Construction method of adjustable wall column anchor bolt structure

Abstract

The invention relates to a construction method of an adjustable wall column anchor bolt structure. The construction method comprises the following steps that S1, a steel sleeve assembly is prefabricated; s2, a formwork is installed, a steel sleeve assembly is pre-buried, and wall column concrete is poured; s3, component installation and preliminary fixation; s4, grouting and final fixing; according to the construction method of the adjustable wall column anchor bolt structure, the integrated steel sleeve assembly with the larger inner diameter is pre-buried in the wall column, an adjusting space is reserved for an anchor bolt installed subsequently, and therefore post fine adjustment of the anchoring position is achieved when a component is installed; and a high-strength and integral anchoring node is formed through high-pressure grouting, and finally the dual purposes of high-precision installation and high-reliability anchoring are achieved at the same time.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, and specifically relates to a construction method for an adjustable wall column anchor bolt structure. Background Technology

[0002] During the installation of large equipment, in addition to anchoring the bottom with anchor bolts, the sides also require anchoring to ensure overall rigidity and reliability. Side anchoring can be achieved by pre-embedded bolts to the concrete structure. For equipment requiring high installation precision, secondary pouring or positioning templates are used to improve the installation precision of the anchor bolts and ensure equipment accuracy. However, side anchoring presents challenges due to limitations in concrete construction techniques. Even with reliable construction management and static positioning of side bolts using bolt positioning templates, the accuracy deviation after wall and column formwork reinforcement and concrete pouring often reaches approximately 1 cm. Therefore, positioning templates can only guarantee the relative positions between groups of bolts, not the accuracy between the side bolts and the base. Vertical walls and columns are also difficult to reinforce with secondary pouring like foundation anchor bolts, resulting in the long-standing unresolved issue of lateral anchoring accuracy. Therefore, there is an urgent need in this field for a construction method that allows for precise positioning and adjustment of wall and column anchor bolts while ensuring structural structural reliability. Summary of the Invention

[0003] The purpose of this invention is to overcome the shortcomings of the prior art and provide a construction method for an adjustable wall column anchor bolt structure. By pre-embedding a larger inner diameter and integrated steel sleeve assembly in the wall column, adjustment space is reserved for the subsequent installation of anchor bolts, thereby realizing "post-installation" fine adjustment of the anchor position during component installation. High-pressure grouting is used to form a high-strength, integral anchor node, ultimately achieving the dual goals of high-precision installation and high-reliability anchoring.

[0004] The technical solution of this invention is a construction method for an adjustable wall-column anchor bolt structure, comprising the following steps:

[0005] S1, Precast steel sleeve assembly: Multiple steel sleeves are arranged according to the anchor bolt spacing on the design drawings, and the multiple steel sleeves are connected into an integral precast component through fixed supports.

[0006] S2, Template installation, steel sleeve assembly pre-embedding and wall column concrete pouring: First, install and correct the template on one side of the wall column. After positioning on the template on one side, tie the wall column reinforcement. Fix the prefabricated steel sleeve assembly to the wall column reinforcement. Then, install the template on the other side and reinforce it as a whole through the tie rod system. Then, pour the wall column concrete.

[0007] S3, Component Installation and Initial Fixing: After the wall column is demolded, the component to be anchored and the anchor bolt assembly are installed. The anchor bolts pass sequentially through the steel back plate on one side of the wall column, the pre-embedded steel sleeve, and the component end plate on the other side of the wall column. An adjustment space is formed between the anchor bolts and the steel sleeve. After adjusting the component and anchor bolts to the design position, they are initially tightened so that a grouting cavity is formed between the steel back plate and the component end plate and the surface of the wall column. The grouting cavity is connected to the adjustment space.

[0008] S4, final grouting fixation: seal the periphery of the grouting cavity and set up a grouting port and an observation port, inject grouting material into the grouting cavity, and complete the anchoring after it solidifies.

[0009] Preferably, in step S1, a shear groove is provided on the fixed support; in step S3, a shear key that mates with the shear groove is provided at the end of the component; the shear key is embedded in the shear groove, and a gap is left between them; the gap communicates with the grouting cavity.

