A variable diameter tension-compression composite anti-floating anchor rod and its construction method

Abstract

This invention relates to the field of geotechnical anchoring engineering technology, and particularly to a variable-diameter tension-compression composite anti-buoyancy anchor bolt, comprising a water-stop ring, spiral reinforcement, a spherical bearing body, an assembled bracket, an end cap, threaded steel bars, and an isolation sleeve. The threaded steel bars are sequentially connected from top to bottom to the spherical bearing body, the assembled bracket, and the end cap. An isolation sleeve is fitted over the threaded steel bars from the spherical bearing body to the borehole opening. The spherical bearing body includes a ball head, a ball plate, and a ball nut. The ball head is spherical, with its bottom connected to the upper surface of the ball plate, and the bottom of the ball plate connected to the ball nut. The spherical bearing body has through holes penetrating the ball head, ball plate, and ball nut. The spherical bearing body can utilize the arc of the ball head to promptly slide off coarse particles in the borehole or debris falling from the borehole opening, eliminating the debris accumulation phenomenon on traditional plate-type bearing bodies. This prevents the grouting at the spherical bearing body from being affected by compressive bearing capacity, thereby ensuring high-quality coordinated bearing of the pressure-bearing anchor section and the tension-bearing anchor section.

Description

Technical Field

[0001] This invention relates to the field of geotechnical anchoring engineering technology, and in particular to a variable diameter tension-compression composite anti-buoyancy anchor and its construction method. Background Technology

[0002] Composite tension-compression anti-buoyancy anchors have advantages such as high pull-out bearing capacity, good stress performance, and significant cost savings, leading to their rapid adoption in anti-buoyancy engineering. A typical technical feature of composite tension-compression anti-buoyancy anchors is the installation of a bearing body at an appropriate location on the anchor body. The section of the anchor body from the bearing body to the borehole opening is reinforced with an isolation sleeve to form a pressure-bearing anchorage section, while the section from the bearing body to the bottom of the borehole is bonded to the grout to form a tension anchorage section. The pressure-bearing and tension anchorage sections work together to resist external loads. However, in engineering practice, it has been found that because anti-buoyancy anchors are vertical and often use wet drilling methods (such as mud slurry wall protection) due to groundwater influence, suspended soil particles, especially coarse particles, in the mud slurry tend to settle under their own weight after the anchor body is lowered. This can form sediment at the bearing body of the composite tension-compression anti-buoyancy anchor, resulting in a highly compressible soil-cement slurry composite at the bearing body, making it difficult for the pressure anchorage section to share the load and thus unable to work together to bear the load. On the other hand, if the mud clumps and slag piles formed at the borehole opening during construction are not removed in time, they may fall into the borehole due to human factors during subsequent construction, especially during grouting, causing blockage at the bearing body and directly affecting the pull-out bearing capacity of the pressure anchor section.

[0003] Therefore, preventing or even eliminating the problem of soil clogging at the bearing body of composite tension-compression anti-buoyancy anchors is crucial to further ensuring their pull-out bearing capacity. The traditional approach is that to guarantee the compressive bearing capacity of the grouting body in the pressure-bearing anchor section at the bearing body, the pressure-bearing area of ​​the bearing body must be guaranteed; however, increasing the bearing body area leads to the risk of sediment clogging. Therefore, ensuring the pressure-bearing capacity of the pressure-bearing anchor section and preventing the risk of soil accumulation at the bearing body has long been a difficult and contradictory problem.

[0004] Based on long-term technological exploration, this invention was created to solve the aforementioned technical problems. Summary of the Invention

[0005] To address the shortcomings of the existing technology, this invention provides a variable diameter tension-compression composite anti-buoyancy anchor bolt, comprising a water-stop ring, a spiral reinforcement, a spherical bearing body, an assembled bracket, an end cap, threaded steel bars, and an isolation sleeve. The water-stop ring is installed at the borehole opening. The threaded steel bars are sequentially connected from top to bottom to the spherical bearing body, the assembled bracket, and the end cap, with the bottom of the threaded steel bars fixedly installed inside the end cap. An isolation sleeve is provided over the threaded steel bars from the spherical bearing body to the borehole opening, and the grouting length section corresponding to the isolation sleeve forms a pressure-bearing anchoring section. The threaded steel bars from the spherical bearing body to the bottom of the borehole are bonded to the grouting body, and the corresponding grouting length section forms a tension anchoring section.

[0006] The spherical support body includes a ball head, a ball plate, and a ball nut. The ball head is spherical, and the bottom of the ball head is connected to the upper surface of the ball plate. The bottom of the ball plate is connected to the ball nut. The spherical support body is provided with through holes that pass through the ball head, the ball plate, and the ball nut.

[0007] Furthermore, the cross-sections of the ball plate and the ball nut are circular, with the cross-section of the ball plate being larger than that of the ball nut. The upper surface of the ball plate has the same area as the bottom area of ​​the ball head, and the area of ​​the upper surface of the ball plate can be slightly larger than the bottom area of ​​the ball head.

