Interlocking tie bolt structure and steel plate shear wall containing it

Abstract

This utility model discloses a locking tie bolt structure and a steel plate shear wall incorporating the same, relating to building construction. The structure includes a steel plate with several shear studs attached thereon; a locking element, one end of which clamps onto the shear studs; a tie rod, one end of which is fixedly connected to the locking element, and can be either a single-section or two-section type depending on its structural form; a template system, the outer side of which is fixed by a fixing nut; the tie rod passes through the template system, and its other side is connected to a fixing element, connecting the template to the steel plate to form a tie-support system. This locking tie bolt structure allows for reliable fixing of tie bolts to a steel plate shear wall without requiring additional holes in the steel plate or extensive welding of sleeves.

Description

Technical Field

[0001] This utility model relates to the field of building construction technology, specifically to a locking tie bolt structure and a steel plate shear wall containing the same. Background Technology

[0002] In high-intensity seismic fortification areas or super high-rise buildings, steel plate concrete shear walls (reinforced concrete structures) are widely used due to their excellent seismic performance and load-bearing capacity. However, traditional formwork support techniques are difficult to apply directly to such structures.

[0003] The usual practice is to pre-drill holes in the steel plate or on-site to install conventional tie bolts. However, the hole positions may conflict with the positions of on-site reinforcing bars or shear studs. Furthermore, frequent drilling can weaken the overall shear resistance of the steel plate, reduce construction efficiency, and increase on-site processing volume and quality risks.

[0004] Another common practice is to weld sleeves onto the steel plate to fix the tie bolts. Although this avoids the problem of inconsistent hole positions, the welding process is more complicated, the workload is larger, post-weld inspection is required, the sleeves are expensive and not recyclable, and the heat-affected zone of the weld may affect the performance of the steel plate.

[0005] Therefore, existing technologies cannot achieve efficient, reliable, and low-cost fixing of tie bolts while ensuring the integrity and shear resistance of the steel plate structure, and urgently need improvement. Utility Model Content

[0006] To address the technical problems existing in the background art, one of the objectives of this utility model is to provide a locking tie bolt structure, comprising:

[0007] The system consists of a steel plate with several shear studs attached to it; a locking fastener, one end of which is clamped onto the shear stud; a tie rod, one end of which is fixedly connected to the locking fastener; and tie rods, which can be classified as single-section or two-section depending on their structure; and a formwork system, the outer side of which is limited by a fixing nut. The tie rod passes through the formwork system, and its other side is connected to the locking fastener, connecting the formwork system to the steel plate to form a tie support system.

[0008] The preferred technical solution of this utility model is that the locking component is a U-shaped fixing piece, and the U-shaped fixing piece has connecting through holes on both sides. The locking component is clamped on the shear nail and fixedly connected to the shear nail by bolts passing through the connecting through holes. The U-shaped fixing piece of the above preferred solution is easy to process and easy and quick to install.

[0009] The preferred technical solution of this utility model is that the pull screw has a two-section structure, which is composed of an inner rod, a cone and an outer rod connected in sequence.

[0010] The preferred technical solution of this utility model is that the opening of the U-shaped fixing piece is uniformly facing upward when it is installed. The U-shaped fixing piece is clamped on the shear nail and fixedly connected to the shear nail by bolts passing through the connecting through hole. The uniform upward facing of the opening of the U-shaped fixing piece facilitates observation and operation.

[0011] The preferred technical solution of this utility model is that the template system includes a template and a keel, with two keels arranged on the outside of the template. The first keel is made of wood and arranged vertically, and the second keel is made of steel pipe and arranged horizontally.

[0012] The preferred technical solution of this utility model is that it also includes a "3"-shaped fastener and an outer fixing nut. The "3"-shaped fastener is respectively fastened to the adjacent steel pipe keel. The tie rod passes through the template, through the middle of the first and second keels and the "3"-shaped fastener. The fixing nut is fixed and limited on the outside and the tie rod.

[0013] The preferred technical solution of this utility model is that the arrangement of the tie rods is determined based on theoretical calculations and the actual positions of the shear studs, and is set according to multiples of the shear stud spacing. The arrangement in the above technical solution refers to the spacing between adjacent tie rods (including vertical and horizontal). Specifically, the arrangement of the tie rods is determined based on theoretical calculations of the formwork support force and the actual positions of the shear studs already welded onto the steel plate. The horizontal and vertical spacing of the tie rods is set as integer multiples of the shear stud spacing to ensure that the formwork support system has sufficient bearing capacity under construction and design loads, while avoiding additional openings or welding on the steel plate. The above calculations can be achieved through analysis using existing simulation modeling software.