[0010] Preferably, the shear groove and the shear key are designed to transfer the vertical force and shear force borne by the component to the concrete wall column; when grout is injected into the grouting cavity, the gap between the shear key and the shear groove is filled with grout, and after the grout has cured, it bonds the shear key and the shear groove into a whole to ensure vertical anchoring.

[0011] Preferably, in step S2, the tie rod system is a three-section tie rod system. The outer steel pipe main back rib is fixed on the outer side of the outer rod by a nut and a "3" shaped clip, and the inner template is fixed on the inner side of the outer rod by a trumpet head sleeve. The single-sided template reinforcement system is locked together by the trumpet head sleeve and the nut. The trumpet head sleeve connects to the inner rod of the three-section tie rod to complete the reinforcement of the templates on both sides of the wall column.

[0012] Preferably, in step S3, the steel back plate and the component end plate are symmetrically fixed to both sides of the wall column, and the grouting cavity is formed by setting a pad between the steel back plate, the component end plate and the surface of the wall column; the thickness of the pad is 20mm.

[0013] Preferably, in step S3, the inner diameter of the steel sleeve is 15-25mm larger than the diameter of the anchor bolt to form the adjustment space, which is used for the correction of the component and the fine adjustment of the position of the anchor bolt. After the position of the anchor bolt is accurately located, it is locked by fixing the nut and the steel washer.

[0014] Preferably, the inner diameter of the steel sleeve is 20 mm larger than the diameter of the anchor bolt.

[0015] Preferably, in step S4, the grouting material is a self-leveling, non-shrink grouting material; after sealing the grouting cavity, the grouting material is injected from the bottom grouting port until the grout overflows from the top observation port.

[0016] Preferably, the sealed grouting cavity refers to: installing chamfered wooden strips on the bottom and sides of the component end plate and the steel back plate; fixing the wooden strips to the wall column with fasteners; applying foam adhesive to the part of the wooden strip that contacts the component end plate or the steel back plate to prevent grout leakage; applying foam adhesive to the part of the wooden strip that contacts the concrete of the wall column in the horizontal direction to prevent grout leakage; setting the grouting port on the top of the steel back plate for injecting grout; setting an observation port on the top of the component end plate for observing the grout injection status; the grouting port and the observation port are made of a trumpet-shaped template, and the joints are sealed with foam adhesive.

[0017] Preferably, in step S4, after the grouting material reaches the predetermined strength, the chamfered wooden strips and the flared template are removed, and the top edge of the grouting layer is polished to form a chamfer.

[0018] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0019] (1) High precision and adjustability: By adopting steel sleeve components and pre-embedding steel sleeves with larger inner diameters, adjustment space is provided for anchor bolts, which completely solves the problem of inaccurate bolt positioning caused by deviations in civil construction, realizes high-precision installation of lateral anchoring of components, and meets the installation requirements of precision equipment.

[0020] (2) High reliability of the final structure: The high-strength, non-shrink grouting material injected after the process tightly integrates the adjusted anchor bolts, embedded steel sleeves, component end plates, steel back plates and concrete wall columns into a solid whole, ensuring the load-bearing capacity, stiffness and durability of the anchor joint and reliable stress performance.

[0021] (3) Formation of a synergistic shear resistance mechanism: Shear grooves are pre-embedded in concrete, forming an integral part of the wall and column; shear keys are installed along with the component and embedded in the shear grooves; through the cooperation of the shear keys and shear grooves, the vertical force and shear force borne by the component are effectively transferred to the shear grooves and distributed throughout the entire concrete wall and column, greatly enhancing the shear resistance of the joint and the reliability of the vertical anchorage. This shear resistance mechanism, together with the horizontal bolt clamping and grouting bonding, constitutes a multi-dimensional reliable anchorage system, which is particularly suitable for situations bearing large vertical shear forces or dynamic loads.

