectional view illustrating the basic reinforcement structure in Example 4.

[0062] Figure 16 This is a cross-sectional view illustrating the basic reinforcement structure in Example 4.

[0063] Figure 17 This is a schematic diagram illustrating the structure of the detection component in Example 4.

[0064] Figure 18 This is a schematic diagram illustrating the structure of the detection component in Example 4.

[0065] Explanation of reference numerals in the attached drawings: 1. Base plate; 2. Static pressure pile; 21. Pile section; 211. Reinforced concrete pile segment; 212. Steel cap; 3. First anchor bolt; 4. Pile driving hole; 5. Pile driving equipment; 51. Pile driving frame; 52. Steel beam; 53. Jack; 6. First waterproof membrane layer; 7. Second waterproof membrane layer; 8. Third waterproof membrane layer; 9. First waterproof coating layer; 10. Second waterproof coating layer; 11. Third waterproof coating layer; 12. Waterstop steel plate; 121. First component; 122. Second component; 13. Reinforcing component; 131. Second anchor bolt; 132, prestressed tendon; 1321, coil section; 1322, straight section; 133, pressure beam; 1331, fixing hole; 134, pressure block; 135, limiting rod; 14, fixing nut; 15, pile sealing rod; 16, pile cap; 17, strip foundation; 181, first pile hole; 182, second pile hole; 183, third pile hole; 23, testing component; 231, feed pipe; 232, testing pipe; 2321, water permeable hole; 233, testing piece; 234, external pipe; 24, plastic film; 25, geotextile. Detailed Implementation

[0066] The following is in conjunction with the appendix Figure 1-18 This application will be described in further detail.

[0067] Example 1

[0068] This application discloses an anchored static pressure pile foundation reinforcement structure and its construction method. (Refer to...) Figure 1The anchored static pressure pile foundation reinforcement structure includes a foundation base slab 1, static pressure piles 2, and first anchor rods 3. The base slab 1 has pre-drilled pile holes 4 for the static pressure piles 2 to pass through; the cross surface of the pile holes 4 is trapezoidal. In other embodiments, the pile holes 4 can also be formed by chiseling a slab, a method suitable for foundation reinforcement projects of existing buildings. Multiple first anchor rods 3 are provided, pre-embedded in the base slab 1, and arranged around the pile holes 4; the first anchor rods 3 are used to fix the pile driving equipment 5.

[0069] Reference Figure 1 and Figure 2 The static pressure pile 2 is composed of several pile sections 21 connected together. The pile driving equipment 5 presses several pile sections 21 into the soil layer below the base plate 1 in sequence. When the pile section 21 is about to be pressed into the pile driving hole 4, the workers fix and connect the different pile sections 21. The pile sections 21 of the static pressure pile 2 can be connected by welding or sulfur mortar.

[0070] In this embodiment, the pile sections 21 of the static pressure pile 2 are connected by welding to facilitate operation by workers. Each pile section 21 of the static pressure pile 2 includes a central reinforced concrete pile segment 211 and steel caps 212 disposed on both sides of the reinforced concrete pile segment 211; the steel caps 212 are partially embedded in the reinforced concrete pile segment 211. Workers connect different pile sections 21 by welding the steel caps 212 of adjacent pile sections 21.

[0071] In the prior art, there are many ways to implement pile driving equipment 5; this application uses common pile driving equipment 5 to explain the construction process of the anchor static pressure pile foundation reinforcement structure of this application. In other embodiments, workers can also use other pile driving equipment 5 for construction, and this application does not limit the specific structure of the pile driving equipment 5.

[0072] Reference Figure 1 The pile driving equipment 5 includes a pile driving frame 51, a steel beam 52, jacks 53, and an oil pump (not shown in the figure). The pile driving frame 51 is fixed above the pile driving hole 4 by first anchor rods 3. In this embodiment, there are four first anchor rods 3, which are used to fix the four corners of the pile driving frame 51. The pile driving frame 51 has several insertion holes spaced apart in the vertical direction for fixing the steel beam 52. The steel beam 52 is horizontally inserted and fixed to the pile driving frame 51. The jacks 53 are set between the steel beam 52 and the static pile 2, and the jacks abut against both the steel beam 52 and the static pile 2. The jacks 53 are connected to the oil pump through oil pipes. The oil pump provides hydraulic oil to the jacks 53 to lift them, thereby converting this force into the pile driving force on the pile section 21, thus pressing the static pile 2 into the soil layer at the base plate 1.

