Cast-in-place pre-stressed anchor bearing structure and construction method thereof

Abstract

The invention provides a cast-in-place pre-stressed anchor bed structure and a construction method thereof. The cast-in-place pre-stressed anchor bed structure comprises a to-be-reinforced structure, a plurality of anchor bolts and a cast-in-place anchor bed. Wherein a local surface protection layer of the structure is peeled off to expose the reinforcing steel bars and form anchoring grooves, the anchor bolts are distributed at intervals and implanted into the bottoms of the anchoring grooves from the sides of the reinforcing steel bars, the cast-in-place anchor seats are poured into the anchoring grooves and protrude out of the surface of the structure, and the cast-in-place anchor seats are provided with a plurality of tensioning channels in a penetrating mode in the tensioning direction. And each tensioning channel is used for penetrating a tensioning screw rod. According to the cast-in-place pre-stressed anchor bed structure and the construction method thereof, accurate punching is facilitated, a steel bar structure in a building is prevented from being damaged during punching and steel bar planting, the cast-in-place anchor bed and the building are combined into a whole, the anchor bolts and the steel bars can be fixed into a whole, and therefore the strength and the anti-corrosion performance of the whole structure can be improved; and the reinforcing effect of the prestress tensioning system is further improved.

Description

Technical Field

[0001] The invention belongs to the technical field of building reinforcement, and in particular relates to a cast-in-place prestressed anchor seat structure and a construction method thereof. Background Art

[0002] At present, many infrastructure bridges will develop defects over time, resulting in reduced durability and bearing capacity. In response to this situation, tension reinforcement is usually adopted to apply external prestress to the beam body, thereby inhibiting the development of defects and improving bearing capacity.

[0003] Prestressed tensioning reinforcement is one of the commonly used methods for beam reinforcement. In order to meet the tensile stress requirements, the anchor bases of the fixed end and the tensioning end are usually fixed to the anchor seat of the steel structure after drilling holes on the surface of the beam and planting reinforcement. However, this tensioning mode has disadvantages: due to the dense arrangement of the steel network inside the beam, it is impossible to accurately avoid the position of the steel bars when drilling holes for planting reinforcement, which causes damage to the steel bars, resulting in further decline of the original beam structure, and after the holes hit the steel bars, the depth of the embedded reinforcement will be insufficient and fail to meet the design requirements. Therefore, it is necessary to change the position and re-drill holes, which will further reduce the strength of the beam at the location of the embedded reinforcement, affecting the connection strength of the anchor seat, and thus affecting the effect of tensioning reinforcement; in addition, due to the poor corrosion resistance of the steel structure anchor seat, the effective life of the reinforcement system is restricted. Summary of the invention

[0004] The embodiment of the present invention provides a cast-in-place prestressed anchor structure and a construction method thereof, aiming to improve the strength and life of the anchor structure and enhance the tensioning reinforcement effect.

[0005] To achieve the above-mentioned purpose, the technical solution adopted by the present invention is: in the first aspect, a cast-in-place prestressed anchor seat structure is provided, comprising a structure to be reinforced, a plurality of anchor bolts, and a cast-in-place anchor seat; wherein, a local surface protective layer of the structure is peeled off to expose the steel bars and form an anchor groove, and the anchor bolts are distributed at intervals and respectively implanted into the bottom of the anchor groove on the side of the steel bars, the cast-in-place anchor seat is cast in the anchor groove and protrudes from the surface of the structure, and the cast-in-place anchor seat is penetrated by a plurality of tensioning channels along the tensioning direction, and each tensioning channel is used to pass a tensioning screw.

[0006] In combination with the first aspect, in a possible implementation, the cast-in-place anchor seat includes a non-disassembly mold and a cast-in-place body; wherein the non-disassembly mold is arranged around the edge of the anchor groove and forms a grouting cavity together with the anchor groove, and the mixed slurry in a fluid state is poured into the grouting cavity and solidified to form a cast-in-place body.

[0007] In some embodiments, the disassembly-free mold includes a mold frame and a mold cover; one end of the mold frame is inserted into the anchor groove and abuts against the steel bar or abuts against the surface of the structure along the edge of the anchor groove, and the other end extends out of the anchor groove and is provided with an embedding opening, and the mold cover is embedded in the embedding opening to close the protruding end of the mold frame; wherein each anchor bolt passes through the mold cover and is screwed with a fastener.

[0008] Exemplarily, a plurality of mold sleeves extending along the tensioning direction are provided inside the mold frame, each of the mold sleeves is located on the side of the anchor bolt, and the inner cavity of each mold sleeve forms a tensioning channel.