[0022] (4) Optimized construction process and controllable quality: Combining "prefabrication" and "adjustability" results in a clear process. First, the relative positions of the bolt groups are ensured by prefabricated steel sleeve components, and then the anchor bolt components are installed later for adjustment and final fixation. The logic is rigorous, the construction is convenient, and the quality is controllable. Attached Figure Description

[0023] Figure 1 This is a construction flowchart of the adjustable wall column anchor bolt structure of the present invention;

[0024] Figure 2 This is a cross-sectional schematic diagram of the steel sleeve assembly of the present invention pre-embedded in a concrete wall column;

[0025] Figure 3 This is a reinforced elevation view of the steel sleeve assembly of the present invention from one angle;

[0026] Figure 4 This is a reinforced elevation view of the steel sleeve assembly of the present invention from another angle;

[0027] Figure 5 This is a cross-sectional schematic diagram of the wall and column formwork reinforcement process of the present invention. Figure 1 ;

[0028] Figure 6 This is a cross-sectional schematic diagram of the wall and column formwork reinforcement process of the present invention. Figure 2 ;

[0029] Figure 7 This is a cross-sectional schematic diagram of the wall and column formwork reinforcement process of the present invention. Figure 3 ;

[0030] Figure 8 This is a side elevation view of the component to be anchored according to the present invention;

[0031] Figure 9 This is a side elevation view of the anchor bolt assembly of the present invention;

[0032] Figure 10 This is a cross-sectional schematic diagram of the anchor bolt assembly and grouting structure of the present invention;

[0033] Figure 11 yes Figure 10 Schematic diagram of the state after grouting;

[0034] Figure 12 yes Figure 10 A schematic diagram of the distribution of pads on one side of the end plate of the middle component;

[0035] Figure 13 yes Figure 10 A schematic diagram of the pad distribution on one side of the back plate of China Steel.

[0036] Figure 14 yes Figure 10 Enlarged view of a portion of point A in the middle;

[0037] Figure 15 yes Figure 10 Enlarged view of a section at point B in the middle;

[0038] Figure 16 This is a cross-sectional schematic diagram of the adjustable wall column anchor bolt structure of the present invention.

[0039] Explanation of key component symbols:

[0040] Steel sleeve assembly 1; Steel sleeve 11; Adjustment space 111; Fixed support 12; Shear groove 13; Gap 131; Wall column 2; Wall column reinforcement 21; Component 3; Component end plate 31; Shear key 32; Anchor bolt assembly 4; Anchor bolt 41; Steel back plate 42; Fixing nut 43; Steel pad 44; Single-sided formwork reinforcement system 5; Formwork 51; Fixing nail 511; Timber secondary back rib 52; Steel pipe main back rib 53; Tie rod 54; Tie rod outer rod 541; Trumpet head sleeve 542; Tie rod inner rod 543; Nut 55; "3" shaped clip 56; Grouting structure 6; Grouting cavity 61; Pad 62; Grouting port 63; Observation port 64; Wooden strip 65; Fastener 66; Foam adhesive 67; Grouting layer 68; Chamfer 681. Detailed Implementation

[0041] The present invention will now be described in further detail with reference to the accompanying drawings:

[0042] Please see Figure 1 As shown, the present invention provides a construction method for an adjustable wall column anchor bolt structure, comprising the following steps:

[0043] S1, Precast steel sleeve assembly 1.

[0044] Please see Figures 2 to 4 As shown, multiple steel sleeves 11 are arranged according to the anchor bolt spacing on the design drawings. One steel sleeve 11 is installed at each anchor bolt position, and the multiple steel sleeves 11 are welded into a whole using a fixed support 12. The inner diameter of the steel sleeve 11 is 15-25mm (preferably 20mm) larger than the diameter of the anchor bolt 41, thereby forming a gap between the anchor bolt 41 and the steel sleeve 11 as shown in the figure. Figure 10 The adjustment space 111 shown is used for the subsequent installation and adjustment of components 3 and anchor bolts 41; the length of the steel sleeve 11 is the same as the thickness of the wall column 2. Figure 4 As shown, the shear groove 13 is made of thin steel plate and welded to the fixed support 12, so that the shear groove 13, the fixed support 12, and the steel sleeve 11 form an integral structure, thereby completing the fabrication of the steel sleeve assembly 1.