[0014] In order to solve the technical problems existing in the background art, the second objective of this utility model is to provide a steel plate shear wall, including the locking tie bolt structure of the above-mentioned technical solution.

[0015] Compared with the prior art, the present invention has the following beneficial effects:

[0016] (1) Avoid on-site drilling of steel plates to ensure that the steel plates can effectively exert their shear resistance. Under this support system, there is no need to pre-drill holes or reserve holes in the steel plates. Tie bolts can be directly fixed to the steel plate structure to form a tie system that constitutes the template support system, preventing the steel plates from having reduced shear resistance due to excessive drilling.

[0017] (2) The construction structure adopts a snap-lock installation, which improves construction efficiency and time efficiency. For the fixing method of the tie rod and the steel plate, this structure uses U-shaped locking fasteners to connect with the shear studs of the steel plate. Compared with directly welding the bolt sleeve to the steel plate, this structure reduces the secondary processing work on the steel plate on site, effectively avoiding the impact of welding on the integrity of the steel plate and the related welding inspection process. Installation and use are convenient, workers can easily learn, and operation is simple.

[0018] (3) The locking parts are easy to process, and the raw materials can be obtained by recycling waste materials, making them widely applicable. The locking parts are made of thick iron sheets, and the raw materials can be obtained by recycling factory scraps, resulting in low processing costs. They do not require large-scale customization by opening molds in factories, making them economical and suitable for situations where the demand for steel plate concrete formwork is small in conventional projects.

[0019] (4) For group buildings or large-scale projects, when the amount of locking tie bolts used is large, two-section locking tie rods are used. The exposed part of the rod can be recycled and reused, resulting in lower overall material consumption and meeting the requirements of green construction.

[0020] (5) For building construction projects with a single structure or a small construction scale, the amount of locking tie bolts is small, so a one-piece locking bolt can be selected. The outer wall section of the bolt is directly cut and not reused. The process is simpler and faster, and the requirements for the workers' operating skills are lower, resulting in higher efficiency. Attached Figure Description

[0021] To more clearly illustrate the technical solutions in the embodiments of this utility model 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 only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0022] Figure 1 This is a schematic diagram of the locking tie bolt structure of Embodiment 1 of this utility model;

[0023] Figure 2 This is a partial structural connection diagram of Embodiment 1 of the present invention;

[0024] Figure 3 This is a schematic diagram of the combination of the locking fastener, the pull screw, the "3"-shaped fastener and the nut in Embodiment 1 of this utility model;

[0025] Figure 4 This is a perspective view of the locking component of Embodiment 1 of this utility model;

[0026] Figure 5This is a schematic diagram of the combination of the locking element, the pull screw, the "3"-shaped fastener and the nut in Embodiment 3 of this utility model;

[0027] Figure 6 This is an exploded view of the combination of the locking fastener, pull screw, "3" shaped fastener, and nut in Embodiment 3 of this utility model.

[0028] In the diagram: 1-steel plate; 2-shear stud; 3-locking fastener; 31-connecting through hole; 4-bolt; 5-tie rod; 51-inner rod; 52-cone; 53-outer rod; 6-formwork system; 61-formwork; 62-first keel; 63-second keel; 71-"3" shaped fastener; 72-nut; 8-concrete. Detailed Implementation

[0029] The present invention will be further illustrated below with reference to embodiments. These embodiments are for illustrative purposes only and are not intended to limit the scope of the present invention. Any non-substantial changes and substitutions made by those skilled in the art based on the present invention shall fall within the scope of protection claimed by the present invention.

[0030] Example 1

[0031] The project involves the construction of a 23-story hospital complex (with a 5-7 story podium) and a 2-story underground parking garage. The total construction area is 53,000 square meters, and the total building height is 99.9 meters. The seismic fortification intensity is 8 degrees (using a seismic acceleration of 0.3g), and the building's seismic fortification category is Class B. It is a tube-in-tube structure, with the tower section employing steel plate concrete shear walls and steel-reinforced concrete columns. The maximum thickness of the steel plate shear walls in the tower's core tube is 0.6 meters, the maximum wall length is 10.7 meters, and the maximum single-story height is 5.6 meters. The shear walls contain 30mm thick steel plates.