[0009] For example, grouting holes and detection holes are diagonally arranged on the mold cover; wherein, the grouting holes are used to inject mixed slurry into the grouting cavity, and the detection holes are used to insert the detection tube into the grouting cavity.

[0010] In a possible implementation, the material of the non-disassembly mold is glass fiber or aramid fiber; and the mixed slurry is epoxy-based slurry.

[0011] In some embodiments, the epoxy-based slurry includes epoxy resin, curing agent, and filler uniformly mixed in a ratio of 2:1:10.

[0012] Exemplarily, at least one-half of the diameter of the steel bar is exposed, and each anchor bolt abuts against one of the steel bars and is welded and fixed to the steel bar.

[0013] The beneficial effect of the cast-in-place prestressed anchor structure provided by the present invention is that compared with the prior art, the cast-in-place prestressed anchor structure of the present invention peels off part of the surface protective layer of the structure to be reinforced to form an anchor groove, so that the steel bars inside the structure are exposed in the anchor groove, and the position of the steel bars can be accurately avoided when drilling and implanting anchor bolts, thereby avoiding damage to the strength of the steel bars. On this basis, a cast-in-place anchor seat with a tensioning channel is formed by on-site casting with the help of the anchor groove. After the tensioning screw passes through the tensioning channel, it can cooperate with the anchor to carry out tensioning operations. The cast-in-place anchor seat can be combined with the anchor groove, anchor bolts and steel bars as a whole, thereby not only improving the structural strength of the structure itself, but also greatly improving the connection strength between the cast-in-place anchor seat and the structure, thereby meeting the tensioning reinforcement requirements of high-strength prestressing and improving the tensioning reinforcement effect. At the same time, the cast-in-place anchor seat has better corrosion resistance than the steel structure anchor seat, so the effective life of the reinforcement system can be improved.

[0014] In a second aspect, an embodiment of the present invention further provides a cast-in-place prestressed anchor construction method, comprising the following steps: The surface protective layer of the structure to be reinforced for arranging the tension end anchor and / or the fixed end anchor is peeled off to form an anchor groove, so that the steel bars inside the structure are exposed; Avoid the exposed steel bar arrangement position, drill holes at the bottom of the anchor groove and implant anchor bolts; A mold frame is arranged along the edge of the anchor groove, a mold sleeve is arranged in the mold frame along the tensioning direction to form a tensioning channel, and then a mold cover is used to cover the mold frame to form a grouting cavity, and the anchor bolt passes through the mold cover and is screwed with a fastener to fix the mold cover; A grouting hole and a detection hole are respectively opened on the mold cover at the diagonal positions of the grouting cavity, the grouting hole is connected to the grouting machine, a detection tube is inserted into the detection hole, and the top end of the detection tube contacts the top wall of the grouting cavity; The epoxy-based slurry is poured into the grouting cavity by a grouting machine until the epoxy-based slurry starts to flow out of the detection tube, then the detection tube is pulled out and the detection hole is closed; Continue to pour epoxy slurry into the grouting cavity to fill the space after the detection tube is pulled out, and ensure that the epoxy slurry fills the grouting cavity and then closes the grouting hole; The epoxy-based slurry is allowed to stand and cure until it is completely solidified and formed, thereby obtaining the above-mentioned cast-in-place prestressed anchor structure.

[0015] In conjunction with the second aspect, in a possible implementation, drilling holes at the bottom of the anchor groove avoiding the arrangement position of the exposed steel bars and implanting anchor bolts includes: Drill anchor holes on the sides of the steel bars based on their arrangement; After cleaning the floating dust in the anchor hole, inject the anchor glue into the anchor hole; Screw the anchor bolt into the anchor hole and place the anchor bolt against the steel bar on its side; After the anchor glue is cured, the anchor bolts are welded to the steel bars.