[0008] Furthermore, the reinforcing bar hole includes a first reinforcing bar hole and a second reinforcing bar hole, with the first reinforcing bar hole located above the second reinforcing bar hole, and the diameter of the first reinforcing bar hole being greater than or equal to that of the second reinforcing bar hole.

[0009] Furthermore, the central axes of the first and second reinforcing bar holes are coaxial.

[0010] Furthermore, the first through hole is integrally formed through the upper part of the ball head, ball plate, and ball nut, while the second through hole is located at the lower part of the ball nut.

[0011] Furthermore, the inner wall of the first through hole is provided with a first thread.

[0012] Furthermore, a second thread is provided on the inner wall of the second through hole.

[0013] Furthermore, the threaded steel bar includes a first threaded steel bar and a second threaded steel bar. The first threaded steel bar is connected to a first through hole, and the second threaded steel bar is connected to a second through hole. The diameter of the first threaded steel bar is greater than or equal to the diameter of the second threaded steel bar.

[0014] Furthermore, a spiral rib is fitted on the outside of the spherical support body, with both ends of the spiral rib extending out of the spherical support body by a predetermined length.

[0015] The present invention also provides a construction method for a variable diameter tension-compression composite anti-buoyancy anchor bolt, wherein the variable diameter tension-compression composite anti-buoyancy anchor bolt contains a spherical bearing body, and includes the following steps:

[0016] (1) Tighten and install the first threaded steel bar on the first through hole of the spherical bearing, insert the spiral bar at the spherical bearing, tighten and install the second threaded steel bar on the second through hole of the spherical bearing, and install the isolation sleeve from the spherical bearing of the first threaded steel bar to the borehole opening.

[0017] (2) Fix the prefabricated bracket on the second threaded steel bar at a preset interval, install the end cap at the bottom of the second threaded steel bar, clamp the first grouting pipe and the second grouting pipe on the pipe groove of the prefabricated bracket and extend into the end cap, adjust the position of the spiral reinforcement, and tie the first grouting pipe and the second grouting pipe to the first threaded steel bar, the spiral reinforcement and the prefabricated bracket respectively.

[0018] (3) After drilling to the preset elevation at the preset position, hoist and lower the processed anchor rod body, and install and fix the water stop ring at the borehole opening;

[0019] (4) Cement grout is continuously injected into the borehole through the first grouting pipe until the grout overflows from the borehole opening. After the preset interval time is reached, grout is injected into the borehole through the second grouting pipe. Grouting is stopped after the preset requirements are met.

[0020] Based on the above, compared with the prior art, the variable diameter tension-compression composite anti-buoyancy anchor provided by the present invention has the following advantages:

[0021] (1) The spherical bearing structure significantly improves the slag removal effect. Using a spherical bearing structure with a circular cross-section, and utilizing the spherical pressure theory, the top of the spherical bearing structure adopts a spherical head. On the one hand, this reduces the bearing area, which can significantly reduce the risk of slag accumulation on the bearing structure; on the other hand, the spherical head has a certain arch height, and the smooth spherical surface can promptly slide off the slag that settles on it, eliminating the problem of slag blockage. Moreover, the arch height of the spherical head can be adjusted according to the clay composition and content of different strata, so that the spherical head can achieve the optimal slag removal effect.

[0022] (2) The compressive bearing capacity of the grout at the spherical bearing body is greatly improved. Since the spherical bearing body has a certain splitting effect on the grout, the spiral reinforcement is added to the outside of the spherical bearing body. Through the strong restraint effect of the spiral reinforcement, the local compressive bearing capacity of the grout at the spherical bearing body can be greatly improved, thereby ensuring the coordinated bearing capacity of the pressure anchorage and tension anchorage sections.

[0023] (3) Significantly reduces project costs. Since the tension-compression composite anchor rod relies on the combined bearing capacity of the pressure-bearing anchor section and the tension-bearing anchor section, the load-bearing ratio of the tension-bearing anchor section can be approximated by the ratio of the tension-bearing anchor section length to the total anchor section length, according to calculation theory. Therefore, the load borne by the tension-bearing anchor section is significantly lower than the total load on the tension-compression composite anti-buoyancy anchor rod. The spherical bearing body of this invention employs a first and a second through-hole, enabling variable diameter reinforcement in the rod body. Specifically, large-diameter reinforcement is used in the pressure-bearing anchor section to ensure the overall tensile bearing capacity of the rod body, and this large-diameter reinforcement is connected in the first through-hole of the spherical bearing body; small-diameter reinforcement is used in the tension-bearing anchor section to meet the load-bearing capacity of the tension-bearing anchor section, and this small-diameter reinforcement is connected in the second through-hole of the spherical bearing body. By using variable-diameter thin reinforcement in the tension-bearing anchor section, both the bearing capacity requirements are met, and significant amounts of reinforcement material are saved, thus significantly reducing project costs.

[0024] (4) Significantly improves construction efficiency. Conventional tension-compression composite anti-buoyancy anchors use integral steel bars of equal diameter. The load-bearing body needs to be screwed from the head or tail to the design position, with a screwing length of 3-7 meters, which takes workers a certain amount of time. However, the present invention uses steel bars of varying diameters at both ends of the spherical load-bearing body. The large-diameter steel bars and the small-diameter steel bars can be directly and quickly installed in the first and second through holes of the spherical load-bearing body, respectively, which greatly improves construction efficiency.