[0032] In this embodiment, to realize the formwork support system for the aforementioned steel plate shear wall, a locking tie bolt structure is constructed, such as... Figure 1-4 As shown. Using steel plate 1 in the concrete structure, shear studs 2 are continuously installed horizontally and vertically on steel plate 1 according to the design drawings. The vertical and horizontal spacing should not exceed 200mm. Based on the detailed design requirements of the steel structure, the spacing of the shear studs is 200mm. Locking fasteners 3 are clamped onto the shear studs 2 by bolts 4. Tie rods 5 are welded to the locking fasteners 3 at one end during the construction preparation stage to form a locking type tie rod. A formwork system 6 is used, with the outer side of the formwork system 6 limited by fixing nuts. The tie rods 5 pass through the formwork system 6, and their other side connects to the locking fasteners 2, connecting the formwork system 6 to the steel plate 1 to form a tie support system. The tie rods 5 are fixed to the steel plate 1 by clamping the shear studs 2 through the locking fasteners 3, achieving tie fixing without the need for drilling holes or welding sleeves on the steel plate.

[0033] The specific construction methods are as follows:

[0034] Step 1: Confirm the positions of steel plate 1, formwork system 6, and shear studs 2 according to the construction drawings, install steel plate 1, and formulate a layout plan for tie bolts 5. The verticality control of the steel plate installation directly affects the construction quality and efficiency of subsequent reinforcement and formwork system fixing; therefore, the verticality quality during steel plate hoisting must be ensured. The arrangement of tie bolts should be determined based on theoretical calculations and the actual positions of the shear studs, and set according to the multiples of the shear stud spacing. In this project, the shear stud spacing of the steel plate is 200mm. After calculation and analysis, a tie bolt arrangement of 400mm horizontally and 400mm vertically is adopted, and its pull-out resistance meets the stress requirements.

[0035] Step 2: Processing and fixing the locking fastener 3 and the tie rod 5. In this embodiment, the locking fastener 3 is a U-shaped fixing plate with connecting through holes 31 on both sides. The locking fastener 3 is clamped onto the shear nail 2 and fixedly connected to the shear nail 2 by bolts 4 passing through the connecting through holes 31. Specifically, in this embodiment, a 2.5mm thick iron sheet is used as the raw material for the locking fastener. Two oblong holes with a diameter of 5mm and a length of 5mm are symmetrically arranged on the iron sheet, and then it is bent into a U-shaped structure. The U-shaped locking fastener and the M14 tie rod are welded together to form a locking tie rod. The length of the M14 tie rod is selected with reference to the size of the steel plate shear wall on site. For the shear wall thickness of 600mm in this embodiment, the length of the tie rod is selected as 500mm to ensure that there is enough installation space for fixing the keel and nuts.

[0036] Step 3: Secure the locking fastener 3 to the shear stud 2 on the steel plate 1 according to the positioning and tighten it. The locking tie bolt uses a U-shaped locking fastener to fasten the shear stud on the steel plate, and uses M10 bolts to lock the locking fastener and shear stud. The shear stud is connected through the steel plate, the shear stud locks the bolt, and the nut is tightened, thereby pulling the keel of the formwork system to form a formwork support system.

[0037] Step 4: Install the template system 6 and fix it by connecting it to the other side of the tie rod 5 to form a tie support system with the steel plate 1.

[0038] In the construction of steel plate shear walls, a traditional wooden formwork system is used. This system uses 15 mm thick plywood as the material for formwork 61. In this embodiment, wooden formwork is used. During the installation of wooden formwork, whole boards are preferred, and cut formwork is placed at the upper or middle part of the wall, avoiding its use at external corners. Before installation, it is necessary to check whether the wall edge lines determined by the chalk line match the design drawings.

[0039] Based on the specific conditions of the wall, use ink lines to mark the position and number of bolt holes in the grid, and use an electric drill to precisely drill tie rod holes at the intersections. While ensuring the straightness of the holes, it is necessary to avoid the longitudinal ribs of the template on the other side during the operation.

[0040] The vertical formwork for each floor can be numbered for easy recycling and to reduce material waste caused by secondary processing. When the formwork is reused, unused or misaligned bolt holes should be sealed in a timely manner. When enclosing the wall formwork, a 100mm×100mm cleaning hole should be set at the bottom every 3 to 4 meters for cleaning debris inside the formwork before pouring concrete. The cleaning hole needs to be sealed before pouring.