[0016] The beneficial effect of the cast-in-place prestressed anchor construction method provided by the present invention is that: compared with the prior art, the cast-in-place prestressed anchor construction method of the present invention adopts a method of stripping the surface protective layer of the structure to expose the steel bars, which can accurately avoid the position of the steel bars during the drilling and planting process, thereby avoiding damage to the strength of the steel bars, and at the same time, a mold frame and a mold cover are used in conjunction with the anchor groove to enclose a grouting cavity, and by pouring epoxy-based slurry into the grouting cavity, the grouting cavity can be filled based on the excellent self-fluidity of the epoxy-based slurry, so that the grouting cavity is solidified to form an anchor structure integrated with the structure, which can not only improve the structural strength of the structure itself, but also improve the connection strength between the anchor seat and the structure, thereby helping to improve the effect of tensioning reinforcement construction; in addition, the solidified epoxy-based slurry has high strength and good corrosion resistance, so compared with conventional steel structure anchor seats, it can greatly improve the effective life of the structure reinforcement system. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 A schematic side view of the cast-in-place prestressed anchor structure provided by an embodiment of the present invention; Figure 2 For along Figure 1 Schematic diagram of the cross-sectional structure along the AA line; Figure 3For along Figure 1 Schematic diagram of the cross-sectional structure along the middle BB line; Figure 4 For along Figure 1 Schematic diagram of the cross-sectional structure of the CC line; Figure 5 A schematic diagram of the three-dimensional structure of the non-disassembly mold used in an embodiment of the present invention; Figure 6 A schematic diagram of the three-dimensional structure of the cast-in-place prestressed anchor seat structure provided by an embodiment of the present invention when the tension end anchor is installed; Figure 7 A schematic diagram of the three-dimensional structure of the cast-in-place prestressed anchor seat structure provided by an embodiment of the present invention when installing a fixed end anchor; Figure 8 A flowchart of a cast-in-place prestressed anchor construction method provided by an embodiment of the present invention; Fig. 9 It is a flowchart of anchor implantation in an embodiment of the present invention.

[0018] In the figure: 10, anchor bolt; 11, fastener; 20, cast-in-place anchor seat; 21, non-disassembly mold; 210, grouting cavity; 211, mold frame; 212, mold cover; 2121, grouting hole; 2122, detection hole; 213, mold sleeve; 22, cast-in-place body; 23, tensioning channel; 30, anchor groove; 31, anchor hole; 40, steel bar; 50, tensioning screw; 60, fixed end anchor; 70, tensioning end anchor; 71, tensioning end plate; 72, jack. DETAILED DESCRIPTION

[0019] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0020] It should be noted that when an element is referred to as being "disposed on" or "connected to" another element, it may be directly on the other element or indirectly on the other element. It should be understood that the terms "upper", "lower", "top", "bottom", "inside", "outside", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present application. In the description of the present application, "multiple" and "several" mean two or more, unless otherwise clearly and specifically defined.

[0021] Please also read Figures 1 to 7The cast-in-place prestressed anchor structure provided by the present invention is now described. The cast-in-place prestressed anchor structure comprises a structure to be reinforced, a plurality of anchor bolts 10, and a cast-in-place anchor seat 20; wherein, the local surface protective layer of the structure is peeled off to expose the steel bar 40 and form an anchor groove 30, each anchor bolt 10 is distributed at intervals and respectively implanted into the bottom of the anchor groove 30 on the side of the steel bar 40, the cast-in-place anchor seat 20 is cast in the anchor groove 30 and protrudes from the surface of the structure, and the cast-in-place anchor seat 20 is penetrated by a plurality of tensioning channels 23 along the tensioning direction, and each tensioning channel 23 is used to penetrate the tensioning screw 50.

[0022] It should be noted that the structure to be reinforced can be the top beam or supporting beam of a bridge, or other buildings. The area where the surface protective layer of the structure is stripped can be the location for arranging the tensioning end anchor 70 or the fixed end anchor 60 on the side of the area to be reinforced. The depth of the surface protective layer stripping is preferably to expose the steel bars 40 inside the structure. The steel bars 40 can be completely exposed or partially exposed. When the anchor bolt 10 is implanted and punched, the position of the steel bars 40 can be accurately avoided based on the exposed steel bars 40, which is not only conducive to reducing the difficulty of implanting the anchor bolt 10, but also can avoid damaging the steel bars 40 during drilling. The cast-in-place anchor seat 20 can be specifically understood as an anchor seat cast on site as one with the anchor groove 30. The cast-in-place anchor seat 20 can not only be integrated with the bottom and wall of the anchor groove 30, but also can be integrated with the steel bars 40 and the anchor bolt 10 into an integrated structure, thereby improving its connection strength.

[0023] It should be explained that the height of the cast-in-place anchor seat 20 protruding from the surface of the structure should be determined by the size of the anchor or tension loading member such as the jack 72 to ensure the installation stability of the anchor and the jack 72; specifically, Figure 3 As shown, after the on-site construction of the cast-in-place prestressed anchor structure is completed, the two tensioning screws 50 are inserted into the tensioning channel 23, and the tensioning end plate 71 is connected at the same end of the two tensioning screws 50, and the other end is connected to the tensioning anchor. The tensioning anchor can be an anchor for anchoring carbon fiber plates or high-strength mesh cloths. After the connection is completed, the jack 72 is placed between the tensioning end plate 71 and the cast-in-place anchor 20 for loading to achieve prestressing of the carbon fiber plates or high-strength mesh cloths. Compared with conventional construction methods, it is simpler and more labor-saving. Moreover, the cast-in-place anchor 20 has obvious advantages in corrosion resistance compared with the anchor of conventional steel structures, and is therefore beneficial to improving the effective life of the reinforcement system.