[0073] Reference Figure 3After the pile driving equipment 5 presses the static pile 2 into the soil layer below the base plate 1 from the pile driving hole 4, the workers carry out the waterproof structure construction at the bottom of the pile driving hole 4, as well as the connection construction between the static pile 2 and the base plate 1.

[0074] When the workers are laying the waterproof membrane on the base plate 1, they leave a portion of the waterproof membrane in the pile hole 4. The waterproof membrane layer at the bottom of the base plate 1 is now positioned as the second waterproof membrane layer 7. There is a gap between the second waterproof membrane layer 7 and the side wall of the static pressure pile 2 to avoid the static pressure pile 2.

[0075] When the static pressure pile 2 reaches the designed driving depth, the workers first temporarily fix the second waterproof membrane layer 7 inside the pile hole 4 to the side wall of the pile hole 4. The temporary fixing method can be adhesive bonding. Then, the workers use cement-based penetrating crystalline waterproof coating to lay the first waterproof coating layer 9 at the bottom of the pile. After the first waterproof coating layer 9 is completed, the workers bond the second waterproof layer to the first waterproof layer. Next, the workers lay the first waterproof membrane layer 6 between the side wall of the pile hole 4 and the static pressure pile 2, ensuring that the first waterproof membrane layer 6 inside the pile hole 4 overlaps and bonds with the second waterproof membrane layer 7 at the bottom of the base slab 1, while simultaneously bonding the first waterproof membrane layer 6 to the static pressure pile 2. Finally, the workers pour non-curing rubber asphalt waterproof coating into the pile hole 4 to form the second waterproof coating layer 10; thus completing the construction of the waterproof structure at the bottom of the pile hole 4. In other words, through the above operations, the workers complete the first layer of waterproof structure construction for the foundation at the static pressure pile 2.

[0076] Next, the workers poured C30 micro-expansion early strength concrete into the pile hole 4, so that the static pressure pile 2 and the foundation slab 1 are connected into a whole to share the load, thereby improving the bearing capacity of the foundation; at the same time, the workers can simultaneously complete the construction of the second waterproof structure of the foundation at the static pressure pile 2.

[0077] After the workers complete the connection between all the static pressure piles 2 and the bottom slab 1, they sequentially lay the third waterproof membrane layer 8 and the third waterproof coating layer 11 on the bottom slab 1, thus completing the waterproof structure construction of the base surface of the bottom slab 1; that is, completing the third waterproof structure construction of the foundation at the static pressure piles 2. The third waterproof coating layer 11 can be made of non-curing rubber asphalt waterproof coating.

[0078] Reference Figure 3 It is worth noting that the static pressure pile 2 is a friction pile. When the pile driver presses the static pressure pile 2 into the soil layer, the static pressure pile 2 needs to overcome the lateral resistance of the soil to the pile. The soil exerts an upward frictional force on the static pressure pile 2. At the same time, the static pressure pile 2 will undergo significant elastic compression deformation under pressure during the pile driving process. When the workers remove the upper pile driving equipment 5, the upper end of the static pressure pile 2 will be subjected to a significant upward force.

[0079] In the existing technology, in order to shorten the construction period, when the concrete strength in the pile driving hole 4 reaches a certain value of the design strength but has not fully reached the design strength, the workers disassemble the pile driving equipment 5 and move the pile driving equipment 5 to the next pile driving hole 4 for construction.

[0080] At this point, the connection strength between the concrete in the pile hole 4 and the base slab 1 is limited. When the static pile 2 is relatively long, it experiences significant upward friction and elastic compression deformation. The end of the static pile 2 has an upward driving force, causing it to punch through the concrete in the pile hole 4. This upward movement of the static pile 2 will damage the first and second waterproofing structures of the foundation, leading to water seepage at the location of the static pile 2. This is the reason for the poor waterproofing performance of the foundation at the static pile location.

[0081] To address the aforementioned technical issues, this application provides further improvements to the anchored static pressure pile foundation.

[0082] Reference Figure 4 The anchored static pressure pile foundation reinforcement structure also includes a water-stop steel plate 12. The water-stop steel plate 12 comprises an integrally formed first component 121 and a second component 122. The first component 121 is embedded in the concrete base slab 1, and the second component 122 is installed in the pile hole 4. A clearance gap is provided between the second component 122 and the static pressure pile 2. When water seepage occurs at the foundation of the static pressure pile 2, moisture in the soil will seep upwards along the side wall of the pile hole 4 into the building structure. By laying the water-stop steel plate 12, water vapor in the soil can be effectively prevented from seeping upwards into the building structure, thereby improving the waterproof performance at the bottom.