[0045] This invention, through prefabrication of steel sleeve components, can precisely ensure the relative spacing and position of each steel sleeve; by welding the steel sleeves into a rigid whole through fixed supports, it can effectively resist the impact and buoyancy during the concrete pouring process of the wall column, preventing the displacement or deformation of individual steel sleeves; by integrating the scattered steel sleeves into a whole structure, it greatly simplifies the positioning and fixing operations during the on-site rebar binding process, improving construction efficiency; by using steel sleeves with a larger inner diameter, it provides a guarantee for subsequent component correction and anchor bolt fine adjustment, effectively solving the problem of inaccurate bolt positioning caused by deviations in civil construction, and achieving high-precision installation of lateral anchorage of components.

[0046] S2, template installation, steel sleeve component pre-embedding and wall column concrete pouring.

[0047] First, install the single-sided formwork reinforcement system 5 for the wall columns, such as... Figure 5 As shown, the single-sided template 51 of the wall column is installed and reinforced and corrected by the secondary back bracing 52 of timber, the main back bracing 53 of steel pipe and the three-section tie rod 54; the outer side of the tie rod 541 is the nut 55 of the tie rod and the "3" shaped clip 56, which can fix the outer main back bracing 53 of steel pipe, and the inner side of the outer rod is the trumpet head sleeve 542, which can fix the inner template 51; by locking the single-sided template reinforcement system 5 together with the trumpet head sleeve 542 and the nut 55, the correction and reinforcement of the single-sided template 51 are completed, providing conditions for the positioning and layout of the steel sleeve assembly 1.

[0048] Next, as Figure 6 As shown, the positioning lines are laid out on the single-sided template 51 and the fixing nails 511 are set. The wall column steel bars 21 are tied and the prefabricated steel sleeve assembly 1 is fixed to the wall column steel bars 21 and the fixing nails 511.

[0049] Finally, as Figure 7 As shown, the single-sided formwork reinforcement system 5 on the other side is then installed and reinforced. Similarly, the single-sided formwork 51 of the wall column is installed and reinforced and corrected using timber secondary back bracing 52, steel pipe main back bracing 53, and three-section tie rods 54. The trumpet-head sleeve 542 is connected to the inner rod 543 of the three-section tie rods, thereby completing the connection and reinforcement of the formwork reinforcement system on both sides of the wall column. After the formwork reinforcement system is installed, the wall column concrete is poured to form a concrete wall column structure with pre-embedded steel sleeve components.

[0050] S3, Component installation and initial fixing.

[0051] After the wall and column pouring is completed and the formwork is removed, install the components to be anchored (3) and the anchor bolt assembly (4). Please refer to [link / reference]. Figure 8As shown, component 3 includes an end plate 31 and a shear key 32 disposed at its end. Since the shear groove 13 is pre-embedded in concrete and is integral with the wall column 2, the shear key 32 is installed along with component 3 and embedded in the shear groove 13. The shear key 32 and the shear groove 13 are in clearance fit, thereby forming a gap between the shear key 32 and the shear groove 13 as shown in the diagram. Figure 10 The gap 131 shown is to accommodate the position adjustment of the anchor bolt 41 within the adjustment space 111. The mating structure of the shear groove 32 and the shear key 13 is used to transfer the vertical force and shear force borne by the component 3 to the concrete wall column 2; when the gap 131 is filled with grout, the grout will bond the shear key 32 and the shear groove 13 into a whole after curing.

[0052] Please see Figure 9 As shown, the anchor bolt assembly 4 includes an anchor bolt 41, a steel backing plate 42, inner and outer fixing nuts 43, and inner and outer steel washers 44; as Figure 10 As shown, the anchor bolt 41 passes sequentially through the steel back plate 42 on one side of the wall column 2, the pre-embedded steel sleeve 11, and the component end plate 31 on the other side of the wall column 2. An adjustment space 111 is formed between the anchor bolt 41 and the steel sleeve 11 for position adjustment, which is used for the correction of the component 3 and the fine adjustment of the position of the anchor bolt 41, thereby compensating for the deviations generated during the construction of the concrete structure of the wall column and the deviations in the installation of the component itself. After the component 3 is corrected and the position of the anchor bolt 41 is accurately located, it is locked by the inner and outer fixing nuts 43 and the steel pad 44, thereby clamping the component end plate 31 and the steel back plate 42 to achieve horizontal anchoring.