[0024] Compared with the prior art, the cast-in-place prestressed anchor structure provided in the present embodiment peels off part of the surface protective layer of the structure to be reinforced to form an anchor groove 30, so that the steel bars 40 inside the structure are exposed in the anchor groove 30, and the position of the steel bars 40 can be accurately avoided when drilling and implanting the anchor bolts 10, thereby avoiding damage to the strength of the steel bars 40. On this basis, the cast-in-place anchor 20 with the tensioning channel 23 is formed by on-site casting with the help of the anchor groove 30. After the tensioning screw 50 passes through the tensioning channel 23, it can cooperate with the anchor to perform tensioning operations. The cast-in-place anchor 20 can be combined with the anchor groove 30, the anchor bolt 10 and the steel bars 40 as a whole, thereby not only improving the structural strength of the structure itself, but also greatly improving the connection strength between the cast-in-place anchor 20 and the structure, thereby meeting the tensioning reinforcement requirements of high-strength prestressing and improving the tensioning reinforcement effect. At the same time, the cast-in-place anchor 20 has better corrosion resistance than the steel structure anchor, so it can increase the effective life of the reinforcement system.

[0025] In some embodiments, see Figure 2 The cast-in-place anchor seat 20 includes a non-disassembly mold 21 and a cast-in-place body 22; wherein the non-disassembly mold 21 is arranged around the edge of the anchor groove 30 and forms a grouting cavity 210 together with the anchor groove 30, and the mixed slurry in a fluid state is poured into the grouting cavity 210 and solidified to form the cast-in-place body 22.

[0026] The non-disassembly mold 21 can be understood as a mold that does not need to be removed after the mixed slurry is solidified to form the cast-in-place body 22. The purpose of setting the non-disassembly mold 21 here is, on the one hand, to enclose it with the anchor groove 30 to form a grouting cavity 210, so that the mixed slurry in the fluid state can be formed into the required shape and size. On the other hand, after the mixed slurry is solidified to form a solid cast-in-place body 22, the non-disassembly mold 21 can be used to provide protection for the cast-in-place body 22, thereby improving the overall structural strength, corrosion resistance and resistance to external force damage, thereby improving the tensioning reinforcement effect and life.

[0027] As a specific implementation of the above-mentioned non-disassembly mold 21, please refer to Figure 3 The non-disassembly mold 21 includes a mold frame 211 and a mold cover 212; one end of the mold frame 211 is inserted into the anchor groove 30 and abuts against the steel bar 40 or abuts against the surface of the structure along the edge of the anchor groove 30, and the other end extends out of the anchor groove 30 and is provided with an inlay, and the mold cover 212 is embedded in the inlay to close the protruding end of the mold frame 211; wherein each anchor bolt 10 passes through the mold cover 212 and is screwed to the fastener 11.

[0028] The mold frame 211 is a square or rectangular frame structure, which can be directly inserted into the notch of the anchor groove 30 and pressed against the exposed surface of the steel bar 40, so that the anchor groove 30 can be used to form positioning and circumferential constraints on the mold frame 211 to avoid misalignment or mold expansion deformation of the mold frame 211 when pouring the mixed slurry. The mold frame 211 can also be surrounded by the notch of the anchor groove 30 and abut against the surface of the structure at the edge of the anchor groove 30, so that the inner wall of the mold frame 211 is flush with the groove wall of the anchor groove 30, so that the mixed slurry and the inner wall of the anchor groove 30 can be aligned. The mold cover 212 is provided with an inlay installation mold cover 212 at the port of the mold frame 211 away from the surface of the structure, and through holes for the anchor bolts 10 to pass through are provided on the mold cover 212 according to the positions of the anchor bolts 10, so that the anchor bolts 10 can pass through the through holes and extend out of the grouting cavity 210, and then the fasteners 11 such as nuts are screwed, and the mold cover 212 is fixed to the mold frame 211 by tightening the nuts, so that a complete grouting cavity 210 can be formed, which is convenient for construction and helps to improve work efficiency.