[0083] Reference Figure 5 The anchor static pressure pile foundation reinforcement structure also includes a reinforcement component 13. After the workers dismantle the pile driving equipment 5, the reinforcement component 13 continues to apply pile driving force to the static pressure pile 2.

[0084] Reference Figures 5 to 7 In this embodiment, the reinforcement component 13 includes a second anchor rod 131, a prestressed tendon 132, a fixing member, and a pressure block 134. The fixing member is used to abut against the surface of the base plate 1; in this embodiment, the fixing member is a pressure beam 133. The second anchor rod 131 is pre-embedded in the base plate 1 and is located on both sides of the pile hole 4, and is used to fix the pressure beam 133. In this embodiment, the prestressed tendon 132 is a helical spring tube, and a gap for concrete flow is provided between adjacent coils of the helical spring tube. In other embodiments, the prestressed tendon 132 may also be a steel bar partially pre-embedded in the static pressure pile 2 and connected to the main reinforcement of the static pressure pile 2.

[0085] When workers use pile driving equipment 5 to drive the last pile section 21 of static pressure pile 2 into the soil, they install a reinforcing component 13 between the jack 53 and the static pressure pile 2. Workers place a pressure block 134 on top of the static pressure pile 2 and a pressure beam 133 on top of the pressure block 134, with the pressure beam 133 abutting against the jack 53. The prestressing tendon 132 includes an integrally formed coil segment 1321 and a straight segment 1322. The coil segment 1321 of the prestressing tendon 132 is fixedly connected to the static pressure pile 2. One implementation method is to pre-embed a connecting steel rod in the static pressure pile 2, and weld the coil segment 1321 of the prestressing tendon 132 to the connecting steel rod for fixation. The straight segment 1322 of the prestressing tendon 132 has external threads, and the pressure beam 133 has fixing holes 1331 for the straight segment 1322 of the prestressing tendon 132 to pass through. After the straight segment 1322 of the prestressing tendon 132 passes through the fixing holes 1331, the straight segment 1322 is threadedly connected to the fixing nut 14. Workers use special tools and equipment to rotate the fixing threads, thereby forcing the prestressing tendon 132 to stretch.

[0086] Subsequently, the workers used jack 53 to drive the fixing component and static pressure pile 2 downward. To improve the connection stability between the pressure block 134 and the pressure beam 133, several limiting rods 135 are also provided at the end of the pressure block 134, and the limiting rods 135 abut against the pressure beam 133. In this embodiment, both the pressure beam 133 and the pressure block 134 are I-beams.

[0087] Reference Figure 8 and Figure 9 When the pressure beam 133 abuts against the base plate 1, the workers use the second anchor rod 131 to fix the pressure beam 133, so that the pressure beam 133 abuts against and is fixed to the base plate 1. At this time, the prestressed tendon 132 and the pressure block 134 are both set in the pile hole 4.

[0088] Therefore, even after the workers dismantle the pile driving equipment 5, the pressure beam 133 can still apply a downward driving force to the static pile 2. This allows the workers to quickly move the pile driving equipment 5 to the next pile hole 4 for construction; while the static pile 2 in the original pile hole 4 is still subjected to a significant driving force. This not only improves construction efficiency but also reduces the damage to the first and second waterproofing structures of the foundation caused by soil friction and deformation of the static pile 2, thereby reinforcing the waterproofing performance of the foundation.

[0089] Reference Figure 10Subsequently, workers poured concrete into the pile hole 4, connecting the static pile 2 and the base slab 1 into a unified whole to share the load. After the concrete in the pile hole 4 cured to a certain strength, workers used specialized tools or equipment to remove the fixing nuts 14 securing the straight section 1322 of the prestressing tendon 132. Once the prestressing tendon 132 was no longer restrained by the pressure beam 133, the coil section 1321 of the prestressing tendon 132 contracted, thereby compressing the concrete in the pile hole 4 and reducing the generation of internal cracks in the concrete, i.e., reducing the formation of seepage channels within the pile hole 4. Simultaneously, the compressed concrete exerted a force on the waterstop steel plate 12, further improving the connection strength between the concrete in the pile hole 4 and the waterstop steel plate 12, and further enhancing the waterproofing performance of the second layer of waterproofing structure in the foundation.