[0025] Other features and beneficial effects of the invention will be set forth in the following description, and will be apparent in part from the description, or may be learned by practicing the invention. The objects and other beneficial effects of the invention can be realized and obtained by means of the structures particularly pointed out in the description, claims and drawings. Attached Figure Description

[0026] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort. Unless otherwise specified, the positional relationships shown in the drawings in the following description are based on the direction in which the components are drawn in the figure.

[0027] Figure 1 This is a cross-sectional view of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0028] Figure 2 For the present invention Figure 1 Section 1-1;

[0029] Figure 3 For the present invention Figure 1Section 2-2;

[0030] Figure 4 For the present invention Figure 1 Section 3-3;

[0031] Figure 5 For the present invention Figure 1 Section 4-4;

[0032] Figure 6 For the present invention Figure 1 Section 5-5;

[0033] Figure 7 This is a perspective view of the spherical bearing body of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0034] Figure 8 This is a cross-sectional view of the spherical bearing body of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0035] Figure 9 For the present invention Figure 8 Section 6-6;

[0036] Figure 10 For the present invention Figure 8 Section 7-7;

[0037] Figure 11 For the present invention Figure 8 Section 8-8;

[0038] Figure 12 For the present invention Figure 8 Section 9-9;

[0039] Figure 13 This is a side view of the spherical bearing of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0040] Figure 14 This is a top view of the spherical bearing of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0041] Figure 15 This is a bottom view of the spherical bearing body of the variable diameter tension-compression composite anti-buoyancy anchor provided in Embodiment 1 of the present invention;

[0042] Figure 16 This is a schematic diagram of the anchoring device provided in Embodiment 1 of the present invention;

[0043] Figure 17 This is a front view of the equal-diameter water-stop ring with the same diameter as the upper and lower ring pipes provided in Embodiment 1 of the present invention.

[0044] Figure 18This is a top view of the water-stop ring provided in Embodiment 1 of the present invention;

[0045] Figure 19 This is a front structural diagram of a variable diameter waterstop ring with an upper ring pipe diameter smaller than the lower ring pipe diameter provided in Embodiment 1 of the present invention.

[0046] Figure 20 This is a front structural diagram of the sleeve-type water-stop ring without the sleeve pipe installed according to Embodiment 1 of the present invention;

[0047] Figure 21 A front view of the sleeve-type water-stop ring provided in Embodiment 1 of the present invention.

[0048] Figure 22 The right view of the sleeve-type waterstop ring installed in Embodiment 1 of the present invention;

[0049] Figure 23 This is a front view of the sleeve-type waterstop ring installed in Embodiment 1 of the present invention.

[0050] Figure 24 This is a cross-sectional view of the end cap provided in Embodiment 1 of the present invention;

[0051] Figure 25 for Figure 20 AA cross-section view;

[0052] Figure 26 for Figure 20 BB cross-section;

[0053] Figure 27 for Figure 20 CC cross-section;

[0054] Figure 28 This is a top view of the assembled bracket provided in Embodiment 1 of the present invention;

[0055] Figure 29 This is a bottom view of the assembled bracket provided in Embodiment 1 of the present invention;

[0056] Figure 30 This is a top view of the first support member provided in Embodiment 1 of the present invention;

[0057] Figure 31 This is a front view of the assembled bracket provided in Embodiment 1 of the present invention;

[0058] Figure 32 This is a rear view of the assembled bracket provided in Embodiment 1 of the present invention.

[0059] Figure label:

[0060] Detailed Implementation

[0061] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. The technical features designed in the different embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0062] In the description of this invention, it should be noted that all terms used in this invention (including technical and scientific terms) have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains, and should not be construed as limiting the invention; it should be further understood that the terms used in this invention should be understood to have the same meaning as those in the context of this specification and in the relevant field, and should not be understood in an idealized or overly formal sense, except as expressly defined in this invention.

[0063] Example 1

[0064] This invention provides a variable diameter tension-compression composite anti-buoyancy anchor bolt, such as... Figures 1 to 5 As shown, the structure includes a water-stop ring 240, a spiral reinforcement 113, a spherical bearing 500, an assembled bracket 260, an end cap 250, a threaded steel bar 110, and an isolation sleeve 111. The water-stop ring 240 is installed at the borehole opening 104. The threaded steel bar 110 is connected to the spherical bearing 500, the assembled bracket 260, and the end cap 250 in sequence from top to bottom. The bottom of the threaded steel bar 110 is fixedly installed inside the end cap 250. The threaded steel bar 110 from the spherical bearing 500 to the borehole opening end of the borehole 104 is covered with an isolation sleeve 111. The length of the grouting body 105 corresponding to the isolation sleeve 111 forms a pressure-bearing anchoring section 108. The threaded steel bar 110 from the spherical bearing 500 to the bottom of the borehole 104 is bonded to the grouting body 105, and the length of the grouting body 105 corresponding to the grouting body 105 forms a tension anchoring section 109.