[0029] It should be noted that if Figure 2 and Figure 4 As shown, the mold frame 211 is provided with a plurality of mold sleeves 213 extending in the tensioning direction, each mold sleeve 213 is located on the side of the anchor bolt 10, and the inner cavity of each mold sleeve 213 is formed into a tensioning channel 23. Since the tensioning channel 23 through which the tensioning screw 50 is passed needs to be arranged in the anchor seat, the mold sleeve 213 is installed in the mold frame 211, and the position of the mold sleeve 213 is aligned with the exposed steel bar 40 as much as possible, thereby ensuring that the mold sleeve 213 and the anchor bolt 10 do not interfere with each other. Plug holes that are tightly plugged with the ends of the mold sleeve 213 are provided on the opposite side walls of the mold frame 211. When installing the mold sleeve 213, it can be directly plugged with the mold frame 211, which is convenient and quick to install.

[0030] For some possible implementations, see Figure 5A grouting hole 2121 and a detection hole 2122 are diagonally arranged on the mold cover 212 ; wherein the grouting hole 2121 is used to inject the mixed slurry into the grouting cavity 210 , and the detection hole 2122 is used to insert the detection tube into the grouting cavity 210 . Specifically, holes connecting the grouting cavity 210 can be pre-opened (i.e., opened in advance before installation) or opened (i.e., opened according to actual conditions during installation) at diagonal positions on the mold cover 212, wherein one of the holes serves as a grouting hole 2121, and the other grouting hole 2121 serves as a detection hole 2122. The mixed slurry is poured into the grouting cavity 210 through the grouting hole 2121, and a detection tube is inserted into the detection hole 2122. On the one hand, the air is exhausted to the outside of the grouting cavity 210 through the detection tube, so that the mixed slurry can smoothly flow into the grouting cavity 210. On the other hand, the self-fluidity of the mixed slurry can be utilized to determine that the mixed slurry has filled the grouting cavity 210 when the mixed slurry begins to flow out of the detection tube. This ensures the compactness of the mixed slurry in the grouting cavity 210, thereby ensuring the bonding strength between the mixed slurry and the structure after solidification, thereby improving the connection strength of the cast-in-place body 22 in the anchor groove 30.

[0031] It should be understood that opening the grouting hole 2121 and the detection hole 2122 diagonally can maximize the distance between the two, thereby ensuring that the mixed slurry has filled the grouting cavity 210 when it is discharged from the detection tube inserted in the detection hole 2122, thereby ensuring the density of the mixed slurry.

[0032] Optionally, the material of the above-mentioned non-disassembly mold 21 is glass fiber or aramid fiber; the mixed slurry is epoxy-based slurry. It should be understood that each part of the non-disassembly mold 21 including the mold frame 211, the mold cover 212 and the mold sleeve 213 can be made of glass fiber or aramid fiber, thereby improving the anti-corrosion performance. Of course, considering that the mold sleeve 213 is finally retained inside the cast-in-place body 22, the mold sleeve 213 can directly use a metal sleeve or a plastic sleeve or a glass fiber sleeve. It should be explained that a wooden structure mold can also be used here, which can be removed or not after the mixed slurry is cured. The use of a wooden structure can save mold costs.

[0033] The epoxy-based slurry has good fluidity and self-compacting properties and its strength can reach above C60 (C60 indicates that the standard value of the compressive strength of concrete cube is 60MPa). It can achieve self-leveling during the grouting process. Therefore, it is possible to judge whether the mixed slurry fills the grouting cavity 210 by checking whether the mixed slurry flows out from the detection tube inserted into the top of the grouting cavity 210, so that the mixed slurry can be in seamless contact with the inner wall of the anchor groove 30 to ensure the bonding strength between the solidified cast-in-place body 22 and the structure.

[0034] Exemplarily, the epoxy-based slurry is a slurry in which epoxy resin, curing agent, and filler are uniformly mixed in a ratio of 2:1:10. Specifically, the epoxy resin and curing agent can be uniformly mixed according to a certain ratio, and then the filler can be quantitatively added and stirred to ensure that the three are fully mixed to avoid particle agglomeration or agglomeration, thereby improving the flowability of the mixed slurry and ensuring that its strength after curing meets the requirements.

[0035] In addition, if the tensioning force value required during the tensioning construction is high, short-cut fibers can be mixed into the filler to further improve the strength of the mixed slurry by combining the short-cut fibers. Specifically, the length of the short-cut fibers is ≤3mm, the diameter of the short-cut fibers is ≤20μm, and the proportion of the short-cut fibers in the filler is ≤10%, thereby avoiding the addition of short-cut fibers affecting the mixing uniformity of the components of the mixed slurry and ensuring good self-flow performance of the mixed slurry.