[0090] In this embodiment, the reason why the prestressing tendon 132 is a helical spring tube is as follows:

[0091] The distance between the helical spring tube and the side wall of the pile hole 4 is small. When the helical spring tube contracts to compress the concrete, the spring tube exerts a larger force on the concrete near the side wall of the pile hole 4, which can reduce the generation of concrete seepage gaps in this area and improve the connection strength between the concrete and the waterstop steel plate 12. On the other hand, the helical spring tube facilitates the tensioning of the prestressing tendons 132 by the workers.

[0092] Reference Figure 11 and Figure 12 When the concrete in the pile hole 4 reaches the design strength, the workers dismantle the pressure beam 133. The reinforcement component 13 includes a pile sealing rod 15, which can be fixed to the upper part of the pile hole 4 by the workers using the first anchor rod 3 or the second anchor rod 131; subsequently, the workers pour concrete on the upper part of the pile sealing rod 15 to form a pile cap 16.

[0093] After the workers complete the construction of all static pressure piles 2, they sequentially lay the third waterproof membrane layer 8 and the third waterproof coating layer 11 on the base slab 1, thus completing the waterproof structure construction of the base slab 1; that is, completing the third waterproof structure construction of the foundation at the static pressure piles 2. The third waterproof coating layer 11 can be made of non-curing rubber asphalt waterproof coating.

[0094] In summary, while using static pressure piles 2 to reinforce the bearing capacity of the foundation, this embodiment, through the coordinated action of the water-stop steel plate 12 and the reinforcement component 13, provides a certain degree of waterproof reinforcement to the first, second, and third waterproof structures in the foundation at the static pressure pile 2 location, thereby improving the foundation's water-proof performance.

[0095] Example 2

[0096] Reference Figures 1 to 12This Example 2 is a construction method for the anchored static pressure pile foundation reinforcement structure in Example 1. The construction method includes the following steps:

[0097] A water-stop steel plate 12 is pre-embedded in the middle of the base plate 1, and a pile hole 4 for the static pressure pile 2 to pass through is reserved in the base plate 1.

[0098] The pile section 21 of the static pile 2 is pressed into the soil in sequence using the pile driving equipment 5, and adjacent pile sections 21 are fixedly connected.

[0099] When constructing the last pile section 21 of the static pressure pile 2, the fixing component is set between the pile driving equipment 5 and the static pressure pile 2;

[0100] The pile driving equipment 5 drives the fixed component and the static pile 2 to move towards the bottom plate 1;

[0101] When the pressure beam 133 abuts against the bottom plate 1, the pressure beam 133 is fixed by the second anchor rod 131;

[0102] At the bottom of the pile hole 4, the first waterproof coating layer 9, the first waterproof membrane layer 6, and the second waterproof membrane layer 7 are laid in sequence to form the first waterproof structure of the foundation.

[0103] C30 slightly expanding early strength concrete was poured into pile hole 4.

[0104] Once the concrete in the pile hole 4 reaches the design requirements, the fixing nut 14 of the straight section 1322 of the prestressing tendon 132 is removed, causing the prestressing tendon 132 to shrink and squeeze the concrete in the pile hole 4, thereby improving the crack resistance of the concrete and the connection strength between the concrete and the waterstop steel plate 12.

[0105] Remove the pressure beam 133, fix the pile capping rod 15 using the first anchor rod 3 or the second anchor rod 131, and then the workers pour concrete on the upper part of the pile capping rod 15 to form the pile capping cap 16.

[0106] After all the static pressure piles 2 have been constructed, the third waterproof membrane layer 8 and the third waterproof coating layer 11 are laid sequentially on the base surface of the base plate 1 to complete the third waterproof structure construction of the foundation at the static pressure piles 2.

[0107] Example 3

[0108] This embodiment 3 is a construction method for the anchor static pressure pile foundation reinforcement structure in embodiment 1. The construction method in this embodiment is a further improvement on the construction method in embodiment 2.

[0109] Reference Figure 13 and Figure 14When static pressure pile 2 is driven into the soil, it will generate significant additional stress, horizontal force, and vertical displacement within the soil surrounding the pile. These stress and displacement changes will produce axial force and bending moment on the adjacent pile that has already been driven or pressed in. When the concrete in the pile hole 4 of the adjacent pile has not reached its design strength, the additional stress generated by the driving in of the new static pressure pile 2 will affect the bearing capacity and verticality of the adjacent pile.