[0041] Step 5: Fix the first keel 62 → Fix the second keel 63

[0042] The first supporting joists 62 of the formwork system 6 are made of 40mm×90mm timber, 2m or 3m in length, installed vertically at 200mm intervals. After the initial installation of the formwork is completed, the longitudinal supporting timbers are nailed in place. The joints of these longitudinal supporting timbers should be staggered to ensure that the overlap length of each joint is not less than 500mm. The second joist 63 is made of Φ48×3.5@400 steel pipe connected to tie rods 5, two rods per row. The outer side is tightened using type 26 "3" shaped fasteners 71 and nuts 72. The "3" shaped fasteners are type 26 with a load-bearing capacity of 26kN. In the lower 2 / 3 of the wall height, all tie bolts must be equipped with double nuts to enhance the connection stability.

[0043] Step 6: Pour concrete 8

[0044] Pouring should be done in layers with a height ≤ 500mm to avoid excessive thickness at once, which could lead to insufficient compaction (thickness ≤ 300mm in steel plate areas). First pour the joint between the steel plate and concrete, concealed columns, and edge components, then pour the middle part of the wall. The concrete pump truck's placing boom should be ≤ 2m away from the pouring surface to avoid direct impact on the steel plate, reinforcing bars, or tie rods; in areas with steel plate grids, use a tremie pipe or flexible hose to assist in pouring to prevent concrete segregation. In areas with dense steel plates, the pouring speed should be ≤ 0.5m / s². 3 / min, to ensure the concrete is filled in place.

[0045] The vibrator should be at least 100mm away from the steel plate to prevent impact on the steel plate, shear studs, and tie rods. Insert the vibrator at a 45° angle along the edge of the steel plate, with an insertion depth exceeding the lower layer by 50-100mm. Vibrate thoroughly for 20-30 seconds until air bubbles are expelled and the concrete reaches a slurry level.

[0046] Step 7: Removal of Template System 6

[0047] The removal of wall and column formwork should only be carried out after the concrete strength is sufficient to ensure that the surface and edges of the component will not be damaged due to the removal of the formwork;

[0048] Use a wrench or socket to loosen the nut counterclockwise. If the rust is severe, apply a loosening agent. Then, remove the "3" shaped fastener, the second keel, and the first keel in sequence, and stack them separately.

[0049] The formwork should be removed starting from the top and gradually moving downwards to avoid the entire formwork falling and injuring people. Use a crowbar to gently pry the edges of the formwork to separate it from the concrete (do not strike it forcefully to prevent chipping or breaking of the concrete). If the formwork is tightly bonded, wooden wedges can be hammered into the gap between the formwork and the concrete to assist in separation.

[0050] The single-piece locking tie rod is a non-reusable rod (for single use). When removing it, use an angle grinder to cut off the exposed end of the bolt flush with the concrete surface, retaining the internal section. When cutting the bolt, protect the concrete edges to prevent sparks from flying. For the tie rod with the internal section retained, apply anti-rust paint to the end and then fill it with mortar until it is flush with the concrete surface.

[0051] Example 2

[0052] The difference from Example 1 is that, in order to ensure the installation quality of the subsequent keel and keep the connected tie rods horizontally and vertically arranged on the vertical surface, when installing the U-shaped locking tie rods, the U-shaped opening should be facing upwards. That is, when installing the locking tie rods, the shear pins should be fitted from bottom to top. At this time, the tie rods are fixed below the corresponding shear pin positions, making it easier for workers to tighten the locking buckles during installation.

[0053] Example 3

[0054] The difference from Example 1 is as follows: Figure 5-6 As shown, the tie rod 5 adopts a two-section structure. The two-section locking tie rod is a detachable rod, consisting of an inner rod 51, a cone 52, and an outer rod 53, which are connected sequentially. The larger end of the cone faces the outside of the structure, and the outer edge of the larger end is flush with the surface of the concrete-poured wall column structure. The inner rod 51 is fixedly connected to the locking piece 3. The cone 52 has internal threads, and the inner rod 51 and the outer rod 53 are mechanically connected through the threads of the cone 52. A "3"-shaped fastener 71 and a nut 72 are installed on the outer rod to fix the first keel, the second keel, and the formwork. When the formwork system is dismantled, the inner rod is retained in the structure, while the outer rod and the cone are dismantled and recycled. After being sorted and stacked, they are reassembled and connected for use in the next layer of structural wall column formwork.