[0036] For some examples, see Figure 2 , the steel bar 40 exposes at least half of its diameter, and each anchor bolt 10 abuts against one of the steel bars 40 and is welded and fixed to the steel bar 40. The surface protective layer of the structure must be peeled off to a depth that exposes at least half of the diameter of the steel bar 40. If conditions permit, the steel bar 40 can be exposed as a whole, so that the anchor bolt 10 can abut against the steel bar 40 and be welded and fixed to the steel bar 40, so that the anchor bolt 10 is connected to the steel bar 40 network inside the structure as a whole, improving the connection strength and shear resistance of the anchor bolt 10, and then improving the connection strength between the cast-in-place anchor seat 20 and the structure, which can meet the tension reinforcement construction requirements of high-strength prestressing.

[0037] Based on the same inventive concept, Figures 1 to 9 It is understood that the embodiment of the present application also provides a cast-in-place prestressed anchor seat construction method, comprising: Step S100: peel off the surface protective layer of the structure to be reinforced for arranging the tensioning end anchor 70 and / or the fixed end anchor 60 to form an anchor groove 30, so that the steel bars 40 inside the structure are exposed.

[0038] Both the fixed end anchor 60 and the tensioning end anchor 70 can be fixed with the above-mentioned cast-in-place prestressed anchor structure. The only difference between the two during installation is the presence or absence of the jack 72. Of course, only the above-mentioned cast-in-place prestressed anchor structure can be used for the tensioning end. It should be understood here that according to actual construction needs, whether it is the fixed end or the tensioning end, as long as the above-mentioned cast-in-place prestressed anchor structure is used, the concrete of the surface protective layer of the corresponding area on the surface of the structure will be peeled off to a certain depth to expose the steel bars 40 inside the structure.

[0039] Step S200, avoid the arrangement position of the exposed steel bars 40 and punch holes at the bottom of the anchor groove 30 and implant the anchor bolt 10. When the steel bars 40 are exposed, the position of the steel bars 40 can be accurately avoided during the punching, thereby avoiding damaging the steel bars 40 and destroying the original structural strength of the structure. At the same time, the punching can be successful once, avoiding repeated punching and destroying the concrete structure of the structure. After the punching is completed, glue is injected into the hole and the anchor bolt 10 is implanted and the glue is waited for to solidify.

[0040] Step S300, a mold frame 211 is arranged along the edge of the anchor groove 30, a mold sleeve 213 is arranged in the mold frame 211 along the tensioning direction to form a tensioning channel 23, and then a mold cover 212 is used to cover the mold frame 211 to form a grouting cavity 210, and the anchor bolt 10 is passed through the mold cover 212 and then screwed with the fastener 11 to fix the mold cover 212.

[0041] The mold frame 211 can be embedded in the anchor groove 30 or arranged around the edge of the anchor groove 30. The mold sleeve 213 can be a metal sleeve, a plastic sleeve, or a glass fiber sleeve. The mold sleeve 213 is used to form a tensioning channel 23 for the tensioning bolts to pass through, and then the mold cover 212 is covered and screwed onto the anchor bolt 10 through a fastener 11 such as a nut to tighten the mold cover 212, thereby obtaining a closed grouting cavity 210.

[0042] Step S400, open a grouting hole 2121 and a detection hole 2122 on the mold cover 212 at diagonal positions of the grouting cavity 210, connect the grouting hole 2121 to the grouting machine, insert a detection tube into the detection hole 2122, and make the top of the detection tube contact the top wall of the grouting cavity 210.

[0043] In order to facilitate grouting, a grouting hole 2121 and a detection hole 2122 are opened on the mold cover 212. It should be emphasized that the grouting hole 2121 and the detection hole 2122 are not limited to being opened after the mold cover 212 is installed, and can also be opened in advance before the mold cover 212 is installed on the mold frame 211; the grouting hole 2121 is used to pour the epoxy slurry, and the detection hole 2122 is used to detect whether the inside of the grouting cavity 210 is filled with the epoxy slurry and to exhaust the gas outward during the pouring process. Considering that the epoxy slurry flows and fills in the grouting cavity 210, the grouting hole 2121 and the detection hole 2122 are opened. 22 is arranged diagonally, and at the same time, after the detection tube is inserted into the detection hole 2122, it is aligned with the top wall of the grouting cavity 210, that is, the bottom of the anchoring groove 30 (in this case, when the anchoring position is located on the lower surface of the structure, if the anchoring position is the upper surface of the structure, the insertion position of the detection tube should be flush with the mold cover 212), so that the epoxy-based slurry flows out through the insertion end of the detection tube after filling the grouting cavity 210, thereby ensuring that the injection amount of the epoxy-based slurry can fill the grouting cavity 210, ensuring the density of the epoxy-based slurry, and further ensuring the bonding strength between the epoxy-based slurry and the wall of the anchoring groove 30 after curing.