[0110] To solve the above-mentioned technical problems, this embodiment adopts the skip-pile construction method to complete the construction of the static pressure piles 2 of the base plate 1.

[0111] In strip foundation 17, pile holes 4 are spaced out along both sides of strip foundation 17 (wall). In column foundation, pile holes 4 should be opened around the perimeter of the load-bearing column.

[0112] Reference Figure 14 Along the length of the original strip foundation 17, pile holes 4 are spaced out. These pile holes 4 are numbered sequentially from top to bottom as pile hole 181, pile hole 182, and pile hole 183. After the worker drives the static pile 2 into pile hole 181, they skip pile hole 182 and drive the static pile 2 into pile hole 183, and so on. Once the concrete in pile holes 181 and 183 reaches the design strength, the worker then drives the static pile 2 back into pile hole 182.

[0113] Example 4

[0114] The difference between Example 4 and Example 1 is as follows:

[0115] Reference Figures 15 to 18 The anchor static pressure pile foundation reinforcement structure includes a detection component 23. The detection component 23 is set on the side of the waterstop steel plate 12 away from the static pressure pile 2. The detection component 23 is used to detect whether there is a seepage channel at the splice of the concrete bottom plate 1 in the pile hole 4.

[0116] Reference Figure 15 and Figure 16 The detection component 23 includes a rigid feed pipe 231, an annular detection pipe 232, a detection element, and an external pipe 234. The feed pipe 231 and the detection pipe 232, and the external pipe 234 and the detection pipe 232 are all connected. The detection element is sequentially inserted through the feed pipe 231 and the detection pipe 232, and contains a reagent for detecting the presence of moisture. In this embodiment, the detection element is a sponge strip, and it contains anhydrous copper sulfate reagent for detecting moisture. A thin iron wire, a weight, or other auxiliary objects can be fixed to the end of the detection element to assist the operator in installing it. The external pipe is connected to a negative pressure device (not shown in the figure).

[0117] The detection pipe 232, feed pipe 231, and external pipe 234 are all flexible metal hoses, giving them a certain degree of rigidity. Before the worker presses the last pile section 21 of the static pressure pile 2 into the soil, the worker sleeves the detection pipe 232 around the periphery of the static pressure pile 2 and abuts the detection pipe 232 against the side wall of the pile hole 4. The worker can use adhesive to fix the position of the detection pipe 232 to prevent it from shifting when the worker injects grout into the pile hole 4.

[0118] Reference Figure 17 The detection pipe 232 is initially equipped with several permeable holes 2321, and a plastic film 24 and geotextile 25 are sequentially arranged around its outer periphery. When workers pour concrete into the pile hole 4, the geotextile 25 around the detection pipe 232 prevents sand or other impurities in the concrete from puncturing the waterproof fabric; while the waterproof fabric effectively prevents slurry in the concrete from seeping into the detection pipe 232 through the permeable holes 2321, thus reducing the risk of concrete slurry clogging the detection pipe 232 during concrete pouring. Workers use rubber stoppers or other tools to plug the inlet pipe 231 and the external pipe during concrete pouring.

[0119] After all the static pressure piles 2 are completed, the workers connect the outer pipe 234 to the negative pressure equipment, creating a negative pressure environment inside the detection pipe 232. This causes the plastic membrane 24 around the permeable hole 2321 to rupture, allowing external water molecules to pass through the geotextile 25, the gap in the ruptured plastic membrane 24, and the permeable pipe of the detection pipe 232 to enter the interior of the detection pipe 232, thereby improving the accuracy of the detection.

[0120] The staff installed the testing component through the testing tube 232 to check for moisture at the joint between the concrete and the base slab 1 in the pile driving hole 4. This was done to test the reliability of the first and second waterproofing structures of the static pressure pile 2 foundation.

[0121] When there is a seepage problem between the concrete of pile hole 4 and the base slab 1, moisture will enter the detection tube 232 and come into contact with the detection specimen inside the tube 232. After the staff removes the detection specimen, they can quickly determine whether there is a seepage problem between the concrete of pile hole 4 and the base slab 1, and whether the first and second waterproof structures are functioning properly, based on the color change on the specimen.