[0065] like Figure 7 and Figure 8 As shown, the spherical support body 500 includes a ball head 510, a ball plate 511, and a ball nut 512. The ball head 510 is hemispherical, and the bottom of the ball head 510 is connected to the upper surface of the ball plate 511. The bottom of the ball plate 511 is connected to the ball nut 512. The spherical support body 500 is provided with a through hole that passes through the ball head 510, the ball plate 511, and the ball nut 512.

[0066] Preferably, the cross-sections of the ball plate 511 and the ball nut 512 are circular, with the cross-section of the ball plate 511 being larger than that of the ball nut 512. The shape of the ball head is preferably hemispherical, but it can also be a sphere with a certain arch height. When the ball head is hemispherical, the area of ​​the upper surface of the ball plate 511 is equal to or slightly larger than the area of ​​the bottom of the ball head 510.

[0067] Specifically, the upper surface of the ball plate 511 is connected to the lower bottom of the ball head 510, and both have the same area and perfectly fit each other. The ball nut 512 is installed at the bottom of the ball plate 511. The cross-section of the ball nut 512 is circular and smaller than the cross-section of the ball plate 511. The center lines of the ball head 510, ball plate 511, and ball nut 512 are coaxial. When the slag falls, on the one hand, the ball head 510 of the spherical bearing body 500 is hemispherical, with a small upper bearing area, making it difficult for the slag to accumulate. On the other hand, the arch height of the upper part of the hemisphere causes the slag to slide down along the arc of the hemisphere. The through-hole is set through the ball head 510, ball plate 511, and ball nut 512, and passes through the threaded steel bar 110, allowing the spherical bearing body 500 to be installed on the threaded steel bar 110.

[0068] In one embodiment, such as Figures 8 to 12 As shown, the through hole includes a first through hole 513 and a second through hole 514. The first through hole 513 is located above the second through hole 514, and the diameter of the first through hole 513 is greater than or equal to that of the second through hole 514. The first through hole 513 integrally penetrates the upper part of the ball head 510, the ball plate 511, and the ball nut 512, while the second through hole 514 is located below the ball nut 512.

[0069] Specifically, the central axes of the first through hole 513 and the second through hole 514 are coaxial. The first through hole 513 is located above the second through hole 514, and it penetrates the upper parts of the ball head 510, the ball plate 511, and the ball nut 512. The second through hole 514 penetrates the lower part of the ball nut 512. Figure 14 and Figure 15 As shown, the diameter of the first through hole 513 is greater than or equal to the diameter of the second through hole 514.

[0070] In order to match the through holes of different diameters, the threaded steel bar 110 of the present invention includes a first threaded steel bar 110a and a second threaded steel bar 110b. The first threaded steel bar 110a is connected to the first through hole 513, and the second threaded steel bar 110b is connected to the second through hole 514. The diameter of the first threaded steel bar 110a is greater than or equal to the diameter of the second threaded steel bar 110b.

[0071] Preferably, the inner wall of the first through hole 513 is provided with a first thread 515, and the inner wall of the second through hole 514 is provided with a second thread 516. The first thread 515 is threadedly connected to the external thread of the first reinforcing bar, and the second thread 516 is threadedly connected to the external thread of the second reinforcing bar.

[0072] Preferably, the tension-compression composite anchor bolt relies on the joint bearing of the pressure-bearing anchor section 108 and the tension-bearing anchor section 109. The load-sharing ratio of the tension-bearing anchor section 109 can be approximated by the ratio of its length to the total anchor length, according to calculation theory. Therefore, the load shared by the tension-bearing anchor section 109 is significantly lower than the total load on the tension-compression composite anti-buoyancy anchor bolt. The spherical bearing body 500 of this invention employs a first through-hole 513 and a second through-hole 514, enabling variable diameter reinforcement in the bolt body. Specifically, a large-diameter reinforcement is used in the pressure-bearing anchor section 108 to ensure the overall tensile bearing capacity of the bolt body, and this large-diameter reinforcement is connected within the first through-hole 513 of the spherical bearing body 500; while a small-diameter reinforcement is used in the tension-bearing anchor section 109 to meet its load-sharing requirement, and this small-diameter reinforcement is connected within the second through-hole 514 of the spherical bearing body 500. By using thin steel bars of varying diameter in the tension anchorage section 109, the bearing capacity requirements are met while significantly saving steel bar consumption, thereby significantly reducing project costs.

[0073] Furthermore, by using the first through-hole 513, the second through-hole 514, and the first threaded steel bar 110a and the second threaded steel bar 110b in this invention, the installation time of the threaded steel bar 110 is reduced, significantly improving construction efficiency. Conventional tension-compression composite anti-buoyancy anchor rods use integral steel bars of equal diameter, and the bearing body needs to be screwed from the head or tail to the design position, with a screwing length generally 3-7 meters, which takes workers a certain amount of time. However, the solution of this invention uses steel bars of varying diameters at both ends of the spherical bearing body 500. The large-diameter steel bars and the small-diameter steel bars can be directly and quickly installed in the first through-hole 513 and the second through-hole 514 of the spherical bearing body 500, respectively, greatly improving construction efficiency.