[0053] Please see Figure 10 As shown, the steel back plate 42 and the component end plate 31 are symmetrically fixed on both sides of the wall column 2. A grouting cavity 61 is formed between the steel back plate 42 and the wall column 2. The grouting cavity 61 is connected to the adjustment space 111 between the anchor bolt 41 and the steel sleeve 11, as well as the gap 131 between the shear key 32 and the shear groove 13, forming a continuous composite grouting channel.

[0054] Specifically, such as Figure 12 , Figure 13 As shown, four spacers 62 are installed between the steel back plate 42 and the wall column 2, and between the component end plate 31 and the wall column 2. The thickness of the spacers 62 is 20mm, thus forming a spacer between the steel back plate 42 and the component end plate 31 and the wall column 2. Figure 10 The grouting cavity 61 shown provides a stable operating space for subsequent grouting and fixing processes, and provides space for the grout to flow and solidify, ensuring that a sufficiently thick load-bearing grouting layer is ultimately formed.

[0055] S4, grouting for final fixation.

[0056] Please see Figure 10As shown, after the anchor bolt assembly 4 is straightened and tightened, the grouting structure 6 is erected, including the periphery of the sealed grouting cavity 61 and the provision of a grouting port 63 and an observation port 64; as Figures 10 to 14 As shown, the method for sealing the grouting cavity 61 is as follows: chamfered wooden strips 65 are installed on the bottom and sides of the end plate 31 and the steel back plate 42 of the component. The wooden strips 65 are fixed to the wall column 2 by fasteners 66 (e.g., cement nails or expansion tubes). Figure 14 As shown, the contact points between the upper edge of the wooden strip 65 and the end plate 31 of the component, as well as the contact points between the upper edge of the wooden strip 65 and the steel back plate 42, are all sealed with foam adhesive 67. The contact points between the wooden strip 65 and the concrete of the wall column 2 in the horizontal direction are also sealed with foam adhesive 67. By using the sealing structure of wooden strips and foam adhesive, it is ensured that the grout does not leak under pressure, thus ensuring the compactness of the grouting.

[0057] Please see Figure 10 , Figure 11 , Figure 13 As shown, the grouting port 63 is located at the top of the steel back plate 42. The grouting port 63 adopts a funnel-shaped template for injecting grouting material, such as... Figure 15 As shown, the part of the flared template that contacts the steel back plate 42 is sealed with foam glue to prevent grout leakage; the grout enters from the grouting port 63 and flows through the grouting cavity 61 into the adjustment space 111 formed between the steel sleeve 11 and the anchor bolt 41, and into the gap 131 between the shear key 32 and the shear groove 13. The grout is a self-leveling non-shrink grout to ensure that the grout can completely fill all the spaces.

[0058] Please see Figure 10 , Figure 11 , Figure 12 As shown, the observation port 64 is set on the top of the end plate 31 of the component, and the same trumpet-shaped template is used to observe whether the grouting material is fully poured and to control the quality; foam glue is set at the part where the trumpet-shaped template contacts the steel back plate 42 to prevent grout leakage.