[0122] When workers discover water seepage at a certain location in the foundation, they should excavate the concrete inside the pile hole 4 at that location and redo the first and second waterproofing structures for that area. Only after the bottom of all static pressure piles 2 has passed inspection should workers construct the third waterproofing structure on the base slab 1. This reduces the likelihood of seepage caused by the failure of the first and second waterproofing structures in certain areas, which could lead to excessive water head on the third waterproofing structure. In other words, it reduces the need for subsequent waterproofing repairs and reinforcement work, improving the foundation's waterproofing performance.

[0123] Example 5

[0124] This Example 5 is a construction method for the anchored static pressure pile foundation reinforcement structure in Example 4. The difference between the construction methods in Example 4 and Example 2 is that:

[0125] Before the last pile section 21 of the static pressure pile 2 is pressed into the soil, the detection tube 232 is sleeved on the outer periphery of the static pressure pile 2, and the detection tube 232 abuts against the side wall of the pile hole 4.

[0126] When the concrete in the pile hole 4 reaches the design strength, the outer pipe 234 of the detection component 23 is connected to the negative pressure equipment, so that the inside of the detection pipe 232 is a negative pressure environment, which causes the plastic film 24 around the permeable hole 2321 to rupture.

[0127] The test specimen containing the test reagent is sequentially inserted into the feed pipe 231 and the test pipe 232. After a period of time, the staff removes the test specimen to observe the changes in the test specimen in order to determine the waterproof performance of the two static pressure pile foundations.

[0128] If localized seepage is found in the foundation, the affected area should be reconstructed; if no localized seepage is found, workers should sequentially lay the third waterproof membrane layer 8 and the third waterproof coating layer 11 on the base slab 1.

[0129] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A static pressure pile foundation reinforcement structure, comprising a base plate (1), static pressure piles (2), and a first anchor rod (3); the base plate (1) has a pile driving hole (4) for the static pressure piles (2) to pass through, the first anchor rod (3) is pre-embedded in the base plate (1), and the first anchor rod (3) is arranged around the pile driving hole (4), the first anchor rod (3) is used to fix the pile driving equipment (5); the end of the static pressure pile (2) has a gap with the surface of the base plate (1); characterized in that: It also includes a waterstop steel plate (12), prestressed tendons (132), and a reinforcing assembly (13); the waterstop steel plate (12) includes an integrally formed first component (121) and a second component (122), the first component (121) being embedded in the base plate (1), and the second component (122) being disposed in the pile hole (4), with a clearance between the second component (122) and the static pressure pile (2); the reinforcing assembly (13) includes several second anchor rods (131), a pressure beam (133), and a pressure block (134); the second anchor rods (131) are embedded in the base plate (1), and the second anchor rods (131) are disposed on both sides of the pile hole (4), the second anchor rods (131) The pressure beam (133) is used to fix the pressure beam (133); the pressure beam (133) is fixed to the surface of the base plate (1), the pressure beam (133) abuts against the base plate (1), and the pressure beam (133) is located at the opening of the pile hole (4); the pressure block (134) is set in the pile hole (4), one end of the pressure block (134) abuts against the static pressure pile (2), and the other end of the pressure block (134) abuts against the pressure beam (133); the prestressing tendon (132) is set in the pile hole (4), and one end of the prestressing tendon (132) is fixedly connected to the static pressure pile (2), and one end of the pressure beam (133) is provided with a fixing hole (1331) for the prestressing tendon (132) to pass through. The prestressing tendon (132) passes through the fixing hole (1331) and is threadedly connected to the fixing nut (14); the prestressing tendon (132) is a helical spring tube, the prestressing tendon (132) includes an integrally formed coil segment (1321) and a straight segment (1322), the coil segment (1321) of the prestressing tendon (132) is fixedly connected to the static pressure pile (2), the pressure beam (133) is provided with a fixing hole (1331) for the straight segment (1322) of the prestressing tendon (132) to pass through, and a gap for concrete flow is provided between adjacent coils of the helical spring tube; it also includes a detection component (23), the detection component (23) is set on the side of the waterstop steel plate (12) away from the static pressure pile (2); the detection The component (23) includes a rigid feed pipe (231), an annular detection pipe (232), a detection element, and an outer pipe (234); the feed pipe (231) is connected to the detection pipe (232), the outer pipe (234) is connected to the detection pipe (232), the detection pipe (232) abuts against the water-stop steel plate (12), the detection pipe (232) abuts against the side wall of the pile hole (4), the detection pipe (232) has several water-permeable holes (2321), and geotextile (25) is provided on the outer periphery of the detection pipe (232); one end of the feed pipe (231) is connected to the detection pipe (232), and the other end of the feed pipe (231) extends to the pile hole (4).The detection element is sequentially inserted through the feed pipe (231) and the detection pipe (232), and contains a reagent for detecting the presence of moisture. A plastic film (24) is also provided around the outer periphery of the detection pipe (232), positioned between the detection pipe (232) and the geotextile (25). A negative pressure device is connected to the outer pipe (234).