[0074] In one embodiment, a spiral rib 113 is sleeved on the outer side of the spherical support 500, with both ends of the spiral rib 113 extending out of the spherical support 500 by a predetermined length. Specifically, the predetermined length is 150nm~500nm.

[0075] Preferably, the spherical bearing 500 has a certain splitting effect on the grouting body 105. The spiral reinforcement 113 is combined with the outside of the spherical bearing 500. Through the strong restraint effect of the spiral reinforcement 113, the local compressive bearing capacity of the grouting body 105 at the spherical bearing 500 can be greatly improved, thereby ensuring the coordinated bearing capacity of the compressive anchorage and the tensile anchorage section 109, and thus greatly improving the compressive bearing capacity of the grouting body 105 at the spherical bearing 500.

[0076] In one embodiment, such as Figure 16As shown, the anchoring device 200 includes a first nut 201 and a first steel pad 202. The first steel pad 202 is vertically connected to the first nut 201. The first steel pad 202 and the first nut 201 have a communicating first through hole 203. The inner wall of the first through hole 203 forms an internal thread 225, which is threaded to be adapted to the external thread of the threaded steel bar 110.

[0077] In one embodiment, the pre-tightening device 210 includes a second nut 211 and a second steel pad 212. The second steel pad 212 is perpendicularly connected to the second nut 211. The second steel pad 212 and the second nut 211 have a communicating second through hole 213. The inner wall of the second through hole 213 forms an internal thread 225, which is threaded to be adapted to the external thread of the threaded steel bar 110.

[0078] In one embodiment, the water-stop ring 240 includes an upper ring pipe 241, a lower ring pipe 242, and a ring plate 243. The upper ring pipe 241 is located above the ring plate 243, and the lower ring pipe 242 is located below the ring plate 243. The ring plate 243 has a ring plate hole 243a. The upper ring pipe 241 and the lower ring pipe 242 are hollow to form an upper ring hole 241a and a lower ring hole 242a. The normal axes of the upper ring hole 241a, the ring plate hole 243a, and the lower ring hole 242a coincide.

[0079] Specifically, when the normal axes coincide, the plane of the ring plate 243 is perpendicular to the upper ring pipe 241 and the lower ring pipe 242. The water-stop ring 240 is embedded between the base plate 100 and the borehole 104, and a cushion layer 103 is also provided between the base plate 100 and the borehole 104. The ring plate 243 abuts against the cushion layer 103. The anchor rod 110 passes through the upper ring hole 241a, the ring plate hole 243a, and the lower ring hole 242a and is placed inside the borehole 104. The sidewalls of the upper ring pipe 241 and the lower ring pipe 242 effectively prevent groundwater from seeping between the base plate 100 and the cushion layer 103, and between the cushion layer 103 and the soil layer of the borehole 104, thus avoiding corrosion of the reinforcing steel.

[0080] Better, such as Figures 17 to 21 As shown, the diameter of the upper annular hole 241a is the same as the diameter of the annular plate hole 243a and the lower annular hole 242a, or the diameter of the upper annular hole 241a is smaller than the diameter of the annular plate hole 243a and the lower annular hole 242a.

[0081] In one embodiment, the water-stop ring 240 is further provided with a collar tube 244, which is installed outside the upper ring tube 241, such as... Figure 22 As shown, the upper ring pipe 241 is symmetrically provided with suspension rod mounting grooves 245, such as... Figure 23 As shown, the collar tube 244 has symmetrically opened lifting rod cover holes 246, and the lifting rod cover holes 246 are arranged opposite to the lifting rod placement groove 245.

[0082] In practice, the required diameter of the anchor bars 110 varies considerably, and different geological environments require different diameters of the anchor bars 110. Therefore, a hanging bar placement groove 245 is opened in the upper ring pipe 241. The hanging bar placement groove 245 abuts against the ring plate 243. The width of the hanging bar placement groove 245 can match the requirements of different anchor bar diameters 110, so that the horizontal hanging bars 247 can be stably installed and pressed against the ring plate 243. Preferably, the shape of the hanging bar placement groove 245 is rectangular, as the rectangular shape is more conducive to the placement of the anchor bars 110.

[0083] In one embodiment, such as Figure 22 , Figure 23 As shown, the sleeve 244 is fitted over the upper sleeve 241 and is detachably connected to the waterstop ring 240. The sleeve 244 includes mutually perpendicular horizontal plates 244a and vertical plates 244b. The lifting bar cover hole 246 is opened at the bottom of the vertical plate 244b. The opening of the lifting bar cover hole 246 can perfectly match the cross-section of the horizontal lifting bar 247. The distance between the lifting bar cover holes 246 can be determined according to the diameter of the anchor bar 110. The lifting bar placement groove 245 of the upper sleeve 241 cooperates with the lifting bar cover hole 246 of the sleeve 244, which can meet the installation requirements of different types of reinforcing bars. Furthermore, it eliminates the need for additional molds for the upper sleeve 241; only the sleeve 244 needs to be produced according to different requirements, greatly reducing costs.