[0055] Comparative Example 1

[0056] The difference from Example 1 is that instead of using a locking element that clamps one end onto a shear stud, a steel plate welded sleeve is used, and the tie rod is screwed into the sleeve to fix the steel plate.

[0057] Comparative Example 2

[0058] The difference from Example 1 is that instead of using a locking device that clamps one end to a shear stud, a φ20mm hole is pre-drilled in the steel plate, and a common tie rod is used to fix it through both ends of the hole.

[0059] Performance testing:

[0060] Maximum pull-out force:

[0061] The pull-out test involves applying a tensile force perpendicular to the steel plate outward to the tie rod to test the connection strength between the tie rod and the steel plate, verifying whether the connection of the tie rod meets the design requirements, and ensuring the reliability of the template support system. The pull-out tester clamp is fixed to the outer top of the tie rod, the clamp is adjusted so that the direction of the tensile force is aligned with the axis of the tie rod, and the clamp is tightened to prevent slippage.

[0062] Acceptance criteria: Under design load, the reinforcing bars must not slip, and the ultimate tensile force must be ≥ 1.5 times the design value (or the value specified in the code). The calculated design value for the axial tensile force of a single tie rod is 17.8 kN. Failure under ultimate condition should occur within the tie rod itself (e.g., fracture), not at the locking interface (e.g., pull-out); otherwise, it is considered anchorage failure.

[0063] Shear wall concrete surface flatness:

[0064] Place a 2m straightedge firmly against the concrete surface, ensuring it is perpendicular (to the wall) or horizontal (to the ground). Insert a feeler gauge into the maximum gap between the straightedge and the surface and read the value, accurate to 0.1mm. Record the maximum deviation at each point. Select 5 points, record the values, and calculate the average deviation.

[0065] Acceptable condition: Surface flatness tolerance ≤ 8mm.

[0066] Verticality of shear wall concrete surface:

[0067] Place a 2m vertical measuring ruler (straightedge) vertically on the wall or column surface, ensuring the ruler body is in close contact with the surface being tested, with the lower end resting against the ground or a fixed base. Adjust the straightedge until the bubble level is completely centered, and read the maximum gap between the ruler body and the wall surface (using a feeler gauge), or directly read the deviation value of the scale on the side of the straightedge (unit: mm / 2m). Select 5 points, record the data, and calculate the average deviation value.

[0068] Acceptable condition: Permissible deviation of verticality ≤ 10mm.

[0069] Time required to complete tie bolt installation on a single component:

[0070] Take steel plate shear wall components of the same specification and height, and calculate the total time required for tie rod installation and its prior construction preparation (such as steel plate drilling, sleeve welding, or tie rod assembly) under their respective processes.

[0071] Steel plate opening ratio:

[0072] Take steel plate shear wall components of the same specification and height, and calculate the ratio of the area of ​​the openings on the steel plate to the surface area of ​​the steel plate under their respective processes. This ratio can reflect the integrity of the steel plate.

[0073] Steel plate welding area ratio:

[0074] Take steel plate shear wall components of the same specification and height, and calculate the ratio of the welded area to the surface area of ​​the steel plate under their respective processes. This ratio can reflect the workload of welding operations on the steel plate.

[0075] Table 1 Test Results

[0076]

[0077]

[0078] As can be seen from the test results in Table 1, the locking tie bolt structure of this utility model exhibits excellent pull-out bearing capacity. In Examples 1-3, no bolt pull-out occurred during the pull-out test, with a maximum pull-out force of 26.7 kN, far exceeding the 1.5 times safety factor of the design axial tensile force of 17.8 kN. Comparative Example 1 (welded sleeve method) only achieved the same value, fully demonstrating the reliability and innovation of the direct clamping of the U-shaped locking component and the shear stud. This solution eliminates the need for welding sleeves or openings in the steel plate, yet achieves equal or higher anchorage strength, significantly improving the safety and reliability of the formwork support system. It should be noted that the openings in the steel plate in the various embodiments and comparative examples are necessary because the steel plate itself requires small openings for the reinforcing bars to pass through; the welding of the steel plate is also necessary because the shear studs are welded to the steel plate during factory manufacturing.