[0044] Step S500 , injecting epoxy slurry into the grouting cavity 210 by using a grouting machine until the epoxy slurry starts to flow out of the detection tube, then pulling out the detection tube and closing the detection hole 2122 .

[0045] When the epoxy-based slurry starts to flow out of the detection tube, it indicates that the grouting cavity 210 has been filled. At this time, the detection tube can be pulled out and the detection hole 2122 can be closed by means of a plate or a plug to prevent the epoxy-based slurry from leaking from the detection hole 2122.

[0046] Step S600, continue to pour epoxy-based slurry into the grouting cavity 210 to fill the space after the detection tube is pulled out, and ensure that the epoxy-based slurry fills the grouting cavity 210 and then closes the grouting hole 2121. Since the detection tube occupies a certain space in the grouting cavity 210, there will be a gap in the grouting cavity 210 after the detection tube is pulled out. Therefore, it is necessary to continue to pour a certain amount of epoxy-based slurry into the grouting cavity 210 to fill the gap after the detection tube is pulled out, so as to ensure the filling density of the epoxy-based slurry in the grouting cavity 210.

[0047] Step S700, standing and curing until the epoxy-based slurry is completely solidified and formed, thereby obtaining the above-mentioned cast-in-place prestressed anchor structure.

[0048] It should be noted that after the epoxy-based slurry is statically cured, the rebound method can be used to carry out strength testing on the cast-in-place prestressed anchor structure, and tensioning reinforcement construction can be carried out after the strength requirements are met.

[0049] Compared with the prior art, the cast-in-place prestressed anchor construction method provided in the present embodiment adopts a method of exposing the steel bars 40 by stripping the surface protective layer of the structure, which can accurately avoid the position of the steel bars 40 during the drilling and planting process, thereby avoiding damage to the strength of the steel bars 40. At the same time, the mold frame 211 and the mold cover 212 are used in conjunction with the anchor groove 30 to form a grouting cavity 210. By pouring epoxy-based slurry into the grouting cavity 210, the grouting cavity 210 can be filled based on the excellent self-fluidity of the epoxy-based slurry, so that the grouting cavity 210 forms an anchor structure integrated with the structure after solidification, which can not only improve the structural strength of the structure itself, but also improve the connection strength between the anchor and the structure, thereby facilitating the improvement of the tension reinforcement construction effect. In addition, the solidified epoxy-based slurry has high strength and good corrosion resistance, so it can greatly improve the effective life of the structure reinforcement system compared with conventional steel structure anchors.

[0050] In conjunction with the second aspect, in a possible implementation, as Fig. 9 As shown, drilling holes at the bottom of the anchor groove 30 and implanting the anchor bolt 10 while avoiding the arrangement position of the exposed steel bars 40 includes: Step S201: Drill anchor holes 31 on the sides of the steel bars 40 based on the arrangement of the steel bars 40. In this step, the anchor holes 31 can be as close to the steel bars 40 as possible so that the anchor bolts 10 implanted later can abut against the steel bars 40.

[0051] Step S202, clean the floating dust in the anchor hole 31 and inject the anchor glue into the anchor hole 31. Specifically, after the drilling is completed, use a hair dryer to blow out the floating dust in the anchor hole 31, and then use a brush to clean the hole wall. After repeated cleaning to ensure that the anchor hole 31 is clean and dust-free, inject half to two-thirds of the hole volume of the anchor glue into the anchor hole 31.

[0052] Step S203, screw the anchor bolt 10 into the anchor hole 31 and make the anchor bolt 10 abut against the steel bar 40 on its side. After the anchor bolt 10 is screwed into the anchor hole 31, since the anchoring glue has not yet solidified, in order to ensure the stability of the anchor bolt 10, the anchor bolt 10 and the steel bar 40 can be abutted and tied to fix, or a wedge block can be inserted into the gap between the anchor bolt 10 and the hole wall of the anchor hole 31 for support and fixation, so as to ensure the verticality of the anchor bolt 10 and the surface of the structure after the anchoring glue is solidified, and avoid the anchor bolt 10 tilting and affecting the force.

[0053] Step S204, after the anchor glue is cured, the anchor bolt 10 is welded and fixed to the steel bar 40. By fixing the anchor bolt 10 to the exposed steel bar 40 and coordinating the anchor bolt 10 with the anchor glue, a double fixing effect of the anchor bolt 10 is formed, thereby improving the connection strength of the anchor bolt 10, and further improving the load capacity of the final cast-in-place prestressed anchor seat structure, and improving the prestressed tension reinforcement construction effect.