[0084] Preferably, such as Figure 21 As shown, the shape of the lifting bar cover hole 246 is either channel-shaped or semi-circular. Specifically, the cross-section of the anchor bar 110 is generally circular, and setting the lifting bar cover hole 246 to be channel-shaped or semi-circular can better accommodate the anchor bar 110.

[0085] In one embodiment, such as Figures 24 to 27 As shown, the end cap 250 includes an end cap ball head 253, a threaded groove 251, flexible blades 254, and stiffening ribs 252. The end cap ball head 253 is a hollow hemisphere. Two flexible blades 254 are connected to the upper part of the end cap ball head 253. The horizontal cross-sectional diameter of the flexible blades 254 gradually increases upward. The cross-section of the end cap ball head 253 and the flexible blades 254 after connection is "U". The threaded groove 251 is located at the inner center of the end cap ball head 253. A stiffening rib 252 is provided between the end cap ball head 253 and the threaded groove 251. The stiffening ribs 252 are symmetrically arranged around the threaded groove 251 at preset angles.

[0086] In one embodiment, such as Figures 28 to 32As shown, the assembled bracket 260 includes a first bracket 260a, a second bracket 260b, and a connector 267. The first bracket 260a and the second bracket 260b are symmetrical in shape, and the connector 267 symmetrically and detachably connects the first bracket 260a and the second bracket 260b. Both the first bracket 260a and the second bracket 260b include an end face 261 and a rib arc surface 265. The rib arc surface 265 is perpendicularly connected to the bottom of the end face 261. The rib arc surface 265 of the first bracket 260a and the rib arc surface 265 of the second bracket 260b are spliced ​​to form a rib groove, which is located at the center of the spliced ​​end faces 261 of the first bracket 260a and the second bracket 260b.

[0087] In specific implementation, a semi-circular ribbed surface 265 of a certain length is provided at the bottom of the end face 261. The ribbed surface 265 of the first support member 260a and the ribbed surface 265 of the second support member 260b are spliced ​​to form a rib groove for placing the threaded steel bar 110, which is set at the center of the end face 261. The split first support member 260a and the second support member 260b are symmetrical in shape. When it is necessary to install the assembled support 260, the first support member 260a and the second support member 260b are directly spliced ​​at the designed position of the assembled support 260 of the threaded steel bar 110. The ribbed surface 265 is fastened to the threaded steel bar 110. The first support member 260a and the second support member 260b are symmetrically and detachably connected by the connector 267, which greatly simplifies the construction intensity and avoids damage to the anti-corrosion coating of the threaded steel bar 110.

[0088] Preferably, the shape of the end faces 261 of the first support member 260a and the second support member 260b after splicing is elliptical. Specifically, the elliptical shape of the end faces 261 of the first support member 260a and the second support member 260b after splicing reduces the cross-sectional area of ​​the assembled support 260 inside the drill hole 104, increases the area of ​​the gap between the end face 261 and the drill hole 104, and avoids an excessively large cross-section from obstructing the grouting body 105.

[0089] In one embodiment, the prefabricated bracket 260 is further provided with two pipe grooves 266. The pipe grooves 266 are semi-circular notches and are symmetrically arranged along the major axis of the elliptical end face 261 after the first bracket 260a and the second bracket 260b are joined. Specifically, in actual construction, the pipe grooves 266 allow the grouting pipes to pass through. The number of grouting pipes is generally two, so the two pipe grooves 266 can meet most construction needs. The number of pipe grooves 266 can also be designed according to specific circumstances and is not limited to two. The semi-circular notch shape of the pipe grooves 266 can be well adapted to the shape of the grouting pipes. When the grouting pipes are installed, the pipe grooves 266 engage with the grouting pipes, ensuring the overall installation direction of the grouting pipes and guaranteeing the accuracy of the grouting pipe installation position.

[0090] In one embodiment, the inside of the rib groove 264 is provided with a rib groove that matches the threaded steel bar 110. Specifically, the rib groove 264 of the assembled bracket 260 has a rib groove inside, which is adapted to the rib of the threaded steel bar 110. The adaptation of the rib groove inside the rib groove 264 to the rib of the threaded steel bar 110 ensures the firmness of the assembled bracket 260 installed on the threaded steel bar 110.

[0091] In one embodiment, such as Figure 31 and Figure 32 As shown, the first support member 260a and the second support member 260b each include two locking surfaces 262, which are respectively connected to the two sides of the rib arc surface 265. The top of the locking surface 262 is connected to the bottom of the end face 261. At least one locking hole 263 is provided on the locking surface 262. The locking holes 263 of the first support member 260a and the second support member 260b are positioned opposite each other. The connecting member 267 passes through the locking holes 263 of the first support member 260a and the second support member 260b to symmetrically and detachably connect the first support member 260a and the second support member 260b.

[0092] In one embodiment, the connector 267 includes a screw rod 267a and a nut 267b.