[0079] Regarding the surface quality control of the template panel, by adopting a unified locking opening direction and accurately positioning the locking components in Example 2, the flatness and verticality were optimized to 3.8mm and 4.7mm respectively, representing an improvement of 17.4% and 4.1% compared to Example 1. This is also superior to the 4.4mm / 5.0mm of the welding sleeve method and the 4.0mm / 4.8mm of the flat hole method, fully demonstrating that this design not only reduces secondary correction processes but also greatly improves assembly accuracy and construction efficiency.

[0080] In terms of construction efficiency, the installation time for a single screw in Examples 1-3 is 2.8h, 2.5h, and 3.0h respectively, which is about 35%-40% shorter than the 4.2h of the welding sleeve method and the 3.7h of the drilling method. This improvement is mainly due to: the elimination of on-site drilling or welding, saving multiple cumbersome steps such as positioning, drilling, welding, and inspection; the U-shaped locking fastener can be quickly fastened to the shear stud, and the uniform opening direction reduces operational errors; the two-section screw design in Example 3 allows the outer rod to be reused during dismantling, avoiding the need for new parts to be processed for each layer, further reducing labor and material costs.

[0081] Regarding maintaining the structural integrity of the steel plate, the opening ratio of this embodiment is only 0.58% and the welding area ratio is 0.48%, significantly lower than the 3.83% of the opening method and the 0.61% of the welding sleeve method. This feature not only maximizes the preservation of the shear resistance of the steel plate and reduces the risk of potential hidden defects in the later stage, but also reduces the amount of processing and maintenance costs of the steel plate, demonstrating the dual advantages of this solution in terms of structural safety and maintenance economy.

[0082] Furthermore, this invention also considers sustainability and economy: the locking components can be stamped from scrap iron sheets without the need for special molds, making it suitable for small-batch production; the outer rod of the two-section screw can be recycled after the template is removed, significantly reducing screw material consumption and conforming to the concept of green construction. These optimized designs not only reduce the overall project cost but also enhance the promotional value of this invention in engineering practice.

[0083] In summary, this utility model achieves the same or higher load-bearing capacity as existing technologies, better control of template flatness and verticality, significantly shortened construction cycle, minimized steel plate damage, and enhanced sustainability and economic benefits through the layered innovation of "U-shaped locking + shear nail clamping" and "one-segment / two-segment screw", as well as optimization of opening direction, positioning scheme and material recycling.

[0084] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this utility model and are not intended to limit the scope of protection of this utility model. Although this utility model has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of this utility model without departing from the essence and scope of the technical solutions of this utility model.

Claims

1. A locking type tie bolt structure, characterized in that, include: A steel plate, on which a plurality of shear studs are attached; A locking element, one end of which is clamped onto a shear stud; A tie rod, one end of which is fixedly connected to a locking fastener; The template system is limited on the outside by a fixing nut. The tie rod passes through the template system and is connected to the locking fastener on the other side, connecting the template system to the steel plate to form a tie support system.

2. The locking tie bolt structure according to claim 1, characterized in that: The locking element is a U-shaped fixing piece, and the U-shaped fixing piece has connecting through holes on both sides; The locking fastener is clamped onto the shear stud and is fixedly connected to the shear stud by bolts passing through the connecting through hole.

3. The locking tie bolt structure according to claim 1, characterized in that: The tie rod has a two-section structure, consisting of an inner rod, a cone, and an outer rod connected in sequence.

4. The locking tie bolt structure according to claim 2, characterized in that: When the U-shaped fixing plate is installed, the opening faces upwards. The U-shaped fixing plate is clamped on the shear nail and fixedly connected to the shear nail by bolts passing through the connecting through hole.

5. The locking tie bolt structure according to claim 1, characterized in that: The template system includes templates and keels. Two keels are arranged on the outside of the template, with the first keel being a wooden keel arranged vertically and the second keel being a steel pipe keel arranged horizontally.

6. The locking tie bolt structure according to claim 5, characterized in that: It also includes "3" shaped fasteners and outer fixing nuts, wherein the "3" shaped fasteners are respectively fastened to adjacent steel pipe keels; The tie rod passes through the template, the first and second keels, and the middle of the "3"-shaped fastener. The fixing nut is located on the outside and fixes and limits the tie rod.

7. The locking tie bolt structure according to claim 1, characterized in that: The arrangement of the tie rods is determined based on theoretical calculations and the actual positions of the shear studs, and is set according to the multiple of the shear stud spacing.

8. A steel plate shear wall, characterized in that: Includes the locking tie bolt structure as described in any one of claims 1-7.

Images