2. The anchored static pressure pile foundation reinforcement structure according to claim 1, characterized in that: A first waterproof membrane layer (6) is provided between the side wall of the pile hole (4) and the static pressure pile (2). The first waterproof membrane layer (6) is integrally formed with the second waterproof membrane layer (7) at the bottom of the base plate (1). The first waterproof membrane layer (6) is bonded to the static pressure pile (2). A first waterproof coating layer (9) is provided on the side of the first waterproof membrane layer (6) away from the opening of the pile hole (4). A second waterproof coating layer (10) is provided on the side of the first waterproof membrane layer (6) close to the opening of the pile hole (4).

3. A construction method for a static pressure pile foundation reinforcement structure as described in claim 2, characterized in that: A water-stop steel plate (12) is pre-embedded in the middle of the bottom plate (1), and a pile hole (4) is reserved in the bottom plate (1) for the static pressure pile (2) to pass through. The pile sections (21) of the static pile (2) are pressed into the soil in sequence using the pile driving equipment (5), and the adjacent pile sections (21) are fixedly connected. When constructing the last pile section (21) of the static pressure pile (2), one end of the prestressing tendon (132) is fixedly connected to the static pressure pile (2), and the other end of the prestressing tendon (132) is connected to the pressure beam (133) through the fixing nut (14); When the pressure beam (133) abuts against the bottom plate (1), the pile driving equipment (5) continues to press the static pressure pile (2) downward to tension the prestressed tendon (132). At the bottom of the pile hole (4), the first waterproof coating layer (9), the first waterproof membrane layer (6), and the second waterproof membrane layer (7) are laid in sequence to form the first waterproof structure of the foundation; Concrete was poured into the pile hole (4); Once the concrete in the pile hole (4) reaches the design requirements, remove the fixing nut (14) used to fix the prestressing tendon (132), so that the prestressing tendon (132) shrinks to squeeze the concrete in the pile hole (4).

4. The construction method for the anchored static pressure pile foundation reinforcement structure according to claim 3, characterized in that: When constructing the last pile section (21) of the static pressure pile (2), the fixing component is set between the pile driving equipment (5) and the static pressure pile (2); The pile driving equipment (5) drives the fixed component and the static pile (2) to move towards the bottom plate (1); When the pressure beam (133) abuts against the bottom plate (1), the pressure beam (133) is fixed by the second anchor rod (131). Once the concrete in the pile hole (4) reaches the design requirements, remove the fixing nuts (14) used to fix the prestressing tendons (132).

5. The construction method for the anchored static pressure pile foundation reinforcement structure according to claim 3, characterized in that: Before the last pile section (21) of the static pressure pile (2) is pressed into the soil, the test tube (232) is sleeved on the outer periphery of the static pressure pile (2) and the test tube (232) abuts against the side wall of the pile hole (4); When the concrete in the pile hole (4) reaches the design strength, the outer pipe (234) of the detection component (23) is connected to the negative pressure device, so that the inside of the detection pipe (232) is a negative pressure environment, which causes the plastic film (24) around the permeable hole (2321) to rupture. The test specimen containing the test reagent is sequentially inserted into the feed pipe (231) and the test pipe (232). After a period of time, the staff removes the test specimen to observe the changes in the test specimen in order to determine the waterproof performance of the foundation at the static pressure pile (2). If there is local water seepage in the foundation, the local area should be reconstructed; if there is no local water seepage in the foundation, the waterproof structure of the bottom surface of the base plate (1) should be constructed.

6. The construction method for the anchored static pressure pile foundation reinforcement structure according to claim 3, characterized in that: Static pressure piles (2) are constructed using the skip pile method. After the static pressure piles (2) are completed, the adjacent piles that have not been constructed are skipped. After the concrete in the pile hole (4) reaches the design strength, the static pressure piles (2) in the adjacent pile hole (4) are constructed.

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