[0059] It is worth noting that, such as Figure 11As shown, the grouting layer 68 is a continuous integral structure that simultaneously fills the spaces between the steel back plate 42 and the wall column 2, between the anchor bolt 41 and the steel sleeve 11, between the component end plate 31 and the wall column 2, and between the shear key 32 and the shear groove 13. The grouting layer 3 is formed by curing self-leveling non-shrink grout. Through the curing of high-strength grout, the adjusted anchor bolt assembly 4, steel sleeve assembly 1, and wall column 2 are bonded into a permanent rigid whole, ensuring the node's load-bearing capacity and stiffness. At the same time, as a stress diffusion medium, it evenly transfers concentrated loads to the concrete matrix, avoiding stress concentration, and works with the shear key 32 and shear groove 13 to transfer vertical loads. By working in conjunction with the "shear key-shear groove" system, it resists vertical shear forces, ultimately forming a reliable anchoring node with high precision, high strength, and high durability. Because the gap 131 between the shear key 32 and the shear groove 13 is filled with grout, the grout, after curing, bonds the shear key 32 and the shear groove 13 into a whole. This effectively transfers the vertical force and shear force borne by the component 3 to the shear groove 13 through the shear key 32 and distributes it throughout the entire concrete wall column 3, greatly enhancing the shear resistance of the joint and the reliability of the vertical anchorage.

[0060] Please see Figure 16 As shown, after the grout reaches the predetermined strength, the chamfered wooden strips and the flared template are removed, thus completing the installation of the entire adjustable wall column anchor bolt structure. The upper edge of the grout layer 68 is chamfered 681 by grinding with tools such as an angle grinder, thereby eliminating the sharp edges of the upper edge of the grout layer 68 and preventing cracking or chipping due to stress concentration at this point, thereby improving the long-term durability and appearance regularity of the anchor joint.

[0061] Example 1:

[0062] This embodiment takes a large precision equipment that needs to be laterally anchored to a 400mm thick concrete shear wall as an example. The anchor bolts are designed as 6 M48 bolts to illustrate the specific implementation of the present invention.

[0063] Six seamless Q235B steel pipes with an inner diameter of 68mm (20mm larger than the diameter of an M48 bolt) and a length of 400mm (matching the wall thickness) were selected as steel sleeves 11. 10# channel steel was used as a fixed support 12, and the six steel sleeves 11 were connected by welding to form a robust, rigid integral frame. This prefabrication step was completed in the workshop, ensuring that the relative spacing error between the six sleeve holes was precisely less than 2mm.

[0064] To further enhance the shear resistance of the nodes, a 6mm thick Q235 steel plate was cut and formed to create a shear groove 13, which was then welded to the predetermined position on the fixed support 12. Ultimately, the steel sleeve 11, the fixed support 12, and the shear groove 13 constitute a complete prefabricated steel sleeve assembly 1. The 20mm inner diameter difference is the crucial "adjustment space 111" in subsequent steps.

[0065] S2, template installation, steel sleeve component pre-embedding and wall column concrete pouring.

[0066] First, perform single-sided template work. For example... Figure 5 As shown, a single-sided formwork 51 is erected for the wall column, reinforced with timber secondary back bracing 52, steel pipe main back bracing 53, and three-section tie rods 54. The trumpet-head sleeves 542 on the inner side of the tie rod outer rod 541 tighten the formwork 51, and the main back bracing 53 is locked on the outer side with nuts 55 and "3"-shaped clips 56, completing the correction and initial reinforcement of the single-sided formwork and forming a stable reference surface.

[0067] Next, as Figure 6 As shown, six bolt center lines are precisely marked on the reinforced single-sided template 51, and steel fixing nails 511 are driven into each center position. Then, the wall column reinforcement 21 is tied. The prefabricated steel sleeve assembly 1 is hoisted into place, with its lower end firmly tied to the wall column reinforcement 21, and the opening of each steel sleeve 11 at the upper end tightly against the corresponding fixing nail 511, thereby achieving precise plane and elevation positioning of the steel sleeve assembly 1 within the wall column section.

[0068] Finally, as Figure 7 As shown, install the other side template 51 and back rib, and connect the inner rod 543 of the three-section tie rod to the installed trumpet head sleeve 542 to complete the closure and final reinforcement of the entire template system. After acceptance, pour C40 concrete to form the concrete wall column 2 with the high-precision steel sleeve assembly 1 embedded in it.

[0069] S3, Component installation and initial fixing.

[0070] After the wall and column formwork is removed, the installation of equipment component 3 begins. (For example...) Figure 8 As shown, the end of component 3 is provided with a component end plate 31 and a shear key 32 welded thereon. For example... Figure 9 As shown, the anchor bolt assembly 4 includes an M48 anchor bolt 41, a steel backing plate 42, a high-strength fixing nut 43, and a steel washer 44.