[0093] In specific implementation, the first support member 260a and the second support member 260b are installed on the threaded steel bar 110 from both sides, so that the rib grooves on the inner walls of the rib grooves 264 of the first support member 260a and the second support member 260b match the ribs on the outer walls of the threaded steel bar 110. At the same time, the locking holes 263 of the first support member 260a and the second support member 260b are aligned. The locking holes 263 of the first support member 260a and the second support member 260b are connected by a screw rod 267a. The first support member 260a and the second support member 260b are then tightened with a nut 267b to form a complete assembled support 260. This splicing installation from both sides of the threaded steel bar 110 achieves efficient installation of the assembled support 260, while avoiding damage to the anti-corrosion coating on the surface of the threaded steel bar 110.

[0094] Example 2

[0095] This invention also provides a construction method for a variable diameter tension-compression composite anti-buoyancy anchor, such as... Figure 1 As shown, it includes the following steps:

[0096] (1) A first threaded steel bar 110a is screwed into the first through hole 513 of the spherical support body 500, a spiral bar 113 is inserted into the spherical support body 500, a second threaded steel bar 110b is screwed into the second through hole 514 of the spherical support body 500, and an isolation sleeve 111 is installed from the spherical support body 500 to the opening of the drill hole 104 of the first threaded steel bar 110a.

[0097] Specifically, the length of the isolation sleeve 111 from the bearing body to the borehole 104 is the pressure-bearing anchorage section 108. The bottom end of the first threaded steel bar 110a is screwed into the first through-hole 513. After being installed in the preset position, the first threaded steel bar 110a is stuck at the bottom of the first through-hole 513; the bottom of the second threaded steel bar 110b is screwed into the second through-hole 514, and the second threaded steel bar 110b abuts against the top of the second through-hole 514; the installation of the threaded steel bar 110 can be completed by simply screwing the first threaded steel bar 110a and the second threaded steel bar 110b into the lengths of the first through-hole 513 and the second through-hole 514 respectively, which greatly improves the installation efficiency of the threaded steel bar 110. At the same time, the threaded steel bar is sleeved on the outside of the spherical bearing body 500. After grouting, the strong restraining effect of the spiral steel bar 113 can greatly improve the local pressure bearing capacity of the grouting body 105 at the spherical bearing body 500, thereby ensuring the coordinated bearing capacity of the pressure-bearing anchorage and the tension anchorage section 109.

[0098] (2) Fix the prefabricated bracket 260 on the second threaded steel bar 110b at a preset interval, install the end cap 250 at the bottom of the second threaded steel bar 110b, and snap the first grouting pipe 106 and the second grouting pipe 107 into the pipe groove 266 of the prefabricated bracket 260 and extend them into the end cap 250. Adjust the position of the spiral reinforcement 113 and tie the first grouting pipe 106 and the second grouting pipe 107 onto the first threaded steel bar 110a, the spiral reinforcement 113, and the prefabricated bracket 260 respectively.

[0099] Specifically, an assembled bracket 260 is installed below the spherical support body 500, and an end cap 250 is installed at the bottom of the second threaded steel bar 110b; then the first grouting pipe 106 and the second grouting pipe 107 are respectively passed through the spiral reinforcement 113, snapped onto the pipe groove 266 of the assembled bracket 260, and extended into the end cap 250.

[0100] (3) After drilling hole 104 to the preset elevation at the preset position, hoist and lower the processed anchor rod body, install and fix the water stop ring 240 at the hole opening of hole 104;

[0101] Specifically, a hole 104 is drilled at a preset position. After the hole 104 is drilled to a preset elevation, the assembled anchor rod is inserted into the hole 104 to a preset depth. A water-stop ring 240 is then fitted into the hole opening, so that the ring plate of the water-stop ring 240 rests on the pad layer 103.

[0102] Preferably, a steel pipe can be inserted from the top of the threaded steel bar 110. After the steel pipe passes through the upper and lower ring holes of the waterstop ring 240, it abuts against the prefabricated bracket 260 and protrudes from the upper ring pipe of the waterstop ring 240.

[0103] (4) Cement grout is continuously injected into the borehole 104 through the first grouting pipe 106 until the grout overflows from the borehole opening. After the preset interval time is reached, grout is injected into the borehole 104 through the second grouting pipe 107. Grouting is stopped after the preset requirements are met.

[0104] Specifically, grout is injected into the borehole 104 through the first grouting pipe 106. Grouting is stopped after grout continuously returns from the borehole opening. After the preset time interval is reached after the first grouting is completed, a second grouting is performed through the second grouting pipe 107.

[0105] Subsequently, prestressing tensioning and base slab 100 construction are carried out. After the grouting body 105 reaches the preset strength, a reaction frame is installed on the cushion layer 103. The threaded steel bars 110 are tensioned using a through-hole jack to achieve the preset tension. A waterproof membrane 102 is laid on the cushion layer 103 to form a waterproof layer, and the waterproof membrane 102 overlaps the ring plate of the water-stop ring 240. Then, a protective layer 101 is poured on the waterproof membrane 102, followed by the installation of the anchoring device 200 and the construction of the base slab 100. The anchoring device 200 can increase the anchoring force of the threaded steel bars 110 in the base slab 100.