[0054] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. Cast-in-place prestressed anchor structure, characterized in that: It includes a structure to be reinforced, a plurality of anchor bolts, and a cast-in-place anchor seat; wherein, a partial surface protective layer of the structure is peeled off to expose the steel bars and form an anchor groove, the anchor bolts are distributed at intervals and implanted into the bottom of the anchor groove on the sides of the steel bars, the cast-in-place anchor seat is cast in the anchor groove and protrudes from the surface of the structure, and the cast-in-place anchor seat is penetrated by a plurality of tensioning channels along the tensioning direction, and each of the tensioning channels is used to pass a tensioning screw.

2. The cast-in-place prestressed anchor structure according to claim 1, characterized in that: The cast-in-place anchor seat includes a non-disassembly mold and a cast-in-place body; wherein the non-disassembly mold is arranged around the edge of the anchor groove and forms a grouting cavity together with the anchor groove, and the mixed slurry in a fluid state is poured into the grouting cavity and solidified to form the cast-in-place body.

3. The cast-in-place prestressed anchor structure according to claim 2, characterized in that: The non-disassembly mold includes a mold frame and a mold cover; one end of the mold frame is inserted into the anchor groove and abuts against the steel bar or abuts against the surface of the structure along the edge of the anchor groove, and the other end extends out of the anchor groove and is provided with an embedding opening, and the mold cover is embedded in the embedding opening to close the protruding end of the mold frame; wherein each of the anchor bolts passes through the mold cover and is screwed with a fastener.

4. The cast-in-place prestressed anchor structure according to claim 3, characterized in that: A plurality of mold sleeves extending along the tensioning direction are arranged inside the mold frame, each of the mold sleeves is located on the side of the anchor bolt, and the inner cavity of each of the mold sleeves forms a tensioning channel.

5. The cast-in-place prestressed anchor structure according to claim 3, characterized in that: Grouting holes and detection holes are diagonally arranged on the mold cover; wherein the grouting holes are used to inject the mixed slurry into the grouting cavity, and the detection holes are used to insert a detection tube into the grouting cavity.

6. The cast-in-place prestressed anchor structure according to claim 2, characterized in that: The material of the non-disassembly mold is glass fiber or aramid fiber; the mixed slurry is epoxy-based slurry.

7. The cast-in-place prestressed anchor structure according to claim 6, characterized in that: The epoxy-based slurry includes epoxy resin, curing agent and filler which are uniformly mixed in a ratio of 2:1:

10.

8. The cast-in-place prestressed anchor structure according to any one of claims 1 to 7, characterized in that: The steel bar exposes at least one-half of its diameter, and each anchor bolt abuts against one of the steel bars and is welded and fixed to the steel bar.

9. A cast-in-place prestressed anchor construction method, characterized in that: The following steps are involved: The surface protective layer of the structure to be reinforced for arranging the tension end anchor and / or the fixed end anchor is peeled off to form an anchor groove, so that the steel bars inside the structure are exposed; Avoiding the exposed arrangement position of the steel bars, drilling holes at the bottom of the anchor groove and implanting anchor bolts; A mold frame is arranged along the edge of the anchor groove, a mold sleeve is arranged in the mold frame along the tensioning direction to form a tensioning channel, and then a mold cover is used to cover the mold frame to form a grouting cavity, and the anchor bolt is passed through the mold cover and then screwed with a fastener to fix the mold cover; A grouting hole and a detection hole are respectively opened on the mold cover at diagonal positions of the grouting cavity, the grouting hole is connected to a grouting machine, a detection tube is inserted into the detection hole, and the top end of the detection tube is in contact with the top wall of the grouting cavity; The grouting machine is used to inject epoxy slurry into the grouting cavity until the epoxy slurry starts to flow out of the detection tube, and then the detection tube is pulled out and the detection hole is closed; Continue pouring the epoxy-based slurry into the grouting cavity to fill the space after the detection tube is pulled out, and ensure that the epoxy-based slurry fills the grouting cavity and then closes the grouting hole; The epoxy-based slurry is allowed to stand and be cured until it is completely solidified and formed, thereby obtaining the cast-in-place prestressed anchor structure as described in any one of claims 1 to 8.

10. The cast-in-place prestressed anchor construction method according to claim 9, characterized in that: The step of drilling holes at the bottom of the anchor groove and implanting anchor bolts while avoiding the exposed arrangement position of the steel bars comprises: Drilling anchor holes on the sides of the steel bars based on the arrangement positions of the steel bars; After cleaning the floating dust in the anchor hole, injecting the anchor glue into the anchor hole; Screw the anchor bolt into the anchor hole and place the anchor bolt against the steel bar on its side; After the anchor glue is cured, the anchor bolt is welded and fixed to the steel bar.

Images