[0071] During installation, the steel back plate 42 is first temporarily positioned on one side of the wall column, and then the component 3 is hoisted into place so that its shear key 32 is embedded in the pre-embedded shear groove 13 (see...). Figure 10 Then, six M48 anchor bolts 41 are sequentially passed through the holes 42 in the steel back plate, the pre-embedded steel sleeve 11, and the end plate 31 of the component from the outside of the wall column. Since the inner diameter of the steel sleeve 11 (68mm) is much larger than the bolt diameter (48mm), a 20mm annular adjustment space 111 is formed. Using this space, the component 3 can be finely adjusted up and down, left and right, and forward and backward, and can be precisely aligned with the equipment foundation anchor bolts with the help of tools such as a laser theodolite.

[0072] After the position is corrected, four 20mm thick steel shims 62 are symmetrically inserted between the end plate 31 and the steel back plate 42 of the component and the surface of the wall column 2 (see...). Figure 12 , Figure 13 This forms a grouting cavity 61 with uniform thickness. The inner and outer fixing nuts 43 are initially tightened, and the end plate 31 and back plate 42 of the component are clamped to the wall column 2 using steel pads 44, completing the initial fixing. At this point, the grouting cavity 61, the adjustment space 111, and the gap 131 between the shear key 32 and the shear groove 13 are interconnected.

[0073] S4, grouting for final fixation.

[0074] like Figure 10 , Figure 14 As shown, 15mm×15mm chamfered wooden strips 65 are installed as side molds at the bottom and sides of the grouting cavity 61, and are fixed to the wall column 2 with cement nails as fasteners 66. Foam adhesive 67 is applied to all gaps where the wooden strips 65 come into contact with the steel plates (31, 42) and concrete to seal them and prevent grout leakage.

[0075] like Figure 10 , Figure 13 , Figure 15 As shown, a grouting port 63 is opened and made on the top of the steel back plate 42, and an observation port 64 is opened and made on the top of the component end plate 31. Both are formed using a flared mouth template, and the joints are sealed with foam glue 67.

[0076] C80 non-shrink self-leveling grout is used for grouting. The grouting machine is connected through the grouting port 63 and grouting is carried out slowly at low pressure until the grout overflows from the observation port 64, ensuring that the entire connected cavity system (including: grouting cavity 61, adjustment space 111 between steel sleeve 11 and anchor bolt 41, and gap 131 between shear groove 13 and shear key 32) is completely and densely filled.

[0077] After the grouting material reaches its predetermined strength after curing at room temperature for 24 hours, a solid grouting layer is formed 68 (see...). Figure 11 Remove the wooden strips 65 and the flared template, and use an angle grinder to grind the top edge of the exposed grout layer 68 into a smooth chamfer 681 (see...). Figure 16 This is to eliminate stress concentration and improve durability.

[0078] At this point, the entire adjustable wall-column anchor bolt structure is complete. This joint, through the combined action of the bolt clamping force, the grout bonding force, and the mechanical interlocking and bonding force of the "shear key-shear groove," forms a high-precision, high-strength, and highly reliable permanent anchoring joint.

[0079] The above description is only a preferred embodiment of the present invention. All equivalent changes and modifications made within the scope of the claims of the present invention should be covered by the claims of the present invention.