[0106] Furthermore, those skilled in the art should understand that although many problems exist in the prior art, each embodiment or technical solution of the present invention can be improved in only one or a few aspects, without necessarily solving all the technical problems listed in the prior art or the background art simultaneously. Those skilled in the art should understand that any content not mentioned in a claim should not be construed as a limitation on that claim.

[0107] Although this document frequently uses terms such as base plate, protective layer, waterproof membrane, bedding layer, borehole, grouting body, first grouting pipe, second grouting pipe, pressure-bearing anchorage section, tension-bearing anchorage section, threaded steel bar, isolation sleeve, steel pipe, spiral reinforcement, anchoring device, second pre-tightening device, spherical bearing body, bearing plate, bearing cap, through-reinforcement hole, convex surface, combined bearing body, first spherical bearing body, second spherical bearing body, waterstop ring, end cap, and assembled bracket, the possibility of using other terms is not excluded. The use of these terms is merely for the convenience of describing and explaining the essence of the invention; interpreting them as any additional limitation would contradict the spirit of the invention. The terms "first," "second," etc. (if present) in the specification, claims, and accompanying drawings of the embodiments of the invention are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence.

[0108] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A variable diameter tension-compression composite anti-buoyancy anchor bolt, characterized in that: The system includes a water-stop ring, spiral reinforcement, spherical bearing body, prefabricated bracket, end cap, threaded steel bar, and isolation sleeve. The water-stop ring is installed at the borehole opening. The threaded steel bar is connected sequentially from top to bottom to the spherical bearing body, the prefabricated bracket, and the end cap, with the bottom of the threaded steel bar fixedly installed inside the end cap. The isolation sleeve is fitted over the threaded steel bar from the spherical bearing body to the borehole opening, and the corresponding grout length section of the isolation sleeve forms a pressure-bearing anchoring section. The threaded steel bar from the spherical bearing body to the bottom of the borehole is bonded to the grout, and the corresponding grout length section forms a tension anchoring section. The spherical support body includes a ball head, a ball plate, and a ball nut. The ball head is spherical, and its bottom is connected to the upper surface of the ball plate. The bottom of the ball plate is connected to the ball nut. The spherical support body is provided with a through hole that penetrates the ball head, the ball plate, and the ball nut. The ball plate and the ball nut have circular cross-sections, with the cross-section of the ball plate being larger than that of the ball nut. The through hole includes a first through hole and a second through hole. The first through hole is located above the second through hole, and the diameter of the first through hole is greater than or equal to that of the second through hole. A spiral rib is sleeved on the outer side of the spherical support body, with both ends of the spiral rib extending beyond a predetermined length of the spherical support body. The threaded steel bar includes a first threaded steel bar and a second threaded steel bar. The first threaded steel bar is connected to the first through hole, and the second threaded steel bar is connected to the second through hole. The diameter of the first threaded steel bar is greater than or equal to the diameter of the second threaded steel bar.

2. The variable diameter tension-compression composite anti-buoyancy anchor bolt according to claim 1, characterized in that: The central axes of the first and second reinforcing bar holes are coaxial.

3. The variable diameter tension-compression composite anti-buoyancy anchor bolt according to claim 1, characterized in that: The first through hole is integrally formed through the upper part of the ball head, the ball plate, and the ball nut, and the second through hole is located at the lower part of the ball nut.

4. The variable diameter tension-compression composite anti-buoyancy anchor bolt according to claim 1, characterized in that: The inner wall of the first through hole is provided with a first thread.

5. The variable diameter tension-compression composite anti-buoyancy anchor bolt according to claim 1, characterized in that: The inner wall of the second through hole is provided with a second thread.

6. A construction method for a variable diameter tension-compression composite anti-buoyancy anchor, characterized in that, The variable diameter tension-compression composite anti-buoyancy anchor bolt as described in any one of claims 1-5 includes the following steps: (1) A first threaded steel bar is screwed and installed on the first through hole of the spherical bearing, a spiral bar is inserted into the spherical bearing, a second threaded steel bar is screwed and installed on the second through hole of the spherical bearing, and an isolation sleeve is installed from the spherical bearing to the borehole opening of the first threaded steel bar. (2) Fix the prefabricated bracket on the second threaded steel bar at a preset interval, install the end cap at the bottom of the second threaded steel bar, snap the first grouting pipe and the second grouting pipe into the pipe groove of the prefabricated bracket and extend into the end cap, adjust the position of the spiral reinforcement, and tie and fix the first grouting pipe and the second grouting pipe to the first threaded steel bar, the spiral reinforcement and the prefabricated bracket respectively. (3) After drilling to the preset elevation at the preset position, hoist and lower the processed anchor rod body, and install and fix the water stop ring at the borehole opening; (4) Cement grout is continuously injected into the borehole through the first grouting pipe until the grout overflows from the borehole opening. After a preset interval time is reached, grout is injected into the borehole through the second grouting pipe. Grouting is stopped after the preset requirements are met.

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