Claims

1. A construction method for an adjustable wall column anchor bolt structure, characterized in that, Includes the following steps: S1, Precast steel sleeve assembly: Multiple steel sleeves are arranged according to the anchor bolt spacing on the design drawings, and the multiple steel sleeves are connected into an integral precast component through fixed supports. S2, Template installation, steel sleeve assembly pre-embedding and wall column concrete pouring: First, install and correct the template on one side of the wall column. After positioning on the template on one side, tie the wall column reinforcement. Fix the prefabricated steel sleeve assembly to the wall column reinforcement. Then, install the template on the other side and reinforce it as a whole through the tie rod system. Then, pour the wall column concrete. S3, Component Installation and Initial Fixing: After the wall column is demolded, the component to be anchored and the anchor bolt assembly are installed. The anchor bolts pass sequentially through the steel back plate on one side of the wall column, the pre-embedded steel sleeve, and the component end plate on the other side of the wall column. An adjustment space is formed between the anchor bolts and the steel sleeve. After adjusting the component and anchor bolts to the design position, they are initially tightened so that a grouting cavity is formed between the steel back plate and the component end plate and the surface of the wall column. The grouting cavity is connected to the adjustment space. S4, final grouting fixation: seal the periphery of the grouting cavity and set up a grouting port and an observation port, inject grouting material into the grouting cavity, and complete the anchoring after it solidifies.

2. The construction method of the adjustable wall column anchor bolt structure according to claim 1, characterized in that, In step S1, a shear groove is provided on the fixed support; in step S3, a shear key that mates with the shear groove is provided at the end of the component; the shear key is embedded in the shear groove, and a gap is left between them; the gap communicates with the grouting cavity.

3. The construction method of the adjustable wall column anchor bolt structure according to claim 2, characterized in that, The shear groove and the shear key are designed to transfer the vertical force and shear force borne by the component to the concrete wall column. When grout is injected into the grouting cavity, the gap between the shear key and the shear groove is filled with grout. After the grout has cured, it bonds the shear key and the shear groove into a whole to ensure vertical anchorage.

4. The construction method of the adjustable wall-column anchor bolt structure according to claim 1, characterized in that, In step S2, the tie rod system is a three-section tie rod system. The outer steel pipe main back rib is fixed on the outer side of the outer rod by a nut and a "3" shaped clip. The inner template is fixed on the inner side of the outer rod by a trumpet head sleeve. The single-sided template reinforcement system is locked together by the trumpet head sleeve and the nut. The trumpet head sleeve connects to the inner rod of the three-section tie rod to complete the reinforcement of the templates on both sides of the wall column.

5. The construction method of the adjustable wall column anchor bolt structure according to claim 1, characterized in that, In step S3, the steel back plate and the component end plate are symmetrically fixed to both sides of the wall column. The grouting cavity is formed by setting a pad between the steel back plate, the component end plate and the surface of the wall column; the thickness of the pad is 20mm.

6. The construction method of the adjustable wall-column anchor bolt structure according to claim 1, characterized in that, In step S3, the inner diameter of the steel sleeve is 15-25mm larger than the diameter of the anchor bolt to form the adjustment space, which is used for the correction of the component and the fine adjustment of the position of the anchor bolt. After the position of the anchor bolt is accurately located, it is locked by fixing the nut and the steel washer.

7. The construction method of the adjustable wall-column anchor bolt structure according to claim 6, characterized in that, The inner diameter of the steel sleeve is 20 mm larger than the diameter of the anchor bolt.

8. The construction method of the adjustable wall-column anchor bolt structure according to claim 1, characterized in that, In step S4, the grouting material is a self-leveling, non-shrink grouting material; after sealing the grouting cavity, the grouting material is injected from the bottom grouting port until the grout overflows from the top observation port.

9. The construction method of the adjustable wall column anchor bolt structure according to claim 8, characterized in that, The enclosed grouting cavity refers to: installing chamfered wooden strips on the bottom and sides of the end plate and steel back plate of the component; fixing the wooden strips to the wall column with fasteners; applying foam adhesive to the part of the wooden strip that contacts the end plate or steel back plate to prevent grout leakage; applying foam adhesive to the part of the wooden strip that contacts the concrete of the wall column horizontally to prevent grout leakage; setting the grouting port on the top of the steel back plate for injecting grout; setting an observation port on the top of the end plate of the component for observing the grout injection status; the grouting port and observation port are made of flared templates, and the joints are sealed with foam adhesive.

10. The construction method of the adjustable wall-column anchor bolt structure according to claim 9, characterized in that, In step S4, after the grouting material reaches the predetermined strength, the chamfered wooden strips and the flared template are removed, and the top edge of the grouting layer is ground to form a chamfer.

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